DRAFT

ENVIRONMENTAL ASSESSMENT

Dakota Access Pipeline Project

Crossings of Flowage Easements

and Federal Lands

Prepared by:

Dakota Access, LLC

1300 Main Street

Houston, TX 77002

Prepared for:

U.S. Army Corps of Engineers – Omaha District

1616 Capitol Avenue, Suite 9000

Omaha, NE 68102

November 2015
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TABLE OF CONTENTS

EXECUTIVE SUMMARY .......................................................................................................................1

1.0 INTRODUCTION .....................................................................................................................2

1.1 DAPL Project Location.........................................................................................................2

1.2 Purpose and Need of the Project........................................................................................2

1.3 Authority and Scope of the EA............................................................................................2

2.0 ALTERNATIVES.......................................................................................................................4

2.1 Alternatives Considered but Eliminated from Detailed Analysis........................................4

2.1.1 Alternative 1 – Trucking Transportation Alternative.............................................4

2.1.2 Alternative 2 – Rail Transportation Alternative.....................................................5

2.1.3 Alternative 3 – Route Alternatives.........................................................................5

2.1.4 Alternative 4 – Major Waterbody Crossing Alternatives.......................................7

2.2 No Action Alternative .........................................................................................................8

2.3 The Proposed Action (Preferred Alternative).....................................................................8

2.3.1 Location and Detailed Description of the Proposed Action ..................................8

2.3.2 Description of Construction Techniques and Construction Mitigation Measures

.............................................................................................................................11

3.0 THE AFFECTED ENVIRONMENT AND POTENTIAL ENVIRONMENTAL IMPACTS OF THE PROPOSED 

ACTION AND NO ACTION ALTERNATIVE................................................................................15

3.1 Geology and Soils..............................................................................................................15

3.1.1 Geology ................................................................................................................15

3.1.2 Mineral Resources...............................................................................................16

3.1.3 Geologic Hazards .................................................................................................17

3.1.4 Paleontology ........................................................................................................20

3.1.5 Soils......................................................................................................................21

3.2 Water Resources...............................................................................................................26

3.2.1 Surface Waters.....................................................................................................26

3.2.2 Groundwater........................................................................................................31

3.2.3 Wetlands..............................................................................................................33

3.2.4 Floodplain ............................................................................................................35

3.2.5 Levees..................................................................................................................36

3.3 Vegetation, Agriculture, and Range Resources ................................................................36

3.3.1 Vegetation............................................................................................................36

3.3.2 Invasive and Noxious Weeds...............................................................................40

3.3.3 Threatened, Endangered, Candidate, and Proposed Plant Species ....................40

3.4 Wildlife Resources ............................................................................................................41

3.4.1 Recreationally and Economically Important Species and Nongame Wildlife......41

3.4.2 Threatened, Endangered, Candidate, and Proposed Wildlife Species................42

3.5 Aquatic Resources.............................................................................................................48

3.5.1 Habitat and Communities....................................................................................49

3.6 Land Use and Recreation ..................................................................................................50

3.6.1 Land Ownership...................................................................................................50
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3.6.2 Land Use...............................................................................................................51

3.6.3 Recreation and Special Interest Areas.................................................................54

3.7 Cultural and Historic Resources and Native American Consultations..............................55

3.7.1 Cultural Resources Studies ..................................................................................56

3.7.2 Native American Consultations ...........................................................................58

3.8 Social and Economic Conditions.......................................................................................59

3.8.1 Demographics, Employment, and Income...........................................................59

3.9 Environmental Justice.......................................................................................................60

3.9.1 Affected Environment..........................................................................................61

3.9.2 Impacts and Mitigation........................................................................................61

3.10 Hazardous Waste..............................................................................................................63

3.11 Reliability and Safety.........................................................................................................64

3.12 Air Quality and Noise ........................................................................................................66

3.12.1 Air Quality ............................................................................................................66

3.12.2 Noise ....................................................................................................................67

4.0 CUMULATIVE IMPACTS ........................................................................................................69

4.1 Geology and Soils..............................................................................................................70

4.2 Water and Aquatic Life Resources....................................................................................70

4.3 Vegetation, Agriculture, and Range Resources ................................................................72

4.4 Threatened, Endangered, Candidate, and Proposed Species...........................................72

4.5 Wildlife Resources ............................................................................................................74

4.6 Land Use and Recreation ..................................................................................................74

4.7 Cultural and Historic Resources and Native American Consultations..............................75

4.8 Social and Economic Conditions.......................................................................................75

4.9 Transportation and Traffic ................................................................................................76

4.10 Environmental Justice.......................................................................................................76

4.11 Air Quality and Noise ........................................................................................................76

5.0 IRREVERSIBLE AND IRRETRIEVABLE COMMITMENT OF RESOURCES .......................................78

6.0 MITIGATION SUMMARY.......................................................................................................79

7.0 FEDERAL, TRIBAL, STATE, AND LOCAL AGENCY CONSULTATION AND COORDINATION ...........81

8.0 STATUS OF ENVIRONMENTAL COMPLIANCE .........................................................................85

9.0 LIST OF PREPARERS AND REVIEWERS....................................................................................95

10.0 ACRONYMS, INITIALS, AND ABBREVIATIONS.........................................................................96

11.0 REFERENCES ........................................................................................................................99

12.0 FIGURES.............................................................................................................................105
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LIST OF TABLES

Table 2-1: Flowage Easements and Federal Land Crossings

Table 2-2: Environmental Assessment Areas of Interest

Table 3-1: Soil Types Mapped on the Flowage Easements Project Area

Table 3-2: Soil Types Mapped on the Federal Lands Project Area and Connected Action

Table 3-3: Soil Impacts on the Flowage Easements Project Area

Table 3-4: Soil Impacts on the Federal Lands Project Area and Connected Action

Table 3-5 Waterbodies within the Flowage Easements Project Area

Table 3-6 Waterbodies within the Federal Lands Project Area and Connected Action

Table 3-7: Wetlands within the Flowage Easements Project Area

Table 3-8: Land Cover Impacts on the Flowage Easements Project Area

Table 3-9: Land Cover Impacts on the Federal Lands Project Area and Connected Action

Table 3-10: Federally Listed Species with Potential to Occur within the Project Area and Connected

Action

Table 3-11: Land Use Impacts on the Flowage Easements Project Area

Table 3-12: Land Use Impacts on the Federal Lands Project Area and Connected Action

Table 3-13: Minority Population Statistics for the Flowage Easements Project Area

Table 3-14: Low-Income Population Statistics for the Flowage Easements Project Area

Table 3-15: Minority Population Statistics for the Federal Lands Project Area

Table 3-16: Low-Income Population Statistics for the Federal Lands Project Area

Table 3-17: Noise Values

Table 7-1: Comments Received

Table 8-1: Environmental Permits, Approvals, and Consultations

Table 9-1: List of Reviewers and Preparers

LIST OF FIGURES

Figure 1: Project Location—Federal Lands and Flowage Easements

Figure 2: Project Layout—Flowage Easements 

Figure 3: Project Layout—Federal Lands

Figure 4: Soils—Flowage Easements

Figure 5: Soils—Federal Lands

Figure 6: Natural Resources—Flowage Easements 

Figure 7: Natural Resources—Federal Lands

Figure 8: Cultural Resources—Flowage Easements 

Figure 9: Cultural Resources—Federal Lands

Figure 10: Land Cover—Flowage Easements

Figure 11: Land Cover—Federal Lands

Figure 12: Route Alternative—Missouri River Crossing

Figure 13: Route Alternative—Lake Oahe Crossing
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LIST OF APPENDICES

Appendix A: Stormwater Pollution Prevention Plan (SWPPP)/Spill Prevention Control and 

Countermeasure (SPCC) Plan

Appendix B: HDD Construction Plan - pending and HDD Contingency Plan

Appendix C: Right-of-Way (ROW) Configurations and Typical Construction Details

Appendix D: Geotechnical Reports

Appendix E: Blasting Plan

Appendix F: Unanticipated Discoveries Plan Cultural Resources, Human Remains, Paleontological 

Resources and Contaminated Media (UDP)

Appendix G: Environmental Construction Plan (ECP)

Appendix H: Project Maps and HDD Cross-Sections 

Appendix I: Cultural Resources Report

Appendix J: Sample Scoping Letter, Distribution List, and Comments Received

Appendix K: Notice of Availability of Draft Environmental Assessment (EA) for Comment -pending
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EXECUTIVE SUMMARY

In accordance with the National Environmental Policy Act (NEPA) and implementing regulations, the 

following Environmental Assessment (EA) has been prepared to evaluate the effects of the Dakota Access, 

LLC (Dakota Access) Dakota Access Pipeline Project (Project or Proposed Action), which would cross lands 

owned by the federal government or cross lands that have federal government flowage easements under 

management by the U.S. Army Corps of Engineers (Corps). Specifically the Proposed Action crosses 

federal flowage easements near the upper end of Lake Sakakawea north of the Missouri River in Williams 

County, North Dakota and crosses federally owned lands at Lake Oahe in Morton and Emmons counties, 

North Dakota. 

This EA was prepared by Dakota Access for the Project on behalf of the Corps as the non-federal 

representative for compliance with the NEPA Act of 1969, the Council on Environmental Quality (CEQ) 

Regulations (40 Code of Federal Regulations (CFR) 1500-15-8), Corps of Engineers Regulation ER 200-2-2 

(33 CFR Part 230), and related environmental compliance requirements for these crossings, including the 

National Historic Preservation Act (Section 106). Tribes, Tribal Historic Preservation Offices, State Historic 

Preservation Offices, the Advisory Council on Historic Preservation, and interested parties were consulted 

by Corps Omaha District personnel as required through their Programmatic Agreement with tribes that 

reside within the Missouri River basin.

The Corps takes ownership of this EA and incorporates findings within as part of stipulations to issue a 

real estate easement and consent to cross flowage easements (federal actions) to Dakota Access for the

proposed activity. This action is being completed in accordance with CEQ regulations in Section 1506.5(a) 

and 1506.5(b), which allow an applicant to prepare an EA for federal actions. The Corps hasindependently 

evaluated and verified the information and analysis undertaken in this EA and takes full responsibility for 

the scope and content contained herein.

Based upon extensive route analysis route and system alternatives, including the preferred route

(Proposed Action), no action, system options, and various transportation options, the preferred 

alternative was chosen, because it best meets the purpose and need while avoiding, minimizing, and 

mitigating environmental impacts. It would also follow the greatest length of existing disturbed linear 

utility corridors, traverse property whose landowners have previously granted permissions for similar 

projects, and would minimize the number of permanent aboveground launchers/receivers and valve sites. 

Impacts on the environment would be temporary and not significant as a result of avoiding, minimizing, 

and mitigating any potential impacts. Impacts on the Missouri River/Lake Oahe are avoided by installing 

the pipeline via horizontal directional drill (HDD) beneath the feature. Impacts on wetlands are limited to 

vegetation maintenance in the permanent pipeline easement. No known cultural resources would be 

impacted by the proposed Project. Dakota Access would comply with all applicable local, state, and 

federal regulations and permits associated with the construction of the Project. Thus, construction of the 

proposed Project is not expected to have any significant direct, indirect, or cumulative impacts on the 

environment.
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1.0 INTRODUCTION

In coordination with the U.S. Army Corps of Engineers (Corps), the Applicant, Dakota Access, LLC (Dakota 

Access) as the non-federal representative for compliance with the National Environmental Policy Act of 

1969 (NEPA), the Council on Environmental Quality (CEQ) Regulations (40 Code of Federal Regulations 

(CFR) 1500-15-8), Corps of Engineers Regulation ER 200-2-2 (33 CFR Part 230), and related environmental 

compliance requirements, prepared this Environmental Assessment (EA) for the Dakota Access Pipeline

(DAPL) Project (Project or Proposed Action). Dakota Access is proposing to construct a new crude oil 

pipeline that would provide transportation service from points of origin in the Bakken and Three Forks 

plays in North Dakota through portions of South Dakota and Iowa to a terminus in Patoka, Illinois (Figure 

1). The operator of the Project is DAPL-ETCO Operations Management, LLC.

1.1 DAPL Project Location

The overall proposed DAPL route is an approximate 1,100 mile long crude oil pipeline project beginning 

near Stanley, North Dakota, and ending at Patoka, Illinois. In North Dakota, there are two pipeline 

segments, including the 148-mile Supply Line and the 210 mile Mainline, which total approximately 358 

miles across seven counties (Mountrail, Williams, McKenzie, Dunn, Mercer, Morton, and Emmons). The 

diameter of the pipeline increases incrementally at designated tank terminals from 12 inches to 20, 24, 

and ultimately, 30 inches. The DAPL pipeline is co-locating with existing pipelines and other linear facilities 

to the extent practical.

1.2 Purpose and Need of the Project

The Project purpose is to efficiently and safely transport crude oil from the Bakken and Three Forks 

production region in North Dakota to a crude oil market hub located near Patoka, Illinois. The Dakota 

Access Pipeline is being designed to safely carry 570,000 barrels per day (bpd) or more of crude oil

(approximately 450,000 bpd initially) through the states of North Dakota, South Dakota, Iowa, and Illinois 

and ultimately terminating in Patoka, Illinois. From the Patoka hub, the crude oil would be transported by 

other pipelines to refineries located in the Midwest and the Gulf Coast, where 80% of the U.S. refining 

capabilities exist today to further the country’s goal of energy independence and support the U.S. 

consumer’s energy demand.

1.3 Authority and Scope of the EA

The proposed Project crossings of Corps-owned lands and easements would require real estate actions 

and regulatory permits from the Corps, which are the federal actions associated with this EA. 

To obtain comments on the EA and Project, Dakota Access sent a request for comment letter on behalf of 

the Corps as the non-federal representative for compliance with NEPA, the CEQ Regulations (40 CFR 1500-

15-8), Corps of Engineers Regulation ER 200-2-2 (33 CFR Part 230), and related environmental compliance 

requirements for these crossings. In addition to other requirements, the Lake Oahe and Missouri River

crossing portions of this Project shall comply with the National Historic Preservation Act (Section 106).

Further, tribes, Tribal Historic Preservation Offices, State Historic Preservation Offices, the Advisory 

Council on Historic Preservation, and interested parties were consulted with by Corps Omaha District 
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personnel as required through their Programmatic Agreement with tribes that reside within the Missouri 

River basin.

These crossings require Department of the Army (DA) authorization under Section 404 of the Clean Water 

Act (CWA Section 404) and/or Section 10 of the Rivers and Harbors Act (Section 10). Separate Corps 

authorizations are being sought for Section 404, Section 10, and Section 408 crossings along the route. 

The Corps Regulatory branch is evaluating each separate and distinct crossing of waters of the United 

States as a single and complete project, consistent with the requirements of Nationwide Permit 12 (NWP 

12) for utility lines. A single and complete project includes crossing a single water at a specific location. 

This effect analysis is being completed in accordance with CEQ regulations in Section CFR 1506.5(b), which 

allow an applicant to prepare an EA for a federal action in coordination with the lead federal agency (i.e.,

Corps). The Corps will make a final determination regarding compliance of the activities with NEPA and 

NWP 12 with the completed information contained herein. The Corps independently evaluated and 

verified the information and analysis undertaken in this EA and takes full responsibility for the scope and 

content contained within.
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2.0 ALTERNATIVES

The Project would be Energy Transfer’s (Company’s) first asset in the state. For this reason, the 

manipulation of operating pressures to increase transport capacity in pipelines or altering existing 

infrastructure to increase storage and transport capacity are not viable options to meet the Project’s 

objectives or shippers’ demands. Shipping and routing alternatives were evaluated for the pipeline route 

as a whole, including through the Proposed Action Areas, which are the focus of this evaluation and 

discussed below. 

2.1 Alternatives Considered but Eliminated from Detailed Analysis

2.1.1 Alternative 1 – Trucking Transportation Alternative

Currently, due to a lack of transport capacity in the Williston Basin, approximately 1% of the crude oil is 

moved via truck (Kringstad, 2014). While trucking is instrumental in the gathering and distribution of 

crude on a limited scale, trucking as an alternative for transporting the volume of crude oil the distances 

planned for the Project is not viable. Factors such as road safety, roadway capacity, and a lack of reliability 

due to seasonal constraints, in addition to other logistical issues involving availability of labor force, trailer 

truck capacity, and economics, all contribute to truck transportation not being a realistic alternative. 

A sharp increase in traffic on North Dakota roads as a result of the rapid expansion in the number of 

commercial trucks linked to the oil industry speaks to the issues associated with road safety. In 2012, the 

Federal Motor Carrier Safety Administration reported a traffic fatality rate in North Dakota of 0.48 per 

million vehicle miles traveled, with 48 deaths involving a bus or large truck, far surpassing any other state

(U.S. Department of Transportation [DOT], 2014). In the pre-boom years of 2001 to 2005, there was an 

average of only 13 annual deaths involving commercial trucks. Furthermore, the economic cost of severe 

truck crashes has more than doubled between 2008 and 2012. Much of the increase in the fatality rate 

can be attributed to the energy production boom, along with the fact that the state’s infrastructure still 

consists of single-lane, rural, and unpaved roads in many areas (Bachman, 2014). Harsh winter weather 

and seasonal road restrictions compromise the reliability of truck transportation even further. 

To meet shippers’ demands, Dakota Access plans to transport 450,000 bpd approximately 1,100 miles 

across four states. A pipeline is a safer and more economical alternative than trucking for the volumes 

transported and distances covered by the Project. Assuming the average oil tanker truck is capable of 

holding about 220 barrels of oil, the transportation of 450,000 bpd would require a total of 2,045 

(450,000/220) full trucks to depart the proposed tank terminals daily, and more than 85 (2,045/24) trucks 

would have to be filled every hour with a 24-hour/day operation. Time spent in transit, 

loading/offloading, and additional time for maintenance would add to the number of trucks needed to 

offset for the Project. 

Analysis of infrastructure considerations (the burden of thousands of additional trucks on county, state, 

and interstate highways, as well as the loading and offloading facilities that would have to be constructed), 

economic considerations (e.g., labor costs, purchase and maintenance of hauling equipment, fuel, public 

infrastructure, etc.), and reliability considerations (e.g., weather, mechanical, manpower, road closures) 

all contribute to making the truck transportation alternative unviable. 
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2.1.2 Alternative 2 – Rail Transportation Alternative

Reliance on rail as a transportation method in the Williston Basin has drastically increased in recent years, 

carrying a negligible percentage of the overall market share as recently as 2010 to nearly 60% of the 

overall market share by mid-2014 (Nixon, 2014). The rise in the use of rail as a primary transportation 

method has been driven in large part by the rapid increase in production of crude oil coupled with a lack 

of pipeline capacity to account for additional supplies. 

Negative impacts from the growth in popularity of rail as a method of long-distance transportation of 

crude oil include delays that disrupt the agricultural sector, reductions in coal-fired power plant 

inventories, and significant production issues in the food production industry. In August 2014, reports 

filed with the federal government indicated that the Burlington Northern Santa Fe Railway had a backlog 

of 1,336 rail cars waiting to ship grain and other products, while Canadian Pacific Railway had a backlog 

of nearly 1,000 cars (Nixon, 2014). For industries, such as those listed, in which the use of pipelines is not 

an option, the only viable alternative would be increased reliance on trucking, which would exacerbate

some of the issues listed in the section above. 

Assuming a carrying capacity of 600 barrels per car, a total of 750 rail cars would be required to depart 

the tank terminal daily to transport 450,000 barrels of crude oil to its final destination. Loading and 

offloading 750 rail cars in a day would require servicing more than 31 rail cars per hour. With an 

assumption of 125 rail cars per train, six trains would have to depart the tank terminal every day. With 

10 to 12 trains currently leaving the state per day carrying Bakken crude, the DAPL Project would represent 

a 50 to 60% increase in the number of trains transporting crude oil out of the state, likely exacerbating 

issues with delays (Horwath and Owings, 2014).

Rail operations on the scale of the DAPL Project do not exist in the U.S. An oil-by-rail facility designed to 

handle an average of 360,000 bpd has been proposed in the Port of Vancouver, Washington. Known as 

the Vancouver Energy proposal, the project would be the largest rail terminal in the country (Florip, 2014). 

A rail transportation alternative to handle the volumes of the DAPL Project would require the design and 

construction of 125 to 158% of that of the Vancouver Energy proposal. 

From a safety standpoint, railroad transport consistently reports a substantially higher number of 

transportation accidents than pipelines (DOT, 2005). A series of major accidents taking place in 2013 to 

2014 in Canada and the U.S. has heightened concern about the risks involved in shipping crude by rail

(Fritelli, 2014). 

While rail tanker cars are a vital part of the short-haul distribution network for crude oil, pipelines are a 

more reliable, safer, and more economical alternative for the large volumes transported and long 

distances covered by the DAPL Project. As such, rail transportation is not considered a viable alternative. 

2.1.3 Alternative 3 – Route Alternatives

Major route alternatives were evaluated for the pipeline route as a whole. During the Project fatal flaw 

analysis and early routing process, Dakota Access utilized a sophisticated and proprietary Geographic 

Information System (GIS)-based routing program to determine the pipeline route based on multiple 

publicly available and purchased datasets. Datasets utilized during the Project routing analysis included 
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engineering (e.g., existing pipelines, railroads, karst, powerlines, etc.), environmental (e.g., critical habitat, 

fault lines, state parks, national forests, brownfields, national registry of historic places, etc.), and land 

(e.g., fee owned federal lands, federal easements, dams, airports, cemeteries, schools, mining, and 

military installations, etc.).

Each of these datasets were weighted based on the risk (e.g., low, moderate, or high based on a scale of 

1,000) associated with crossing or following certain features. In general, the route for the pipeline would 

follow features identified as low risk, avoid or minimize crossing features identified as moderate risk, and 

exclude features identified as high risk. For example, the existing pipelines dataset was weighted as a low 

risk feature, so that the routing tool followed existing pipelines to the extent possible to minimize 

potential impacts. An example of a high risk feature is the national park dataset. Since national parks 

were weighted for this Project as high risk, the GIS routing program excluded any national parks from the 

pipeline route to avoid impacts on these federal lands. 

Early in the routing phase of the Dakota Access Project described above, the centerline originated in 

Stanley, North Dakota within Mountrail County where it connected to customer receipt points and headed 

southwest through Williams County and crossed the Missouri River approximately 8.5 miles east of the 

Yellowstone River and Missouri River confluence (Figure 12). The centerline then headed southeast across 

the state and crossed Lake Oahe approximately 10 miles north of Bismarck (Figure 13) and entered South 

Dakota approximately 35 miles east of Lake Oahe in McIntosh County.

After review of the route alternative using publically available datasets, concerns with some of the areas 

crossed by the route immediately removed this route alternative as a feasible option. The route 

alternative was in proximity to and/or crossing multiple conservation easements, habitat management 

areas, National Wildlife Refuges, state trust lands, waterfowl production areas, and private tribal lands. 

Since the route alternative crossed north of Bismarck, wellhead sourcewater protection areas were 

prevalent due to the proximity of the city. The route alternative also crossed an area of the state that is 

characterized by a more wet landscape when compared to some of the other regions of the state.

In addition to concerns over the environmentally sensitive areas described above, the route alternative 

included approximately nine additional miles of pipeline to cross north of Bismarck. It was also estimated 

that an additional 10 to 15 miles of pipe would be needed to avoid the wellhead sourcewater areas near 

Bismarck and other exclusion areas identified in the GIS routing program, as previously referenced. The 

additional nine miles of pipeline to cross north of Bismarck would add an exceedance of approximately 

145 acres of workspace to get to the customer receipt points. This increase in pipeline distance to avoid 

the Corps fee-owned properties at Lake Oahe would significantly increase not only the cost of the Project, 

but also the area of disturbance and potential environmental impacts.

While the route alternative would avoid crossing Corps fee-owned properties at Lake Oahe, the 

abundance of easement and tribal properties, potential environmental impacts, and significant cost 

increase result in the route alternative not being a viable option for Dakota Access to meet the purpose 

and need of the Project. 

Crossing the Missouri River at a location that does not contain flowage easements would move the 

centerline west of the flowage easements in Williams County. This was not considered, given that this 

would require approximately eight additional miles of pipe, an exceedance of an additional 130 acres of 
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workspace, and another major river crossing (Yellowstone River) in addition to the Missouri River. 

Furthermore, state and federal properties are located along the river west of the confluence of Missouri 

and Yellowstone Rivers.

2.1.4 Alternative 4 – Major Waterbody Crossing Alternatives

Once an optimal route was selected based on the evaluation of impacts discussed in Section 2.1.3, Dakota 

Access then identified the preferred major waterbody crossing construction method that would meet the 

purpose and need while minimizing impacts to resources. Pipeline construction methods utilized at 

waterbody crossings are highly dependent on the characteristics of the waterbody encountered. A variety 

of waterbody crossing techniques were considered during the Project planning stages for the crossings of 

major waterbodies, including Dam and Pump, Flume, Open-Cut, and Horizontal Directional Drill (HDD). 

Three possible waterbody crossing methods involving the excavation of a trench on the bottom of the 

waterbody are typically employed on pipeline construction projects. Two different techniques, including 

dam and pump and flume crossing methods, are typically used on waterbody crossings well under 100

feet in width and require a temporary diversion of flow within the waterbody. Because of the large 

volume of water within the Missouri River system, it is not feasible to temporarily divert the water either 

by pump or flume, and these methods were ruled out of consideration for the crossing of the Missouri 

River and Lake Oahe. 

Aside from trenchless or HDD crossing techniques, the only feasible crossing method from a 

constructability standpoint for the major waterbodies associated with the Proposed Action is the wet 

open-cut crossing method, in which flow would be maintained throughout installation of the pipeline. 

This method of construction would require the construction right-of-way (ROW) to extend right up to the 

waterbody itself, allowing equipment to operate from the banks of the waterbody to excavate a trench. 

The sensitive habitat adjacent to the banks of the waterbodies would be cleared of vegetation and graded 

to create a safe and level workspace that could accommodate excavation equipment and spoil storage for 

the duration of the open-cut installation (approximately 6 months). Since the widths of the Missouri River 

and Lake Oahe at the crossing locations is such that operating trenching equipment entirely from the 

banks would not be possible, trench excavation in the waterbodies would require equipment operating 

from barges. Furthermore, the depth of the waterbodies crossed (15 to 25 feet) exceeds the reach of a 

backhoe, and the use of mechanical dragline dredgers would be necessary. Spoil dredged from the 

bottom of the waterbody would be stored on a spoil barge or otherwise temporarily stockpiled in the 

waterbody itself. This method of excavation would greatly influence the overall sediment load generated 

in the waterbody for the duration of the installation. The generation of a downstream turbidity plume 

would have a direct effect on the aquatic habitat of the waterbody. In addition, the operation of 

equipment within and on the banks of the waterbody has the potential for adverse effects on surface 

water quality (i.e., potential contamination of surface water resources from fuel or leaks from the 

equipment). Compared to trenchless technology, the open-cut method would incur far greater impacts 

on sensitive habitat located on both the banks of the waterbodies and within the waterbodies. Therefore, 

this method of construction was eliminated from consideration. 

The trenchless construction method known as horizontal directional drilling (HDD) was selected as the 

preferred construction method of the Proposed Action, because this method of construction involves far 

less impacts on resources. In addition, the Garrison Project – Lake Sakakawea Oil and Gas Management 
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Plan explicitly states that: Oil and gas pipelines should use directional drilling technology to traverse 

beneath sensitive habitat areas. Further information regarding the HDD construction method is provided 

in Section 2.3.2.6 below.

2.2 No Action Alternative

Under the “no action” alternative, Dakota Access would not construct the proposed Project. The “no 

action” alternative would not provide the infrastructure necessary to transport light sweet crude oil to 

refining facilities. In northwest North Dakota, exploration and production of oil is a major economic 

activity, with crude oil production being the primary mineral resource of interest. Although the “no 

action” alternative itself would not incur environmental impacts, it would also not address the existing 

demand to transport crude oil to refining facilities. 

It is purely speculative to predict the resulting effects and actions that could be taken by another company 

or Dakota Access’ shippers and any associated direct or indirect environmental impacts in response to the 

“no action” alternative. However, the “no action” alternative has been carried forward in the 

environmental analysis of this EA to provide a comparison between it and the impacts of implementing 

the Preferred Alternative. 

2.3 The Proposed Action (Preferred Alternative)

2.3.1 Location and Detailed Description of the Proposed Action

The DAPL Project originates near Stanley, North Dakota, traversing westerly northwest of Williston then 

turning south, crossing the Missouri River and traverses southeasterly across the state, exiting through 

the central portion of the southern border. Dakota Access proposes to construct the pipeline, ranging in 

size from 12 to 30 inches in diameter, so that the majority of lands crossed would be privately-owned 

lands. The locations for collecting product into the proposed system were largely fixed based on results 

of the open season, which guided the routing of the supply line. Connecting the input locations was largely 

a matter of minimizing length and maximizing the avoidance of sensitive features, developments, public 

lands, and constructability issues (e.g., steep terrain, potholes, excessive bedrock, etc.), as discussed 

above. Based on the location of the collection points, crossing the Missouri River (Lake Sakakawea) was 

unavoidable. The selected crossing location of the Proposed Action avoids federally-owned lands to the 

extent practical, is at a narrow width of the river upstream of the wider Lake Sakakawea, and minimizes 

impacts on sensitive resources (e.g., piping plover critical habitat, eagle nests, etc.). The pipeline is 24 

inches in diameter where it crosses approximately 14,942 feet (2.83 miles) of the Corps flowage 

easements at the Missouri River and is 30 inches in diameter where it crosses approximately 1,109 feet 

(0.21 mile) of the Corps-owned federal lands at Lake Oahe. 

Within North Dakota, the proposed Supply pipeline crosses seven tracts of flowage easement retained by 

the Corps located north of the Missouri River in Williams County (Figure 2). The proposed DAPL Project 

Mainline route travels through land owned and managed by the Corps on both sides of the Lake Oahe 

crossing at the border between Morton and Emmons counties (Figure 3). These lands, and the associated 

Project impact acreages, expressed as construction workspace, are identified in Table 2-1 below.
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Table 2-1

Flowage Easements and Federal Land Crossings

Grant of Easement Document Number County Construction Workspace Within 

Tract (acres)

Flowage Easements

LL3440E Williams 9.4

LL3483E-1 Williams 10.8

LL3453E Williams 10.7

LL3430E Williams 5.0

LL3450E-2 Williams 5.2

LL3431E Williams 14.7

LL3426E-2 Williams 3.4

Total Acres -- 59.2

Federally-Owned Lands

Federal Land Morton 0.4

Federal Land Emmons 0.8

Total Acres -- 1.2

The EA review area includes areas within the Corps flowage easements and federal lands that are 

potentially impacted by construction and/or operation of the Project. The EA review area is hereafter 

referred to as the Project Area(s). Actions that occur outside of the flowage easements and the federal 

lands at the Lake Oahe crossing are considered Connected Actions. Connected Actions are those actions 

that are “closely related” and “should be discussed” in the same NEPA document (40 CFR § 1508.25 (a)(i)). 

Actions are connected if they automatically trigger other actions that may require an EA, cannot or will 

not proceed unless other actions are taken previously or simultaneously or if the actions are 

interdependent parts of a larger action and depend upon the large action for their justification (40 CFR § 

1508.25 (a)(i, ii, iii)). Connected Actions are limited to actions that are currently proposed (ripe for 

decision). Actions that are not yet proposed are not Connected Actions, but may need to be analyzed in 

the cumulative effects analysis if they are reasonably foreseeable. The only Connected Actions associated 

with the Proposed Action are those that relate to the HDD workspace at the Missouri River crossing and 

the HDD workspace, HDD stringing area, and the permanent easement on private lands in the vicinity of 

the Lake Oahe crossing. 

Dakota Access initially proposed an isolation valve to be located within the flowage easements (easement 

LL3453E); however, the Omaha District has assessed the potential for open water and ice jam flooding 

within the vicinity of the Project Area in the “Reconnaissance Report, Missouri River, Buford-Trenton 

Irrigation District, North Dakota” and based on the findings the valve would be located within an area that 

has the potential to be submerged or damaged by ice jam flooding. Therefore, the valve has been 

removed from the Project Area. 

Table 2-2 defines the components of both the Project Area and related Connected Actions.
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Table 2-2

Environmental Assessment Areas of Interest

Action/Activity Federal/

Private Land EA Review Acres

Flowage Easements–-Williams County

Construction ROW within Corps flowage easements Private; Federal 

Easement Project Area 58.0

HDD workspace (exit point) within Corps flowage 

easement

Private; Federal 

Easement Project Area 1.2

Permanent easement over HDD profile within Corps 

flowage easement and placement of temporary 

waterline

Private; Federal 

Easement Project Area 1.2

Flowage Easements Connected Actions – McKenzie County

HDD workspace (entry point) on private land Private Connected 

Action 2.0

Federal Lands and Connected Actions - Morton County

HDD workspace (exit point) on private land Private Connected 

Action 1.2

HDD stringing area on private land Private Connected 

Action 13.1

Permanent easement over HDD profile on private 

land between HDD workspace (exit point) and 

federal lands

Private Connected 

Action 0.8

Permanent easement over HDD profile on federal 

lands Federal Project Area 0.4

Federal Lands and Connected Actions - Emmons County

Permanent easement over HDD profile on federal 

land Federal Project Area 0.8

Permanent easement over HDD profile on private 

land between federal land and HDD workspace (entry 

point)

Private Connected 

Action 0.3

HDD workspace (entry point) on private land Private Connected 

Action 1.2

Lake Oahe

Permanent easement over HDD profile across Lake 

Oahe N/A Project Area 6.3

2.3.1.1 Flowage Easements

The Missouri River HDD is located just upstream of Lake Sakakawea and downstream of the confluence 

of the Yellowstone and Missouri rivers. The proposed crossing of flowage easements near upper Lake 

Sakakawea (flowage easements) is located in Sections 7, 18, 19, and 30, Township 152 North, Range 103

West, in Williams County, North Dakota (Figure 2). The proposed pipeline is routed parallel to an existing 

buried natural gas pipeline and associated valve sites, which cross the Missouri River and flowage 

easements just west of the proposed Dakota Access pipeline. 
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The HDD exit workspace would be located on a flowage easement tract. Access to the Project Area on 

the flowage easements would be via the construction ROW from an existing road (38th Street NW). No 

additional temporary access roads would be required. The Connected Action at the flowage easements 

includes the HDD entry workspace, located on the south side of the Missouri River on private lands in 

McKenzie County. Access to the HDD entry workspace will be via the existing access road located adjacent 

to the HDD entry workspace. No additional temporary access roads would be required.

2.3.1.2 Federal Lands

The proposed crossing of federally-owned tracts at Lake Oahe (federal lands) is located in Section 10, 

Township 134 North, Range 79 West in Morton County, North Dakota, and Section 11, Township 134 

North, Range 79 West in Emmons County, North Dakota (Figure 3). The proposed pipeline is routed to 

parallel existing linear infrastructure (an overhead powerline and a buried natural gas pipeline) in this

area. The HDD entry and exit point workspaces and stringing area would be located on private land 

outside of the federal lands and are considered Connected Actions in this analysis. HDD design reflects a 

crossing length of approximately 7,500 feet, of which approximately 5,420 feet occurs beneath the bed 

of Lake Oahe. 

2.3.2 Description of Construction Techniques and Construction Mitigation Measures

All facilities associated with the Project would be designed, constructed, tested, operated, and maintained 

in accordance with the U.S. DOT regulations in Title 49 CFR Part 195. Dakota Access is currently developing 

Project-specific plans and would implement best management practices (BMPs) to mitigate for potential 

construction-related impacts associated with stormwater runoff. This includes implementation of their 

Stormwater Pollution Prevention Plan (SWPPP; see Appendix A), which includes the Spill Prevention 

Control and Countermeasure Plan (SPCC Plan) as an appendix. Additionally, Dakota Access would

implement their HDD Construction Plan and HDD Contingency Plan (HDD Construction/Contingency Plan; 

see Appendix B) for inadvertent release of drilling mud during HDD construction work at wetland and 

waterbody crossings to protect sensitive resources from such releases. The Project would be constructed 

via a combination of conventional and specialized construction procedures, as described below. 

2.3.2.1 Clearing and Grading

Prior to commencement of ground-disturbing activities, a standard survey and stakeout would be 

conducted to identify ROW and workspace boundaries and to locate existing foreign utility lines within 

the construction ROW. Following completion of the surveys, the construction ROW would be cleared of 

vegetation and debris. Clearing of wetlands is limited to removal of woody debris in the forested wetlands 

above the HDD profile on the north bank of the Missouri River within the flowage easements. Stumps 

would be cut flush with the ground and left in place, as described in Section 3.2.3. Cleared vegetation and 

debris along the ROW would be disposed of in accordance with federal, state, and local regulations either 

by burning, chipping and spreading, or transportation to a commercial disposal facility. Where necessary, 

to contain disturbed soils during clearing and grading in upland areas, and to minimize potential erosion 

and sedimentation of wetlands and waterbodies, temporary erosion control devices (ECDs) would be 

installed prior to initial ground disturbance and maintained throughout construction. Vegetative buffers 

would be left where practical at all waterbody crossings to limit the exposure and impact to these 

features. Final clearing would take place immediately prior to crossing the feature rather than advance.
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2.3.2.2 Trenching

Trenching involves excavation of a ditch for pipeline placement and is accomplished through the use of a 

trenching machine, backhoe, or similar equipment. Trench spoil would be deposited adjacent to each 

trench within the construction work areas, with topsoil segregation utilized where necessary based on 

land use (see the typical ROW configuration drawings in Appendix C). In standard conditions, the trench 

would be excavated to an appropriate depth to allow for a minimum of 36 inches of cover over the pipe. 

Ground disturbance associated with conventional pipeline construction is generally limited to 

approximately 6 to 10 feet below the existing ground surface. Typically the bottom of the trench would

be cut at least 12 inches greater than the width of the pipe. The width at the top of the trench would vary 

to allow the side slopes to adapt to local conditions at the time of construction. 

2.3.2.3 Pipe Stringing, Bending, and Welding

Following preparation of the trench, the new pipe would be strung and distributed along the ROW parallel 

to the trench. Depending on available workspace, some pipe may be fabricated off-site and transported 

to the ROW in differing lengths or configurations. Pipe would be bent by hydraulic bending machines, as 

necessary, to conform the pipe to the trench. Once in place along the ROW, pipe lengths would be aligned, 

bends fabricated, and joints welded together on skids (i.e., temporary supports). Welding would be 

performed in accordance with the American Petroleum Institute Standards, Pipeline and Hazardous 

Materials Safety Administration (PHMSA) pipeline safety regulations, and company welding specifications. 

All welds would be coated for corrosion protection and visually and radiographically inspected to ensure 

there are no defects. Segments of completed pipeline would undergo hydrostatic pressure testing as 

described in Sections 3.2.1.2 and 3.11.

2.3.2.4 Pipeline Installation and Trench Backfilling

Completed sections of pipe would be lifted off the temporary supports by side boom tractors or similar 

equipment and placed into the trench. Prior to lowering-in, the trench would be visually inspected to 

ensure that it is free of rock and other debris that could damage the pipe or the coating. Additionally, the 

pipe and the trench would be inspected to ensure that the configurations are compatible. Tie-in welding 

and pipeline coating would occur within the trench to join the newly lowered-in section with the 

previously installed sections of pipe. Following this activity, the trench would be backfilled with the 

previously excavated material and crowned to approximately 6 inches above its original elevation to 

compensate for subsequent settling.

2.3.2.5 Clean-up and Restoration

Following pipeline installation and backfilling, disturbed areas would be restored and graded to preconstruction contours as closely as practicable. Construction debris and organic refuse unsuitable for 

distribution over the construction ROW would be disposed of at appropriate facilities in accordance with 

applicable regulations. Permanent ECDs would be installed as appropriate, and revegetation measures 

would be applied in accordance with the Environmental Construction Plan (ECP; see Appendix G), SWPPP, 

and requirements of applicable state and federal permits.
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2.3.2.6 Major Waterbody Crossing Method

As previously discussed, the preferred waterbody crossing technique for the Proposed Action is the HDD 

method. The HDD method allows for construction across a feature without the excavation of a trench by 

drilling a hole significantly below conventional pipeline depth and pulling the pipeline through the predrilled hole. As described in subsequent sections of this document and in greater detail in the HDD 

Construction Plan (Appendix B), by utilizing the trenchless technology, Dakota Access would minimize

impacts to resources within and adjacent to the waterbodies crossed and reduce the anticipated duration 

of the crossing. The HDD equipment would be staged well outside of the riparian area, avoiding impacts 

on the steep banks, cultural resources, and sensitive habitat immediately adjacent to the waterbody. 

Depending on the HDD equipment utilized, to help guide the drill bit along the pipeline ROW, electric-grid 

guide wires may be laid along the predetermined HDD route. In thickly vegetated areas, a small path may 

be cut to accommodate laying the electric-grid guide wires. Once the electric-grid guide wires are 

installed, the directional drilling rig would drill a small diameter pilot hole along the prescribed profile. 

Following the completion of the pilot hole, reaming tools would be utilized to enlarge the hole to 

accommodate the pipeline diameter. The reaming tools would be attached to the drill string at the exit 

point and would then be rotated and drawn back to incrementally enlarge the pilot hole. During this 

process, drilling fluid consisting of primarily bentonite clay and water would be continuously pumped into 

the pilot hole to remove cuttings and maintain the integrity of the hole. When the hole has been 

sufficiently enlarged, a prefabricated segment of pipe would be attached behind the reaming tool on the 

exit side of the crossing and pulled back through the drill hole towards the drill rig. 

Fluid pressures can build up within the borehole during HDD operations. In some instances, this can result 

in hydraulic fracturing of the substrate and subsequent migration of drilling fluids either into the waterway 

or to the land surface—this is known as a “frac-out.” The depth of the proposed HDD profiles below the 

beds of the surface waters to be crossed would minimize the potential for frac-outs to occur. Additionally, 

precautions would be taken during all phases of the drilling operation. A high quality drilling fluid would 

be used to maintain and protect the integrity of the borehole during the entire HDD operation until the 

final pipe pull is completed. The HDD Construction Plan (Appendix B) includes more details regarding 

HDD construction technology and methods. The work would be performed by an experienced drilling 

contractor, Michels Directional Crossings, a Division of Michels Corporation, that is knowledgeable in 

effective HDD practices, including maintaining proper drilling rate, drilling fluid composition, pumping rate 

of the drilling fluid, pull-back rate, and pumping rate on the back ream, and adjusting these as appropriate 

for the conditions. 

2.3.2.7 Minor Waterbody Crossing Methods

There are no minor waterbodies crossed by the pipeline on Corps Fee Lands. All minor waterbodies 

encountered on the flowage easements have been identified as falling under the jurisdiction of the 

Buford/Trenton Irrigation District (BTID) and, in compliance with their regulations, would be crossed via 

trenchless pipeline construction methods (bores). Dakota Access is working through the BTID permitting 

and approval process separately. One intermittent waterbody has been identified on the south side of 

the Missouri River crossing, within the connected action area but outside of the flowage easements, and 

within the HDD workspace. Temporary impacts to this waterbody would be mitigated during construction 

with a customized HDD equipment configuration, including the placement of temporary matting/bridging
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over the feature as necessary to maintain natural water flow during construction, and installation of 

appropriate ECDs. Therefore, impacts on surface waters and adjacent sensitive habitat would be 

minimized by eliminating open-cut pipeline installations and in-stream work for all crossed waterbodies. 

2.3.2.8 Wetland Crossings

As discussed in Section 3.2.3 below, the only wetlands that would be crossed by Project activities are 

located within the permanent easement between HDD workspace and the Missouri River on the flowage 

easements. As such, no wetlands would be impacted by construction or operation of the Project facilities 

within the Project Area/Connected Actions of the federal lands, and no trenching within wetlands would 

occur within the Project Area on the flowage easements. A temporary waterline would be laid 

aboveground, across the wetlands located between the HDD workspace and the north bank of the 

Missouri River on flowage easement LL3440E (Figure 6-B). No ground disturbing activity would be

required for installation of the temporary waterline. A more detailed discussion regarding wetlands is 

provided in Section 3.2.3.

2.3.2.9 Operation and Maintenance

Following completion of construction, a 50-foot-wide permanent easement along the entire Project 

alignment that is generally centered on the pipeline (25 feet on either side of the centerline) would be 

retained along the pipeline route. The 50-foot-wide easement would be maintained by the Operator in 

an herbaceous state (cleared of large diameter woody vegetation) to facilitate inspection of the pipeline, 

operational maintenance, and compliance with the federal pipeline safety regulations. This 50-foot-wide 

maintained corridor would be reduced to a 30-foot-wide corridor centered on the proposed pipeline

within the wetland area north of the Missouri River in Corps Flowage Easement LL3440E (Figure 6-B). 

Maintenance of the permanent ROW would entail periodic vegetation clearing measures, in accordance 

with PHMSA regulation for pipeline inspection. This may involve selective tree cutting and periodic 

mowing. The use of herbicides would not occur on Corps Fee Lands without obtaining prior approval from 

the Corps. Vegetation maintenance of the ROW in areas of active cropland is not expected to occur due 

to agricultural practices.
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3.0 THE AFFECTED ENVIRONMENT AND POTENTIAL ENVIRONMENTAL IMPACTS OF THE

PROPOSED ACTION AND NO ACTION ALTERNATIVE

3.1 Geology and Soils

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

impacts on geology and soils would occur. However, if the objectives of the Project are to be met under 

the “no action” alternative, other projects and activities would be required and these projects would 

result in their own impacts on geology and soils, which would likely be similar to or greater than the

proposed Project. Nevertheless, the impacts associated with a future project developed in response to 

the “no action” alternative are unknown, while only minor and temporary impacts, if any, on geological 

resources and soils would occur as a result of the Proposed Action, as described in the sections below.

3.1.1 Geology

3.1.1.1 Affected Environment

The Corps flowage easements to be crossed extend approximately 2.83 miles north of the Missouri River

in Williams County (Figure 2). Conventional open trench construction methods would be used to install 

the pipeline on approximately 13,553 feet of the 14,953 feet of flowage easements. The remaining 1,400 

feet would be installed via HDD for the adjacent Missouri River crossing. The easements and Connected 

Action (and the river) lie within the Missouri River valley and floodplain on top of the Quaternary Oahe 

Formation (Clayton, 1980). The Oahe Formation is comprised of unconsolidated sediments, including clay, 

sand, silt, and gravel, with some dispersed organic material. Geotechnical borings placed on both sides 

of the river, ranging in depth from 75 to 95 feet below ground surface, confirm the presence of 

unconsolidated sand, gravel, and clay to at least these depths. At this location, the Oahe Formation 

unconformably overlies the Paleocene Bullion Creek Formation, which is made up of silt, sand, clay, 

sandstone, and lignite, and is the uppermost part of a thick sequence of early Tertiary and late Mesozoic 

sedimentary formations. Well borehole data from McKenzie County indicates that this sequence occurs 

in excess of 15,000 feet thick in certain locations (Freers, 1970). 

The flowage easements crossed by the Proposed Action and area crossed by the Connected Action occur

within the Great Plains Physiographic Province, which is characterized by a broad expanse of flat land in 

the central portion of the U.S. The easements and the Missouri River Project Area lie within an area where 

physiography is characterized by low-relief alluvial and floodplain deposits and range in elevation from 

1,856 to 1,879 feet above mean sea level (MSL).

The bedrock geology of the Lake Oahe crossing area is characterized by Cretaceous sedimentary 

formations (Clayton, 1980). The Fox Hills Formation (sandstone and shale) overlies the Pierre Formation 

(shale), which has been exposed through erosion along the axis of the Lake Oahe reservoir of the Missouri 

River. The surficial geology is characterized by alluvium within the valley and dune deposits moving in an 

eastward direction. This was corroborated by geotechnical soil borings that were placed on private lands 

on both sides of Lake Oahe that indicate the presence of sands and clays to depths ranging from at least 

150 to 235 feet below ground surface (Appendix D).
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The Lake Oahe crossing area also lies within the Great Plains Physiographic Province. On the west side of 

Lake Oahe, the federal land tracts range in elevation from 1,609 to 1,712 feet above MSL. The HDD exit 

point workspace ranges from 1,699 to 1,711 feet MSL, and the stringing area ranges from 1,671 to 1,766 

feet MSL. On the east side of Lake Oahe, the federal lands range in elevation from 1,613 to 1,664 feet 

MSL, and the HDD entry point workspace ranges from 1,636 to 1,644 feet MSL.

3.1.1.2 Impacts and Mitigation

To protect the terrain of the Project Area and Connected Actions, Dakota Access would, to the extent 

feasible, restore the areas affected by pipeline construction to pre-construction contours and similar 

vegetation (excepting trees within approximately 15 feet of the centerline). Pre-construction and as-built 

surveys would be completed and provided to the Garrison Project.

Construction of the pipeline on the flowage easements and Connected Action at the Missouri River 

crossing would result in minor impacts on topography and geology, and no unique geologic features that 

have received state or federal protection would be impacted within the Corps flowage easements or 

Connected Action. The impacts attributable to the HDD would not be significant. Primary impacts of open 

trench installation within the Corps flowage easements or Connected Action would be limited to 

construction activities and consist of temporary alteration due to grading and trenching operations.

Construction of the pipeline at the Lake Oahe crossing would not result in adverse impacts on topography 

or geology on federal lands of the Project Area. Similarly, construction impacts on topography and 

geology from the Connected Actions would be low to non-existent. No unique geologic features would 

be impacted by any aspect of the HDD installation.

No impacts on topography or geology would occur during operations. 

Based on recently obtained geotechnical analysis, no blasting would be expected to occur in association 

with pipeline installation on the Project Area or Connected Actions, given that the HDD would be 

conducted in unconsolidated or loosely indurated sediments, as described in Section 3.1.1.1. Although 

not anticipated, if blasting is found to be necessary, Dakota Access would follow procedures specified in 

its Blasting Plan (Appendix E).

3.1.2 Mineral Resources

3.1.2.1 Affected Environment

Williams and McKenize counties have numerous mineral resources that include petroleum, lignite, halite, 

sand and gravel, and scoria. Scoria,sediments baked from the in situ combustion of lignite (Carlson, 1985),

is commonly used to surface roads. Although lignite occurs throughout Williams and McKenzie Counties, 

there are no lignite beds in the vicinity of the Corps flowage easement crossings (Murphy, 2006; 2007). A 

review of aerial photographic and USGS 1:24K topographic coverage indicates that there are no sand, 

gravel, or scoria pits within 1.5 miles of the Corps flowage easement crossing areas. 
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Two oil/gas wells are located within the Corps flowage easements (LL3440E), but neither occur within 150 

feet of the proposed HDD workspace. In addition, no oil/gas wells are located within 150 feet of the 

Connected Action at the Missouri River (North Dakota Department of Mineral Resources, 2015).

The primary mineral resources of Morton and Emmons counties are sand and gravel aggregates. The 

older Cretaceous sediments in the vicinity of the Lake Oahe crossing (i.e., scoria) do not contain 

economical deposits of fossil fuels. Although lignite occurs in Morton County, no lignite beds were 

identified in the vicinity of the Lake Oahe crossing. A review of aerial photographic and USGS 1:24K 

topographic coverage indicates that there are no sand, gravel, or scoria pits within 1.5 miles of the Lake 

Oahe crossing. 

Since Morton and Emmons Counties are located outside the areal extent of the Bakken Formation, there 

is little to no development of oil/gas resources. This is reflected in the fact that no oil/gas wells were 

located within 150 feet of the federal lands or HDD workspace and stringing area. However, the proposed 

pipeline would be co-located with an existing buried natural gas pipeline and an overhead electric 

transmission line across the lake.

3.1.2.2 Impacts and Mitigation

As noted previously, mineral resources, including lignite, halite, sand and gravel, and scoria occur within 

the region around the Corps flowage easements and Connected Action; however, the only commercially 

exploited mineral resources in the direct vicinity of the route are oil and gas, as evidenced by the two

wells found within the Corps flowage easements. These wells would not be impacted by the Proposed 

Action due to proposed conventional construction methods and distance from the wells. No impacts on

any mineral resources are expected as a result of the proposed flowage easement crossings or Connected 

Action. 

The Proposed Action does not cross active mining areas nor any oil or gas wells and facilities in the vicinity 

of Lake Oahe. No impacts to any mineral resources are expected as a result of the proposed Lake Oahe 

crossing. 

Dakota Access, in accordance with North Dakota One Call, would require that the construction contractor, 

prior to initiating any ground disturbance activities, identify all underground utilities to minimize the 

potential for encountering buried utility structures. Accordingly, the Proposed Action is not expected to 

have any impact on mineral resources, because there would be no additional surface disturbance required 

beyond that used for construction. 

3.1.3 Geologic Hazards

3.1.3.1 Affected Environment

Earthquakes and Seismic Hazards

The Project route in North Dakota, including the Proposed Action areas, traverses terrain that overall is 

geologically stable. The potential seismic hazard was assessed by evaluating the USGS 2014 Seismic 

Hazard Map. According to the Seismic Hazard Map, an earthquake that has a 2% chance of being 
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exceeded in a 50-year period would result in peak ground accelerations (PGAs) of 2 to 4 percent gravity 

(g) in the Project Area and Connected Actions (USGS, 2014a). 

Ground movement from an earthquake of this magnitude may cause a light perceived shaking but is not 

expected to cause any structural damage. The low seismic hazard of the Project Area is further 

corroborated by the relatively low number of earthquakes that have historically occurred in North Dakota

(North Dakota GIS Hub Data Portal, 2010). 

Landslides

Landslides refer to the gravity-induced downward and outward movement of slope-forming materials and 

pose the greatest risk to facilities on or near steep slopes or on soil materials that are susceptible to failure 

particularly in response to earthquakes or heavy precipitation. A map developed by the USGS that 

illustrates the regional potential for the occurrence of landslides was used to evaluate the Project Areas

for landslide incidence and susceptibility (Radbruch et al., 1982). 

Portions of the Project Area within the Corps flowage easements are moderately susceptible to landslides. 

This includes 59.2 acres (100%) of construction workspace, of which 17.0 acres lies within the 50-footwide permanent easement, and 0.55 acre occurs within the 30-foot-wide maintained corridor above the 

HDD profile within the Corps flowage easement (which would not have surface disturbance aside from 

selective tree cutting and roots would remain in place). The HDD entry point on the south side of the 

Missouri River outside of the flowage easements is considered the Connected Action. The HDD entry 

workspace is approximately 2.0 acres and is also moderately susceptible to landslides. 

As designed, the Project does not require any surface impacts to the federally owned lands at Lake Oahe, 

although , 0.4 acre of the permanent easement through the federal property on the west side of the Lake

Oahe (Morton County) is classified as having a high incidence of landslides. Slopes greater than 25% in 

the Project Area within federal lands are not found on the east side of Lake Oahe (Emmons County) and 

comprise less than 0.02 acre on the west side. Activities related to the HDD crossing outside of the federal 

lands at the Lake Oahe crossing are considered Connected Actions. On the west side of Lake Oahe, 1.2 

acres of the HDD workspace (exit point) and 13.1 acres of the pipe stringing area are designated as having 

a high incidence for landslides. Additionally, the stringing area encompasses approximately 1.8 acres of 

land that is classified as highly susceptible to landslides. Approximately 0.9 acre within the stringing area 

has slopes exceeding 25%. Approximately 1.2 acres of the HDD entry point workspace on the east side of 

Lake Oahe is designated as having a high incidence of landslides, but there are no slopes within either the 

east or west HDD workspace that exceed 25%.

Karst and Subsidence

Geologic terrane beneath the flowage easements as well as the Connected Actions has potential for karst 

development owing to the presence of evaporite deposits, consisting of gypsum, salt, anhydrite, and/or 

potash (Weary and Doctor, 2014). These deposits range in age from Devonian to Jurassic and occur at 

depths ranging from 900 to 3,700 meters (3,000 to 12,000 feet). Fresh water must be present for the 

necessary dissolution to occur for karst development. However, since fresh water is not likely to be found 

at these depths, dissolution and karst development are not likely to occur (Ackerman, 1980). Even if karst 
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conditions were to develop, any physiographic expression at the ground surface would be negligible given 

the great depth of these formations.

Geologic terrane beneath the federal lands crossings as well as the HDD workspaces at Lake Oahe area 

may have potential for karst development due to deposits of gypsum and other evaporates (Weary and 

Doctor, 2014). However, a review of topographic and aerial photographic coverages as well as

geotechnical testing gave no indication of karst feature development, and no documentation was found 

to indicate that karst features have actually developed in this area. Furthermore, an existing buried 

pipeline and overhead electric transmission line also cross in this location, and no information was found 

indicating those utilities have been impacted by karst.

Land subsidence may be caused by mining, underlying karst features, and extraction of fluids, such as oil 

or groundwater. No surface subsidence effects are expected to be incurred in the Project Area since no 

mines, oil/gas wells, water wells, or karst development have been identified in the Project vicinity. 

Moreover, despite the fact that oil and gas production has occurred for decades in the Williston Basin, no 

surface subsidence effects have been documented in that area and, therefore, are not expected to impact 

the Project Areas within or near the margin of the Williston Basin.

3.1.3.2 Impacts and Mitigation

Although landslides can represent a significant geologic hazard during construction and operation of the 

pipeline, the pipeline would be installed via the HDD to significantly reduce ground disturbing activities in 

areas with steep slopes (greater than 25%), effectively mitigating the risk. 

As previously discussed, no ground disturbing activities would occur within the Project Area on the federal 

lands. Ground disturbing activities associated with the HDD workspace and pipe stringing area would be 

required as part of the Connected Action; however, these activities would consist of clearing and grading 

only and would occur, at the closest distance, 1,040 feet from the bank of Lake Oahe. As such, no 

trenching or excavation activities would occur within the Project Area or Connected Action of the federal 

lands, thereby reducing the potential for erosion and off-site sedimentation which could otherwise occur 

as a result of side-slope trench excavation methods and accumulation of water within the trench. 

To further mitigation impacts during construction, Dakota Access would utilize erosion and sediment 

control devices in accordance with the ECP and SWPPP, and in compliance with the National Pollutant 

Discharge Elimination System (NPDES) program, during construction in these areas with slopes greater 

than 25%. Dakota Access would install sediment barriers (e.g., silt fence) at the base of slopes and along 

the sides of slopes, as necessary, to prevent potential siltation downslope of the construction area from 

entering waterbodies. 

Temporary erosion control devices (ECDs) would be maintained until the areas disturbed by construction 

have been successfully revegetated or are replaced with permanent ECDs. Following the completion of 

construction activities, disturbed areas would be restored and graded to pre-construction contours as 

closely as practical. In order to minimize the potential for future slip or landslide events during operation 

of the Project facilities, Dakota Access may install permanent ECDs in addition to performing regular 

restoration and revegetation activities. Permanent ECDs would be installed in accordance with 

revegetation measures outlined in the ECP, SWPPP, and specific landowner requests. The effectiveness of 
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revegetation and permanent ECDs would be monitored by Dakota Access’ operating personnel during the 

long-term operation and maintenance of the Project facilities. Therefore, construction and operation of 

the Project facilities on the Project Area and Connected Action of the federal lands would not be expected

to increase the potential for significant landslide or slip events or result in adverse impacts on aquatic life 

resources within Lake Oahe.

Dakota Access has completed a geotechnical analysis of the flowage easement and federal land crossing 

sites to facilitate engineering and design, including selection of appropriate materials and construction 

methods to limit any environmental impacts attributable to landslides. Results of the geotechnical 

analysis are included in Appendix D.

The strength and ductility of a properly designed pipeline would allow it to span a considerable distance 

without compromising its integrity in the event of a landslide or other ground movement, such as 

subsidence. Arc-welded steel pipelines are the most resistant type of piping, vulnerable only to very large 

and abrupt ground displacement (e.g., earthquakes, severe landslides) and are generally highly resistant 

to moderate amounts of permanent deformation. This strength and ductility effectively mitigates the 

effects of fault movement, landslides, and subsidence. Therefore, by implementing the mitigation 

measures presented here, impacts on the pipeline from geologic hazards are expected to be minimal.

No impacts associated with seismic activity within the Project Area are anticipated. Due to the limited 

potential for large, seismically induced ground movements, there is minimal risk of earthquake-related 

impacts on the pipeline. Therefore, no mitigation beyond designing the proposed pipeline to currently 

accepted industry specifications is necessary.

3.1.4 Paleontology

3.1.4.1 Affected Environment

The surficial geology at the Missouri River crossing is dominated by Quaternary glacial drift materials 

within the floodplain overlying the Bullion Creek and Sentinel Butte Formations. These bedrock 

formations have been known to contain wide variety of fossils, including fossilized wood and tree stumps, 

mollusks, leaves, and insects (Hoganson and Campbell, 2002). Additionally, vertebrate fossils have been 

found, including turtles, crocodile-like champosaurs, and bear-like titanoides. 

The surficial geology at the Lake Oahe crossing is also characterized by Quaternary glacial drift materials; 

however, it is underlain by the Fox Hills and Pierre Formations. These formations could contain diverse 

fossils, including marine reptiles (e.g., mosasaurs, plesiosaurs, sea turtles), fish (e.g., sharks and rays), 

birds, and invertebrates (Hoganson, 2006). 

While there is potential for the bedrock formations underlying the Missouri River and Lake Oahe crossings 

to contain fossils, all activities, including HDDs, would only penetrate the surficial geology that is 

dominated by unconsolidated sediments, as evidenced in the geotechnical report provided in Appendix D.

The potential for encountering fossils in these unconsolidated sediments at the Missouri River and Lake 

Oahe crossings is low, as fossils are primarily found in sedimentary rock.
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3.1.4.2 Impacts and Mitigation

Activities associated with pipeline construction that have the potential to impact paleontological 

resources are clearing, grading, and trenching, as well as site preparation for HDD operations. The 

paleontological resources of concern pertaining to construction of the Project are vertebrate fossils that 

may be present in the Paleocene bedrock sediments, and to a lesser degree, in Quaternary alluvium since 

this type of deposit only rarely contains vertebrate fossils.

In the event paleontological resources are discovered during construction, Dakota Access would

implement measures outlined in its Unanticipated Discoveries Plan Cultural Resources, Human Remains, 

Paleontological Resources and Contaminated Media (UDP) (Appendix F) to avoid further impacts on these 

resources. 

Invertebrate fossils are considered to be insignificant, and mitigative measures would not be required, 

should they be encountered. However, if any vertebrate fossils are found during pipeline construction, 

Dakota Access would immediately cease construction activities and notify appropriate agency personnel, 

including the North Dakota state paleontologist as well as the Corps archaeologist. The appropriate 

authorities would determine the significance of the find and prescribe the mitigation procedures to be 

completed prior to resuming pipeline construction.

Operation of the pipeline would not disturb paleontological resources. 

3.1.5 Soils

3.1.5.1 Affected Environment

Dakota Access identified and assessed soil characteristics in the Project Area and Connected Actions using 

the Soil Survey Geographic Database, which is a digital version of the original county soil surveys 

developed by the NRCS for use with GIS (NRCS, 2015). The areas are located within the Rolling Soft Shale 

Plain of North Dakota, South Dakota, and Montana. The dominant soil orders in the Rolling Soft Shale 

Plain are Mollisols and Entisols, which are shallow to very deep, generally somewhat excessively drained 

and loamy or clayey (NRCS, 2006).

The flowage easements and Connected Action are within Zone A of the Missouri River floodplain. Soils 

within the Project Area are formed out of alluvium deposited by the river over time. Slopes throughout 

this Project Area are very flat, ranging from 0-2%. Approximately 94% of the flowage easement Project 

Area and Connected Action would be located within either Scorio silty clay or Lohler silty clay (Table 3-1, 

Figure 4). The Scorio and Lohler silty clay soils are moderately well drained and formed in clayey alluvium. 

In the case of the Scorio silty clay, the clay alluvium is deposited over a loam alluvium. The Scorio and 

Lohler soils are identified as Hydrologic Soil Group C, which have slow infiltration rates when thoroughly 

wet and a slow rate of water transmission. The average depth to the water table across the majority of 

this Project Area is 4.25 feet. The soils within the flowage easements experience occasional flooding but 

are not generally ponded. Soil boring data is provided in (Appendix D).
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Table 3-1

Soil Types Mapped on the Flowage Easements Project Area and Connected Action

Soil 

Map 

Unit

Soil Map Unit Name

Project 

Area

(acres) 1

Farmland

Rating

Hydrologic 

Group 2

(infiltration)

Hydric 

Rating 3

Wind 

Erodibility 

Group 4

E4039A Mckeen loam, 0-1% slopes, 

frequently flooded 0.1 None B/D 96% 4L

E4051A

Trembles fine sandy loam, slightly 

wet, 0-1% slopes, occasionally 

flooded

0.5

Farmland 

of 

Statewide 

Importance

A 0% 3

E4103A Lohler silty clay, saline, 0-1% 

slopes, occasionally flooded 0.9 None C 0% 4

E4106A Lohler silty clay, slightly wet, 0-2% 

slopes, occasionally flooded 27.8

Farmland 

of 

Statewide 

Importance

C 5% 4

E4159A Scorio silty clay, slightly wet, 0-2% 

slopes, occasionally flooded 29.9

Farmland 

of 

Statewide 

Importance

C 0% 4

E2725F Arikara-Shambo-Cabba loams, 9-

70% slopes 2.0 None B 0% 6

EW Water 0.3 None N/A N/A N/A

Total 61.5 --

1 The Project Area includes the construction workspace (58.0 acres) and 30-foot maintenance easement (1.0 

acre) located on the flowage easements as well as the Connected Action workspace (2.0 acres).

2 Hydrologic Soil Groups are used to estimate runoff from precipitation: A = high infiltration rate, low runoff 

potential; B = moderate infiltration rate; C = slow infiltration rate; D = very slow infiltration rate, high runoff 

potential.

3 Hydric Rating: Hydric (100%), Hydric (66-99%), Hydric (33-65%), Hydric (1-32%), Not Hydric (0%).

4 Wind erodibility group in cultivated areas: Group 1 are the most susceptible to wind erosion, and those assigned 

to group 8 are the least susceptible. 4L indicates calcareous soils.

The predominant soil type at the federal lands at Lake Oahe is the Flasher-Vebar-Parshall complex. This 

complex would comprise 7.5 acres (34%) of the Project Area and Connected Action (Table 3-2, Figure 5). 

The Flasher-Vebar-Parshall complex contains 36% Flasher or similar soils, 22% Vebar or similar soils, 15% 

Parshall or similar soils, and 27% minor components. The Flasher-Vebar-Parshall complex is formed from 

sandy residuum weathered from sandstone and is steep within the Project Area and Connected Action, 

with slopes ranging from 9 to 35% (NRCS, 2015). The Flasher-Vebar-Parshall complex is Hydrologic Soil 

Group D, which has very slow infiltration (high runoff potential) when thoroughly wet. The depth to the 

water table is greater than 6.5 feet. A majority of the soils within the Project Area and Connected Action

are neither frequently flooded nor frequently ponded.
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Table 3-2

Soil Types Mapped on the Federal Lands Project Area and Connected Action

Soil Map 

Unit Soil Map Unit Name Project Area(acres) 1

Farmland

Rating

Hydrologic 

Group 2

(infiltration)

Hydric 

Rating 3

Wind 

Erodibility 

Group 4

E0623B Grail-Belfield clay loams, 2-

6% slopes 2.9

Farmland of 

Statewide 

Importance

C 0% 6

E0701F Dogtooth-Janesburg-Cabba 

complex, 6-35% slopes 0.8 None D 3% 6

E1423F Flasher-Vebar-Parshall 

complex, 9-35% slopes 5.8 None D 0% 2

E1823A Parshall fine sandy loam, 0-

2% slopes 0.7

Farmland of 

Statewide 

Importance

A 0% 3

E2601C Amor-Cabba loams, 6-9% 

slopes 0.3 None C 0% 6

E2803B Amor-Shambo loams, 3-6% 

slopes 2.0

Farmland of 

Statewide 

Importance

C 0% 6

E3802B Linton-Mandan silt loams, 2-

6% slopes 2.6

Farmland of 

Statewide 

Importance

B 0% 5

E3813A Grassna silt loam, loess, 1-

2% slopes 1.7

Prime 

Farmland B 2% 6

E3813B Grassna silt loam, loess, 2-

6% slopes 0.5

Prime 

Farmland B 2% 6

E4139A

Korchea-Fluvaquents 

complex, channeled, 0-2% 

slopes, frequently flooded

0.4 None B 43% 4L

EW

/E49999 Water 6.4 None N/A N/A N/A

Total 24.1 --

1 The Project Area includes Connected Action areas.

2 Hydrologic Soil Groups are used to estimate runoff from precipitation: A = high infiltration rate, low runoff 

potential; B = moderate infiltration rate; C = slow infiltration rate; D = very slow infiltration rate, high runoff 

potential.

3 Hydric Rating: Hydric (100%), Hydric (66-99%), Hydric (33-65%), Hydric (1-32%), Not Hydric (0%).

4 Wind erodibility group in cultivated areas: Group 1 are the most susceptible to wind erosion, and those assigned 

to group 8 are the least susceptible. 4L indicates calcareous soils.

Prime Farmland

Prime farmland has the best combination of physical and chemical characteristics for producing food, 

feed, forage, fiber, and oilseed crops and is available for these uses. Other soils that do not meet the 

criteria for prime farmland may be considered farmland of statewide importance. These soils may

produce high yields of crops when managed appropriately (NRCS, 2013). Climate is the primary limiting 
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factor preventing farmland of statewide importance in North Dakota from being considered prime 

farmland; therefore, specific management techniques or other soil amendments cannot elevate farmland 

of statewide importance to a prime farmland designation (Sieler, 2015). 

Within the flowage easements and Connected Action, 95% of soils are considered farmland of statewide 

importance, and none of the soils are considered prime farmland. Approximately 9.5% of the soils on the 

federal lands, consisting only of Grassna silt loams, are considered prime farmland. Additionally, LintonMandan silt loam and Armo-Sambo loam, which comprise 25% of the soils on federal lands are designated 

as farmland of statewide importance. The remaining soils do not have a farmland designation.

3.1.5.2 Impacts and Mitigation

Pipeline construction activities such as clearing, grading, trench excavation, and backfilling, as well as the 

movement of construction equipment along the ROW may result in impacts on soil resources. Clearing 

removes protective cover and exposes soil to the effects of wind and precipitation, which may increase 

the potential for soil erosion and movement of sediments into sensitive environmental areas. Grading and 

equipment traffic may compact soil, reducing porosity and percolation rates, which could result in 

increased runoff potential and decreased soil productivity. Trench excavation and backfilling could lead 

to a mixing of topsoil and subsoil and may introduce rocks to the soil surface from deeper soil horizons.

Dakota Access would minimize or avoid these impacts on soils by implementing the mitigation measures 

described in the DAPL Project’s SPCC, SWPPP, and ECP as well as requirements of applicable state and

federal permits. These documents would be included as contract documents and enforced as such 

throughout the DAPL Project. As a result, impacts on soils as a result of the Project are expected to be 

insignificant.

Temporary erosion and sedimentation control measures may include installation of silt fence, straw bales, 

slope breakers, trench breakers, erosion control fabric, and mulch.

To minimize potential impacts on soil productivity, topsoil would be separated during trench excavation 

in agricultural land, and if applicable, other areas where soil productivity is an important consideration. 

Unless otherwise requested by the landowner, topsoil in cropland would be removed to a maximum depth 

of 12 inches from the trench and spoil storage area and stored separately from the trench spoil. After the 

trench is backfilled, topsoil would be returned to its approximate original location in the soil horizon.

Compaction of agricultural soils would be minimized by restricting construction activities during periods 

of prolonged rainfall. Where unacceptable levels of compaction occur in agricultural lands, a chisel plow 

or other deep tillage equipment would be utilized to loosen the soil.

Dakota Access would retain environmental inspectors (EIs) to monitor the contractor’s compliance with 

applicable requirements to protect soil resources during construction of the DAPL Project. The Garrison 

Project would be notified if the EIs document non-compliant activities by the contractor(s) on the Project 

Area or Connected Action Areas.
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Soils would be temporarily disturbed within HDD workspaces during construction at the Missouri River 

and Lake Oahe crossings. Primary impacts attributable through open trench installation within the Corps 

flowage easements and Connected Action would be limited to construction activities and consist of 

temporary alteration of the construction ROW due to grading and trenching operations. Tables 3-3 and 

3-4 present the soil types that would be impacted by construction and maintenance activities. By 

implementing BMPs and recognized construction methods identified in the Project ECP (Appendix G),

impacts to soils should be limited. 

Additionally, temporary workspace used for staging HDD operations would impact soils, particularly in 

association with the HDD entry excavation pit (approximately 5 feet to 15 feet across). The pits would

contain the drilling fluid that would be circulated through the borehole during drilling operations and the 

cuttings that are removed from the borehole. All drilling mud and cuttings would be disposed at an 

approved location on non-federal lands, which may include land farming on private property or disposal 

at a licensed disposal facility. Drilling fluid pits at the HDD entry and exit workspaces would be backfilled 

and the area returned as closely as practical to pre-construction conditions. Dakota Access would 

implement the erosion control measures described in the SWPPP (Appendix A). The HDD workspace sites

would be cleared, graded and matted as needed to avoid rutting and minimize compaction.

There would be no soil disturbance outside of the construction workspace. Permanent impacts on soils 

would be avoided through the implementation of BMPs during construction, restoration, and postconstruction revegetation management. A more complete description of BMPs and recognized 

construction methods can be found in the ECP (Appendix G).

There would be no conversion of prime farmland soils to non-agricultural use.

Table 3-3

Soil Impacts on the Flowage Easements Project Area and Connected Action

Soil 

Map 

Unit

Map Unit Name

Project Area 

Temporary 

Impacts

(acres)

Connected 

Action 

Temporary 

Impacts 

(acres)

Permanent 

Impacts

(acres)

E4039A McKeen loam, 0-1% slopes, frequently flooded 0.1 0 0

E4051A Trembles fine sandy loam, slightly wet, 0-1% slopes, 

occasionally flooded 0.5 0 0

E4103A Lohler silty clay, saline, 0-1% slopes, occasionally 

flooded 0.9 0 0

E4106A Lohler silty clay, slightly wet, 0-2% slopes, 

occasionally flooded 27.8 0 0

E4159A Scorio silty clay, slightly wet, 0-2% slopes, 

occasionally flooded 29.9 0 0

E2725F Arikara-Shambo-Cabba loams, 9-70% slopes 0 2.0 0

Total 59.3 2.0 0
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Table 3-4

Soil Impacts on the Federal Lands Project Area and Connected Action

Soil Map 

Unit Map Unit Name

Project Area 

Temporary 

Impacts 

(acres)

Connected Action 

Temporary 

Impacts (acres)

Total

Impact 

Acres1

E0623B Grail-Belfield clay loams, 2-6% slopes 0 2.9 2.9

E0701F Dogtooth-Janesburg-Cabba complex, 6-35% 

slopes 0 0.8 0.8

E1423F Flasher-Vebar-Parshall complex, 9-35% slopes 0.4 5.4 5.8

E1823A Parshall fine sandy loam, 0-2% slopes 0 0.7 0.7

E2601C Amor-Cabba loams, 6-9% slopes 0 0.3 0.3

E2803B Amor-Shambo loams, 3-6% slopes 0 2.0 2.0

E3802B Linton-Mandan silt loams, 2-6% slopes 0 2.6 2.6

E3813A Grassna silt loam, loess, 1-2% slopes 0.7 1.0 1.7

E3813B Grassna silt loam, loess, 2-6% slopes 0 0.5 0.5

E4139A Korchea-Fluvaquents complex, channeled, 0-

2% slopes, frequently flooded 0 0.4 0.4

EW Water 0.1 0 0.1

Total 1.2 16.6 17.8

1 All soil impacts on Federal Lands and Connected Action at Lake Oahe are considered to be temporary. 

3.2 Water Resources

Under the “no action” alternative, Dakota Access would not construct the proposed Project, and no 

impacts on water resources would occur. However, if the objectives of the Project are to be met under 

the “no action” alternative, other projects and activities would be required and these projects would 

result in their own impacts on water resources, which would likely be similar to or greater than the 

proposed Project. Nevertheless, the impacts associated with a future project developed in response to 

the “no action” alternative are unknown, while only temporary and minor impacts or insignificant 

permanent impacts on water resources would occur as a result of the Proposed Action, as described in 

the sections below.

3.2.1 Surface Waters

3.2.1.1 Affected Environment

The Missouri River is a large perennial river and forms the border between Williams and McKenzie 

counties. The flowage easements are located on the north side of Lake Sakakawea in the Lake Sakakawea 

sub-basin (HUC 11010101) within the Upper Missouri River Basin. All drainage patterns from the flowage 

easements flow east and south towards and into the Missouri River/Lake Sakakawea ending at the 

Garrison Dam. Once released from the dam, water flows south into the Missouri River (NRCS, 2008).

Lake Oahe is a large reservoir formed behind the Oahe Dam on the Missouri River. Lake Oahe forms the 

border between Morton and Emmons counties. The Project Area is located in the Upper Lake Oahe 
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Watershed (HUC 10130102) within the Missouri River Basin and adjoins both sides of Lake Oahe at the 

crossing.

The Oahe Dam/Lake Oahe project is part of the chain of Missouri River main stem lakes authorized in the 

Flood Control Act of 1944. The Oahe Dam is located 6 miles north of Pierre, South Dakota and was placed 

into operation in 1962. The dam and associated reservoir (Lake Oahe) are congressionally authorized to 

provide flood control, hydroelectric power, navigation, irrigation, fish and wildlife enhancement, 

municipal water supply, water quality, and recreational opportunities to the residents of both South 

Dakota and North Dakota. At maximum normal operating pool level (1,617 feet MSL), Lake Oahe extends 

roughly 231 miles from the Oahe Dam in South Dakota to near Bismarck, North Dakota. At this level, the 

lake covers approximately 360,000 acres. At elevation 1,607.5 feet MSL base flood control elevation, the 

lake has over 2,250 miles of shoreline.

Lake Oahe can be divided into three segments based on the character of the lake. The proposed Project 

is located within the northern segment. The northern segment extends north from the North 

Dakota/South Dakota state line to the upstream Oahe Dam/Lake Oahe project boundary near Bismarck,

North Dakota. This segment is more river-like in appearance and is characterized by both submerged and 

emergent snags, sandbars, many shallow areas, and a definite current (USACE, 2010a).

Dakota Access conducted field and desktop delineations of the Project Area/Connected Action on the 

flowage easements and the Project Area/Connected Action of the federal lands. Field surveys took place 

upon permission to access the properties in order to verify desktop delineations and ensure that the most 

accurate, up-to-date data is used for Section 404 of the CWA and/or Section 10 of the RHA permit filings. 

There are four waterbodies (one perennial stream and three ephemeral ditches) within the Project area 

on the flowage easements and one intermittent waterbody within the Connected Action Project area

(Figure 6). The Project Area and Connected Action of the federal lands encompass two waterbodies (one 

lake [Lake Oahe] and one ephemeral stream) (Figure 7). Waterbody ID, type and approximate mileposts 

are summarized in Table 3-5 and Table 3-6. 

3.2.1.2 Impacts and Mitigation

Impacts on Lake Oahe and the Missouri River would be minimized by using HDD construction methods to 

install the proposed pipeline underneath the Missouri River and Lake Oahe. At the Missouri River crossing, 

a 24-inch pipeline would be installed a minimum of 60 feet below the bottom of the Missouri River. At 

Lake Oahe, a 30-inch pipeline would be installed approximately 140 to 210 feet below the ground surface 

of federal lands and approximately 92 feet below the bottom of Lake Oahe (Appendix H). 

The primary impact that could occur as a result of an HDD is an inadvertent release of drilling fluid directly 

or indirectly into the waterbody. Drilling fluid (also referred to as drilling mud) is primarily comprised of 

water. However, bentonite clay is added to the water to enhance lubricating, spoil transport and caking 

properties of the drilling fluid. Bentonite is a naturally occurring, non-toxic, inert substance that meets 

National Science Foundation (NSF)/American National Standards Institute (ANSI) Standard 60 Drinking 

Water Additives Standards and is frequently used for drilling potable water wells. The potential exists for 

drilling fluid to leak through previously unidentified fractures in the material underlying the river bed. 

Potential release sources of the drilling fluid include the drilling fluid entry/exit pit(s) and the directional 

borehole itself, which is maintained under pressure to keep it open. The probability of an inadvertent 
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release is greatest when the drill bit is working near the surface (i.e., near the entry and exit points). To 

alleviate this concern, the HDD Contractor plans to install steel surface casing at both the entry and exit 

locations of the Lake Oahe crossing. Because the HDD entry and exit points would be set back from the 

banks of the Missouri River (approximately 1,400 feet north and 300 feet south) and Lake Oahe 

(approximately 900 feet east and 1,100 feet west) the potential for an inadvertent release to occur in the 

water would be minimized. Additionally, geotechnical investigations conducted by Dakota Access 

indicated that the drill path is not located in materials that suggest a high probability of an inadvertent 

release of drilling fluids that would reach ground surface or enter Lake Oahe. Therefore, the potential for 

inadvertently released drilling fluids to enter any waterbody from below or from the shoreline is low. 

The drilling mud and cuttings would be disposed of in accordance with applicable laws and regulations, 

likely in an existing landfill or by land farming. Final disposition would be negotiated with the facility or 

private landowner prior to disposal. Dakota Access would conduct all HDD work according to the HDD 

Construction Plan (Appendix B), and implement the HDD Contingency Plan (Appendix B) in the event of 

an inadvertent release. The HDD Construction Plan establishes a 24-hour a day monitoring program for 

monitoring and detection of inadvertent releases, including monitoring for loss of drilling fluids. The HDD 

Contingency Plan describes monitoring and mitigation procedures for any inadvertent release of drilling 

mud into the waterbody or areas adjacent to the waterbody and includes procedures to contain and clean 

up inadvertent releases.

Dakota Access plans to hydrostatically test the HDD pipeline segments prior to installation at the Lake 

Oahe and Missouri River crossings. Hydrostatic testing involves filling the new pipeline segments with 

water acquired in accordance with applicable permits, raising the internal pressure level, and holding that 

pressure for a specific period of time per U.S. DOT requirements. 

Dakota Access is requesting permission to withdraw water from the Missouri River that would be required 

for installation of the HDD and hydrostatic testing of the pipeline at the Missouri River crossing. 

Approximately 470,000 gallons of water would be required for activities associated with the installation 

of HDD and the hydrostatic testing of HDD pipeline segment. Dakota Access intends to submit an 

application to the North Dakota State Water Commission, Water Appropriations Department for a 

Temporary Water Permit. The exact number and size of the withdrawal pumps would be determined as 

a result of the limits imposed by the Temporary Water Permit. The withdrawal activity would comply with 

all applicable permit conditions and regulations, including the specifications on permitted intake 

structures outlined in the Corps’ Regional Conditions for North Dakota applicable to Nationwide Permit 

12 (Utility Line Activities) (Corps, 2012). This regional condition requires that the applicant 1) utilize an 

intake screen with a maximum mesh opening of 1⁄4-inch; 2) wire, Johnson-like screens must have a 

maximum distance between wires of 1/8-inch; 3) water velocity at the intake screen shall not exceed 1⁄2-

foot per second; 4) intake structure shall be floating; and 5) at the beginning of pumping, the intake shall 

be placed over water with a minimum depth of 20 feet.

The Acquisition point would coincide with the proposed pipeline crossing of the Missouri River. An 8”x 8” 

Power Associates 2500 Single Stage Pump would be set on a barge or float anchored just offshore at the 

proposed permanent easement. The barge/float would be approximately 12 feet wide by 14 feet long 

and fitted with a secondary containment structure (an Eagle 4Drum Flexible Containment SpillNest-T8103 

or similar). The pump, capable of withdrawing 2,400 gallons per minute withdrawal and 120 feet of head 

pressure, would be placed within the secondary containment on the barge/float. 
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The pump’s flexible intake hose would be 8 inches in diameter and connect the screened intake to the 

pump. The screened intake (approximately the size of a 55 gallon drum) would be suspended by floats 

(approximately the size of a tire) within the water column and would be screened to prevent impingement 

entrainment of foreign objects and aquatic life. A hard 8-inch diameter take-way pipe extending from the 

pump would push the water to the top of bank then to the HDD equipment or pipeline section. This 

temporary waterline would be laid by hand on top of the ground surface within the permanent ROW, and 

thus would not require any ground disturbance or trench excavation. The waterline, barge, pump, and 

associated equipment would be removed following completion of construction activities. A depiction of 

the layout of the barge, pump, and waterline is provided in Figure 6-B. 

Water needed for HDD construction and hydrostatic testing at the Lake Oahe Crossing in Emmons and 

Morton counties, North Dakota would not be obtained from Lake Oahe. Required water would instead 

be obtained from an alternate surface water, groundwater, or commercial source and transported to the 

Project Area via water trucks. Water trucks would not be required to cross Corps Fee Lands. Prior to 

construction, Dakota Access would identify a water source for construction activities at the Lake Oahe 

crossing in accordance with all applicable permits and regulations. 

Water discharges associated with hydrostatic testing on Corps flowage easements would be conducted in 

accordance with applicable permits. Hydrostatic test water discharges would not occur on Corps fee 

property. Dakota Access would conduct trench dewatering and hydrostatic test discharges in a manner 

consistent with the North Dakota Pollutant Discharge Elimination System (NDPDES) General Permit NDG070000. Discharged hydrostatic test water would not contain additives unless written approval is received 

from Dakota Access and applicable permits authorize such additives. EIs would monitor permit 

compliance. Where appropriate, water would be discharged into an energy dissipation and/or filtering 

device, as described in Dakota Access’ SWPPP (Appendix A) to remove sediment and to reduce the erosive 

energy of the discharge.

Of the five waterbodies located within the flowage easements Project Area and Connected Action, one 

ephemeral ditch (d-k8-wi-011) is located within the portion of the Project that would be crossed via the 

Missouri River HDD; therefore, no trenching would occur within this feature. However, a temporary 

waterline would be installed across this feature to transport surface water from the Missouri River to the 

HDD equipment. The temporary waterline would be laid on top of the ground surface, and no grading or 

ground disturbance in the vicinity of the waterbody crossed by the waterline would be required. The hard 

pipe segments would be hand-carried down the slope and assembled by hand. No tracked or wheeled 

equipment would be necessary for construction or removal of the temporary aboveground waterline. 

Four waterbodies would be temporarily impacted by pipeline construction. However, impacts on

waterbodies would be minimized by conducting pipeline construction activities in accordance with 

applicable regulatory requirements and implementing trenchless waterbody construction procedures, as

described in sections 2.3.2.6 and 2.3.2.7 and the ECP. 

No waterbody would be permanently drained or filled as part of the DAPL Project, and effects on 

waterbodies are expected to be short-term and minor. Dakota Access would restore the area as close to 

its previous state and naturally functioning condition as practicable. Additionally, Dakota Access would

take measures to minimize the potential for surface water contamination from an inadvertent spill of fuel 

or hazardous liquids during refueling or maintenance of construction equipment or during operation of 

aboveground facilities. Fuel and all other hazardous materials would be stored in accordance with the 
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requirements of Dakota Access’ SPCC, SWPPP, and ECP. These documents also describe response, 

containment, and cleanup measures.

Table 3-5

Waterbodies within the Flowage Easements Project Area and Connected Action

Milepost

Waterbod

y ID

Waterbod

y Type Flow Type Delineation Source

Class of 

Aquatic 

Resource

Area of Impact

92.7 d-k8-wi013 Ditch Ephemeral Field §404 Construction and 

Permanent ROW

92.77 s-k8-wi002 Stream Perennial Field §404 Construction and 

Permanent ROW

93.23 d-k8-wi007 Ditch Ephemeral Field §404 Construction and 

Permanent ROW

94.64 d-k8-wi011 Ditch Ephemeral Field §404

Permanent ROW over 

HDD Profile (Temporary 

Waterline)

94.9

s-m10-wi001/s-k2-

mk-001

Stream Perennial Field §10 Construction and 

Permanent ROW

95.1

s-k2-mk002 Stream Intermittent Field §404 Construction and 

Permanent ROW

The only surface waterbody identified on the federal lands Project Area is Lake Oahe (s-kc4-em-001/skc4-mo-002), which would be avoided via HDD. The pipe stringing corridor (Connected Action) at Lake 

Oahe crosses two drainageways that are indicated on the National Hydrography Dataset. Field

delineations carried out by Dakota Access identified one ephemeral stream (s-kc-4-mo-004) associated 

with these two drainageways that intersect the pipe stringing corridor of the Connected Action. Impacts 

on the delineated waterbody would be entirely within the pipe stringing ATWS and are expected to be 

avoided by bridging the waterways for equipment and vehicle traffic during pipe stringing, fabrication and 

pullback. No trenching would occur within the pipe stringing ATWS. While limited grading may be 

necessary within the pipe stringing ATWS, no grading would be expected to occur within the waterbody

itself. Vegetation may be mowed/brush-hogged, however, no root masses are anticipated to be removed. 

Revegetation of these areas would be in accordance with the North Dakota tree and shrub regulations 

and would not be impacted during operation of the Project. No trees are expected to be cleared on Corps 

fee-owned lands.

Table 3-6

Waterbodies within the Federal Lands Project Area and Connected Action

Milepost Waterbody 

ID

Waterbody 

Type Flow Type Delineation Source

Class of 

Aquatic 

Resource

Area of Impact

166.3

s-kc4-em001 / s-kc4-

mo-002

Lake (Lake 

Oahe) N/A Field §10 Project Area – Permanent ROW over HDD Profile

166 s-kc4-mo004 Stream Ephemeral Field §404 Connected Action – HDD 

Stringing Area
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EIs would monitor compliance with applicable waterbody protection requirements during construction of 

the facilities. The Project ECP (Appendix G) and SWPPP (Appendix A) describe additional mitigation 

measures and contain illustrations of how sediment control devices are typically installed at waterbody 

crossings. Additionally, Dakota Access would maintain a vegetative buffer until the actual crossing of the 

waterbody takes place. Temporary sediment control measures, such as silt fence installed at each 

crossing, wouldminimize the introduction of sediment into waterbodies during construction and minimize 

the movement of spoil and sediment from surface runoff during and after construction. Permanent 

erosion control measures, such as vegetation and installation of slope breakers, would effectively stabilize 

riparian zones. Dakota Access would stabilize stream banks disturbed during construction using methods 

as directed by applicable state and/or federal permits. Trenching and dewatering activities used in 

construction of the proposed pipeline could temporarily alter surface drainage patterns. However, these 

impacts are expected to be localized and temporary,since the contours and vegetation would be returned

as closely as practical to pre-construction conditions. Dewatering activities would be conducted in 

accordance with applicable permits and Dakota Access’ SWPPP and ECP.

3.2.2 Groundwater

3.2.2.1 Affected Environment

Groundwater occurs within the Project Areas of the Corps flowage easements and federal lands in both 

glacial drift and bedrock aquifers. Although bedrock aquifers tend to have a greater distribution and be 

more continuous than Quaternary aquifers, Quaternary aquifers typically provide higher yields to wells. 

Groundwater in the bedrock aquifers flows towards the Missouri River and Lake Oahe, a regional 

groundwater discharge zone. The water table within phreatic aquifers, which may include both 

Quaternary and bedrock formations, is typically a subdued replica of the surface topography. Although

groundwater flow directions may vary widely particularly within localized flow regimes, overall regional 

flow of groundwater in the phreatic aquifer would be to the Missouri River and Lake Oahe.

The most economically important aquifers in the vicinity of the Corps flowage easements are the 

Cretaceous Dakota Group, the Tertiary Fort Union Group (which includes the Sentinel Butte and 

Bullion/Tongue River Formations), and glacial drift aquifers of the Quaternary Period (Armstrong, 1969). 

The glacial drift aquifers are relatively thin at the Project Area, except where they occur in buried or 

present-day bedrock valleys. In the absence of Quaternary aquifers, members of the Paleocene Fort Union 

Group commonly serve as the shallowest aquifer. Individual aquifer members of the Fort Union Group 

include, in descending order, the Sentinel Butte, Tongue River, Cannonball, and Ludlow Formations (Croft, 

1985). Other bedrock aquifers of economic importance in the flowage easement region are the late 

Cretaceous Hell’s Creek and Fox Hills Aquifer system and the Cretaceous Dakota Group.

Three domestic wells and six observation wells (one of which has been destroyed) are located on the 

flowage easements, but occur outside of the Project workspace. The closest well to the proposed pipeline 

centerline is a domestic well located approximately 430 feet from the centerline. The flowage easements 

or Connected Action do not overlie any source water protection areas.

The most economically important aquifers in Morton and Emmons counties, where the federal lands along 

Lake Oahe are located, include aquifers within the Cretaceous Fox Hills and Hell Creek Formations; the 
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Tertiary Fort Union Group, which includes the Cannonball and Ludlow Formations, Tongue River 

Formation, and Sentinel Butte Formation (northwest part of the county only); and alluvial and glacial drift 

aquifers of the Quaternary Period (Ackerman, 1980; Armstrong, 1978). The Pierre Formation is 

considered the base of the active near-surface aquifers, because it is thick and relatively impervious.

No water wells are located within 150 feet of the federal lands or Connected Actions at the Lake Oahe 

crossing. Additionally, none of the Project Area or Connected Action overlie any source water protection 

areas.

3.2.2.2 Impacts and Mitigation

Ground disturbance associated with conventional pipeline construction is generally limited to 

approximately 6 to 10 feet below the existing ground surface. Where excavation penetrates the water 

table, potential groundwater impacts from pipeline construction are primarily limited to the radius of 

influence around the excavation profile.

Construction activities, such as trenching, dewatering, and backfilling that encounter shallow aquifers 

would cause minor fluctuations in groundwater levels and/or increased turbidity within the aquifer 

adjacent to the activity due to dewatering activities. Dewatering would consist of a single or series of 

submersible pumps that would be lowered into the pipe trench to review excess water to facilitate pipe 

installation. In cases of greater water infiltration, well pointing (a series of dewatering points along the 

outside of the trench connected in series to a pump to enable effective dewatering of the trench) may be 

used. These impacts are temporary (only while the trench is open) and highly localized as the infiltration 

of the dewatered groundwater is in the immediate vicinity of the dewatering activity. 

Construction and dewatering activities are not expected to have a significant effect on regional 

groundwater flow patterns. Shallow aquifers would quickly reestablish equilibrium if disturbed, and 

turbidity levels would rapidly subside. Consequently, the effects of construction would be minor and 

short-term. Impacts on deeper aquifers are not anticipated.

The introduction of contaminants to groundwater due to accidental spills of construction-related 

chemicals, fuels, or hydraulic fluid could have an adverse effect on groundwater quality. Spill-related 

impacts from construction activities are typically associated with improper fuel storage, equipment 

refueling, and equipment maintenance. Dakota Access’ SPCC Plan outlines measures that would be 

implemented to avoid, minimize, prevent, and respond to releases of fuels and other hazardous 

substances during construction and includes measures for cleanup, documentation, and reporting of spills 

(Appendix A). Project-specific SPCCs would be developed by the selected contractor and implemented 

throughout construction. By implementing the protective measures set forth in these plans, groundwater 

contamination due to construction activities is not anticipated. The draft SPCC is included as Appendix B 

of Appendix A (SWPPP); the Project-specific plan to be developed by the Contractor would meet or exceed 

all conditions presented in the draft plan.

Accidental releases from the pipeline system during operations could potentially affect groundwater. As 

part of the pipeline operation, which is regulated by the PHMSA, Dakota Access has an ongoing 

maintenance, inspection, and integrity testing program to monitor the safety of the pipeline system. 

Monitoring activities include constant remote oversight of the entire system 24/7/365 from the control 
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center, routine inspection of the cathodic protection system, and the use of inspection tools that travel 

through the inside of the pipeline to check pipe integrity (see Section 3.11 for additional information 

regarding reliability and safety and the proposed methods for monitoring the Project facilities). Dakota 

Access also performs regular aerial flyovers to inspect the pipeline ROW. In the event of a leak, Dakota 

Access would work aggressively to isolate the source through the use of remote-controlled shut-off valves, 

initiate cleanup activities, and contact the appropriate federal and state authorities to coordinate leak 

containment and cleanup. Dakota Access proposes to meet or exceed all applicable regulations and 

requirements for pipeline design, construction, and operation. 

A preliminary evaluation of geology indicates that groundwater within the floodplain throughout most of 

the Corps flowage easements is less than 6.5 feet deep (GeoEngineers, 2014). The pipeline would be 

installed in saturated sediments as part of the HDD crossing of Lake Oahe. Due to the nature of HDD 

methodology, this construction method is inherently not a risk to groundwater resources and uses benign 

substances (bentonite and water) to penetrate through soil, rock, and groundwater. Construction of the 

Project Area and Connected Action would not be expected to result in significant negative impacts on

groundwater resources. 

3.2.3 Wetlands

3.2.3.1 Affected Environment

Wetland data for the Project Areas was derived from desktop analyses along the entire route and verified 

by field delineations. Using data from the U.S. Fish & Wildlife Service’s (USFWS) National Wetlands

Inventory (NWI) dataset, aerial imagery, and topography, an experienced biologist applied professional 

judgment to create polygon coverage in GIS to define the areal extent of wetlands. These areas have been 

field-verified to ensure that the most accurate, up-to-date data is being used for permit filings. 

The field wetland investigations were conducted using the on-site methodology set forth in the 1987 

Corps of Engineers Wetland Delineation Manual and the 2010 Regional Supplement to the Corps of 

Engineers Wetland Delineation Manual: Great Plains Region (USACE, 1987; 2010b). In addition to the 

1987 Manual and the Regional Supplement, wetland areas were examined through analysis of the 

vegetation, soils, and hydrology, as described in the Classification of Wetland and Deepwater Habitats of 

the U.S. and The National Wetland Plant List (Cowardin et al., 1979; Lichvar et al., 2014).

3.2.3.2 Impacts and Mitigation

The routing analysis utilized to determine the crossing locations was designed to avoid impacts to sensitive 

environmental resources including wetlands. Construction workspace on the flowage easements has 

been selected based on an absence of wetlands within the Project area and, as confirmed by field 

verification in 2015, no wetlands would be impacted by trench excavation within the construction ROW, 

ATWS, HDD workspace, or HDD stringing corridor on the flowage easements or Connected Action. 

The field wetland investigations conducted by Dakota Access results identified four wetlands located 

within the permanent easement on the flowage easements (w-m10-wi-001_PSS, w-m10-wi-001_PEM, wm10-wi-001_PFO, and w-m10-wi-002_PSS). These wetlands occur in the portion of the Project Area on 

the flowage easements that would be constructed via HDD; therefore, no trenching would occur within 
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these wetlands. However, following construction, a 30-foot-wide corridor centered on the proposed 

pipeline would be maintained in non-forested state to facilitate inspections of the pipeline, operational 

maintenance, and compliance with the federal pipeline safety regulations. The 30 foot permanent ROW 

would encompass a total of approximately 0.30 acre of the four wetlands. One of these wetlands (wm10-wi-001_PFO), approximately 0.05 acre, is classified as a palustrine forested (PFO) wetland and would

be converted to shrub-scrub or herbaceous wetland as a result of the Proposed Action since trees would

be routinely removed for the life of the pipeline. The remaining palustrine emergent (PEM) wetland (wm10-wi-001_PEM) and two palustrine scrub-shrub (PSS) wetlands (w-m10-wi-001_PSS and w-m10-wi002_PSS), comprising a total of 0.25 acres of the permanent pipeline easement, may require infrequent 

vegetation clearing of encroaching woody vegetation but would otherwise remain in their natural state. 

Dakota Access is in the process of obtaining verification for use of Nationwide Permit 12 for the crossings 

of wetlands and waterbodies associated with DAPL Project. 

Pending approval and receipt of applicable permits and easement permission, a temporary waterline 

would be installed between the shoreline and the HDD workspace on the flowage easements within the 

permanent ROW (Figure 6-B), in order to supply the HDD equipment with water needed for drilling fluid 

preparation and hydrostatic testing. The temporary waterline would be laid on top of the surface, and no 

ground disturbance of the four wetland features along the permanent easement is anticipated. The hard 

pipe segments would be hand-carried down the slope and assembled by hand. No tracked or wheeled 

equipment would be necessary for construction or removal of the temporary aboveground pipeline. No 

excavation or disturbance of wetlands or the river bank is anticipated. 

Table 3-7 summarizes wetlands within the flowage easements that occur within the permanent ROW, 

which is 30-feet-wide centered on the centerline over the HDD profile and 50-feet-wide elsewhere. 

Table 3-7

Wetlands within the Flowage Easements Project Area

Milepost Wetland 

ID Wetland Type

PreConstruction 

Notice?

Delineation 

Source

Area 

(Acres) Impacted Area 1

94.7 w-m10-

wi-001

Palustrine ScrubShrub No Field 0.07 Permanent ROW 

over HDD Profile

94.7 w-m10-

wi-001 Palustrine Emergent No Field 0.04 Permanent ROW over HDD Profile

94.8 w-m10-

wi-001 Palustrine Forested No Field 0.05 Permanent ROW over HDD Profile

94.9 w-m10-

wi-002

Palustrine ScrubShrub No Field 0.14 Permanent ROW 

over HDD Profile

No wetlands would be impacted by the HDD workspace on private land and the permanent ROW on 

federal land at the crossing of Lake Oahe, because no wetlands exist within the Project Area and 

Connected Action Area at the Lake Oahe Crossing.
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The Project ECP and SWPPP specify several measures to protect wetlands and waterbodies from becoming 

polluted with fuels or other hazardous materials during construction. These plans prohibit the storage of 

fuel or other hazardous materials within 100 feet of a wetland or waterbody. The ECP also specifies that 

equipment must be refueled at least 100 feet from waterbodies unless, due to site-specific conditions, 

there is no practical alternative such as the proposed pumping intake structure located on the barge at 

the Missouri River Crossing. In that case, the contractor must implement site-specific protective measures 

and containment procedures described in the ECP. Contractors would be required to provide trained 

personnel, appropriate equipment, and materials to contain and clean up releases of fuel, lubricating oil, 

or hydraulic fluid that result from equipment failure or other circumstances.

3.2.4 Floodplain

3.2.4.1 Affected Environment

Floodplains refer to the 100-year floodplain, as defined by Federal Emergency Management Agency 

(FEMA), and as shown on Flood Insurance Rate Maps (FIRM) or Flood Hazard Boundary Maps for all 

communities participating in the National Flood Insurance Program (NFIP). The 100-year floodplain is an 

area subjected to inundation by the 1% chance of an annual flood event. Executive Order (EO) 11988 

(Floodplain Management) requires federal agencies to avoid direct or indirect support of development 

within the 100-year floodplain whenever there is a practical alternative.

According to the FEMA FIRM map, the seven flowage easements are located within Zone A (the 100-year 

floodplain) of the Missouri River in Williams County. A FEMA flood map is not available for the Connected 

Action within McKenzie County. The Lake Oahe crossing in Emmons County is located in Zone D, which is 

an area of undetermined, but possible flood hazards (FEMA, 1987). FEMA has not completed a study to 

determine flood hazards for Morton County; therefore, a flood map has not been published at this time.

3.2.4.2 Impacts and Mitigation

The Project has been designed in accordance with accepted floodplain management practices; therefore, 

no impacts on floodplain elevations or velocities are anticipated. Following construction, disturbed areas 

would be restored to pre-construction grades and contours, as practical. If necessary, soil displaced by

installation of the 24-inch pipeline on the flowage easements would be removed from the floodplain and 

hauled to an upland location in order to ensure original floodplain elevations are restored

The Corps Omaha District Flood Risk and Floodplain Management Section (FRFM) is responsible for 

coordinating compliance with the requirements of EO 11988. The FRFM reviewed the proposed pipeline 

plans the portion of the DAPL Project that crosses the flowage easements for compliance with Appendix 

A (Typical Cut and Fill Volumes for Land Development Proposals) of NWDR 1110-2-5, Land Development 

Guidance at Corps Reservoir Projects and found that the lowest elevation of the Proposed Action on the 

flowage easements (1872.25 feet MSL) would be above the Garrison flood control pool maximum 

operation elevation (1854.0 feet MSL). Therefore, there would be no adverse impacts on the operation 

of the Garrison flood control pool. Provided that the site topography is left at its natural ground elevation 

after construction and all excess material is hauled off site, the FRFM concluded that there are no flood 

risk and floodplain management concerns associated with the Proposed Action. On April 7, 2015 the 
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FRFM provided Dakota Access with a memorandum verifying compliance under EO 1198 and 

recommending approval of the Proposed Action (Krause, 2015). 

3.2.5 Levees

Based on a search of the Corps National Levee Database and FEMA FIRM maps, no levees are located 

within 10 miles of the Lake Oahe or flowage easement crossings (Corps, 2014). Because no levees are 

located within 10 miles of either crossing, construction of the Project is not expected to impact levees.

3.3 Vegetation, Agriculture, and Range Resources

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

impacts on vegetation, agriculture, and range resources would occur. However, if the objectives of the 

Project are to be met under the “no action” alternative, other projects and activities would be required 

and these projects would result in their own impacts on vegetation, agriculture, and range resources, 

which would likely be similar to or greater than the proposed Project. Nevertheless, the impacts 

associated with a future project developed in response to the “no action” alternative are unknown, while 

only temporary and minor impacts or insignificant permanent impacts on vegetation, agriculture, and 

range resources would occur as a result of the Proposed Action, as described in the sections below.

3.3.1 Vegetation

3.3.1.1 Affected Environment

Land cover was analyzed for the flowage easements and federal lands and associated Connected Actions 

based on the 2011 U.S. Geological Survey (USGS) National Land Cover Dataset (NLCD) and was fieldverified where access was available. Land cover on the flowage easements is comprised mostly of 

cultivated crops, which include corn, sugar beets, alfalfa, soybeans, and spring wheat. Other present land 

cover types include developed areas, which are primarily roads, pasture/hay/grassland areas that are 

interspersed with the cultivated crops, emergent wetlands, woody wetlands, mixed forest and deciduous 

forest associated with the Missouri River. 

Land cover on the federal lands is comprised of cultivated crops, emergent herbaceous wetlands, 

grassland/herbaceous, and open water. Over half of the area of the tracts is characterized as 

grassland/herbaceous, which primarily occurs on the west side of Lake Oahe. Cultivated cropland consists 

mainly of oats and canola on the east side of the Lake.

A description of each land cover type encountered at both crossing areas is provided below. 

Cultivated Crop

The cultivated cropland community is characterized by land used for the production of annual crops, such 

as corn and soybeans. This class includes all land being actively tilled.
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Deciduous Forest

Deciduous forest typically includes trees that are greater than 16 feet tall. More than 75% of the tree 

species in this land cover class shed foliage simultaneously in response to seasonal change.

Mixed Forest

Mixed forest are generally areas dominated by trees generally greater than 5 meters tall, and greater than 

20% of total vegetation cover. The vegetation cover within mixed forest typically does not have either 

deciduous or evergreen species greater than 75% of the total tree cover.

Developed/Open Space

The developed/open space community type is dominated by lawn grasses and may include some 

developed areas and roads. Impervious surfaces account for less than 20% of the total cover. This class 

would typically include minor roads and associated ditches. 

Developed/Low Intensity

The developed/low intensity community includes areas with a mixture of constructed material and 

vegetation. These areas most commonly include single-family housing units. Developed/low intensity in 

the Project Area is associated with impervious surfaces of larger roads. 

Emergent Herbaceous Wetland

Refer to Section 3.2.3, which provides a description of data obtained during delineations of the wetlands

that would be impacted by the Project. 

Woody Wetlands

Refer to Section 4.2.3, which provides a description of data obtained during delineations of the wetlands

that would be impacted by the Project.

Grassland/Herbaceous

The grassland/herbaceous community is dominated by graminoid or herbaceous vegetation. These areas 

are not subject to intensive management such as tilling but can be utilized for grazing.

Pasture/Hay

The pasture/hay community type consists of areas of grasses, legumes, or grass-legume mixtures planted 

for livestock grazing or the production of seed or hay crops, typically on a perennial cycle. 

Open Water

The open water cover type includes areas of open water. This land cover type is associated with Lake Oahe 

and the Missouri River. 
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3.3.1.2 Impacts and Mitigation

Temporary impacts on land cover would occur in essentially all areas within the construction footprint,

the vast majority of which would return to pre-construction land cover upon completion of construction. 

One exception is at the flowage easement Project Area in forested areas along the permanent easement 

Impacts on cultivated crops make up the majority of temporary impacts and would return to cultivated 

crops post-construction. 

Tables 3-8 and 3-9 show land cover types impacted by construction and maintenance activities. A 

description of each category is provided below. 

Table 3-8

Land Cover Impacts on the Flowage Easements Project Area and Connected Action

Land Cover Type

Connected 

ActionConstruction 

Workspace 

(acres)

Connected 

ActionPermanent 

ROW (acres)

Construction 

Workspace 

(acres) 1

Permanent ROW 

(acres)

Cultivated Crops 0 0 47.4 13.3

Deciduous Forest 0.9 0.2 0 0

Developed, Low Intensity 0 0 0.4 0.4

Developed, Open Space .1 .01 1.2 0.4

Emergent Herbaceous Wetlands 0 0 0.9 0.4

Hay/Pasture 0 0 6.6 1.8

Grassland/Herbaceous .1 0 1.7 0.5

Mixed Forest 0.2 0.03 0 0

Open Water 0.7 0.1 0 0

Woody Wetlands 0 0 1.4 0.8

Total 2.0 0.3 59.3 17.6

1 Construction workspace includes permanent ROW.

Permanent impacts on land cover in the federal lands would be limited to the permanent ROW and involve 

limited tree removal within the permanent easement. Impacts on land cover as part of the Connected 

Action would occur on private lands and include the HDD workspaces, stringing area, and the permanent 

easements between the HDD workspaces and federal lands.

Table 3-9

Land Cover Impacts on the Federal Lands Project Area and Connected Action

Land Cover

Connected Action –

Construction 

Workspace (acres)

Connected Action –

Permanent ROW

(acres)

Federal Lands 

Permanent ROW

(acres) 1

Cultivated Crops 0.0 0.0 0.1

Emergent Herbaceous Wetlands 0.0 0.0 0.4

Woody Wetlands 0.2 0.0 0.0

Grassland/ Herbaceous 15.3 1.1 0.6

Total 15.5 1.1 1.2
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Table 3-9

Land Cover Impacts on the Federal Lands Project Area and Connected Action

Land Cover

Connected Action –

Construction 

Workspace (acres)

Connected Action –

Permanent ROW

(acres)

Federal Lands 

Permanent ROW

(acres) 1

1 Land cover impacts on federal lands are limited to the maintained 50-foot permanent easement and do not 

include approximately 6.3 acres of permanent easement over the HDD profile across Lake Oahe. Land cover 

within the banks of Lake Oahe (open water, woody wetlands, and emergent herbaceous wetlands) would not 

be disturbed during construction. 

Measures to Protect Vegetation

Dakota Access would clear the ROW to the extent necessary to assure suitable access for construction, 

safe operation, and maintenance of the DAPL Project. Clearing of herbaceous vegetation during 

construction is anticipated to result in short-term impacts. Within areas disturbed by construction of the 

Project, including the flowage easements Project Area, Dakota Access would implement active 

revegetation measures and rapid colonization by annual and perennial herbaceous species to restore 

most vegetative cover within the first growing season. In areas that require permanent revegetation, 

Dakota Access would specify appropriate seed mixes, application rates, and seeding dates, taking into 

account recommendations of appropriate state and federal agencies and landowner requests. Ground 

disturbing activities would not occur on Corps fee-owned lands; therefore, reseeding is not anticipated in 

these areas. However, if reseeding were to become necessary on Corps fee-owned lands, all activities 

would be conducted in accordance with applicable Lake Oahe or Garrison Project revegetation guidelines. 

In non-agricultural areas, vegetation cleared from ATWS would be allowed to revegetate after 

construction depending on arrangements with the landowner. Consequently, significant changes in cover 

types are not anticipated. Revegetation would allow wildlife species to return to the area after 

construction is completed. Temporary revegetation measures may also be implemented to quickly 

establish ground cover to minimize the potential for soil erosion and noxious weeds to establish. A 

temporary seed mix may be applied in these situations. The Project ECP (Appendix G) contains more 

details regarding temporary revegetation.

After completion of waterbody crossings, Dakota Access would revegetate disturbed stream banks in 

accordance with the ECP, SWPPP, and requirements of applicable state and federal permits. When 

constructing in agricultural areas, up to 1 foot of topsoil (organic layer) would be stripped from the trench 

line and stockpiled separately from trench spoil to preserve the native seed stock. The ECP contains 

additional details regarding topsoil segregation.

At stream approaches, the Contractor would leave a 20-foot buffer of undisturbed herbaceous vegetation 

on all stream banks during initial clearing, except where grading is needed for bridge installation or where 

restricted by applicable regulations and/or permit conditions.
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3.3.2 Invasive and Noxious Weeds

3.3.2.1 Affected Environment

The state of North Dakota has 11 state-listed noxious and invasive weeds (“invasive species”). The species 

listed are: Russian knapweed (Acroptilon repens), absinth wormwood (Artemisia absinthium), musk thistle 

(Carduus nutans), diffuse knapweed (Centaurea diffusa), yellow toadflax (Linaria vulgaris), spotted 

knapweed (Centaurea maculosa), Canada thistle (Cirsium arvense), leafy spurge (Euphorbia esula), 

dalmatian toadflax (Linaria dalmatica), purple loosestrife (Lythrum salicaria), and saltcedar (Tamarix 

chinensis). These state invasive species are controlled and regulated under North Dakota Law (NDCC § 

4.1-47-02) (North Dakota Department of Agriculture, 2014a).

Each county in North Dakota has a County Weed Board, which consists of a regulation committee to 

manage noxious and invasive weeds. Each of these county boards is responsible for the addition of 

county-specific invasive species to the state-listed species. Additional noxious weeds are listed in 

McKenzie County including field bindweed (Convolvulus arvensis), burdock (Arctium sp.), black hendane 

(Hyoscyamus niger), houndstongue (Cynoglossum officinale), and yellow starthistle (Centaurea 

solstitialis). No additional invasive species have been identified for listing in Williams, Morton, and 

Emmons counties.

3.3.2.2 Environmental Impact and Mitigation

Dakota Access sent notifications to the McKenzie, Williams, Morton, and Emmons counties weed boards 

describing the Project and requesting any guidance regarding the known locations of noxious and invasive 

weeds pertaining to that county. Dakota Access would work with the county weed boards to ensure the 

Project ECP contains relevant and necessary mitigation measures that would be implemented to prevent 

the spread of noxious weed species during construction and operation of the Project. 

3.3.3 Threatened, Endangered, Candidate, and Proposed Plant Species

3.3.3.1 Affected Environment

There is one federally-listed plant species in North Dakota, the threatened western prairie fringed orchid. 

This plant species is associated with high quality moist, tall grass prairie. Most of the orchids in North 

Dakota are located in the Sheyenne National Grasslands in Ransom and Richland counties in the 

southeastern corner of the state. The population at Sheyenne National Grasslands is the largest 

population left in the world, with over 7,000 orchids (USFWS, 2013a). 

North Dakota does not have a state threatened and endangered species program or track plant species 

that are not federally listed.

3.3.3.2 Impacts and Mitigation

There are no known records of western prairie fringed orchids in the Project Area counties, and no suitable 

habitat was documented; therefore, no effect on the western prairie fringed orchid is expected as a result 
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of the proposed undertaking. In the unlikely event that any are observed during construction on federal 

lands, work would stop and the Corps would be contacted.

3.4 Wildlife Resources

Under the “no action” alternative, Dakota Access would not construct the proposed Project, and no 

impacts on wildlife resources would occur. However, if the objectives of the Project are to be met under 

the “no action” alternative, other projects and activities would be required and these projects would 

result in their own impacts on wildlife resources, which would likely be similar to or greater than the 

proposed Project. Nevertheless, the impacts associated with a future project developed in response to 

the “no action” alternative are unknown, while only temporary and minor impacts, if any, on wildlife 

resources would occur as a result of the Proposed Action, as described in the sections below.

3.4.1 Recreationally and Economically Important Species and Nongame Wildlife

3.4.1.1 Affected Environment

The Project region is home to a large number of mammal and bird species. Big game species that occur 

in the Project region include pronghorn and white-tailed deer. Game birds potentially using the types of 

wildlife habitat in the Project Area include the ruffed grouse, sharp-tailed grouse, pheasant, woodcock, 

snipe, and doves. Furbearers and predators potentially occurring within the Project Area include coyote, 

beaver, badger, red fox, raccoon, bobcat, fisher, mink, weasel, and muskrat. Potential small mammal 

species occurring within the habitat types associated with the Project Area include pocket gopher, skunk, 

and white-tailed jackrabbit.

Waterfowl and shorebird species potentially occurring within the Project Area include mallards, pintails, 

American wigeon, blue-winged teal, western grebe, California gull, Canada goose, common tern, killdeer, 

Wilson’s phalarope, and lesser yellowlegs. Numerous songbirds, including the American goldfinch, blackcapped chickadee, cedar waxwing, clay-colored sparrow, lark bunting, song sparrow, tree swallow, 

western kingbird, western meadowlark, and yellow warbler can be expected to occur in the Project 

vicinity. 

Numerous species of reptiles and amphibians may also occur within the Project Area. Some amphibian 

species that may be expected to occur in the Project Area include the northern leopard frog, tiger 

salamander, and western chorus frog. Reptile species that may be expected to occur within the Project 

Area include common snapping turtle, western painted turtle, common garter snake, and racer (Hoberg 

and Gause, 1992).

3.4.1.2 Impacts and Mitigation

Temporary impacts on wildlife could occur during construction due to clearing of vegetation and 

movement of construction equipment along the ROW. The ROW and ATWS would remain relatively clear 

of vegetation until restoration is completed. Most wildlife, including the larger and more mobile animals, 

would disperse from the Project Area as construction activities approach. Displaced species may 

recolonize in adjacent, undisturbed areas, or reestablish in their previously occupied habitats after 

construction has been completed and suitable habitat is restored. Some smaller, less mobile wildlife 
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species such as amphibians, reptiles, and small mammals have the potential to be directly impacted during 

clearing and grading activities, but given the limited extent of the proposed crossing, measurable impacts 

are not anticipated. 

Herbaceous cover would be seeded on disturbed upland areas during restoration, and it is expected that 

pre-existing herbaceous and shrub habitats would quickly reestablish themselves. Consequently, it is 

expected that the wildlife species that use these habitats would also return within one growing season of 

construction completion. Routine clearing of the permanent easement to improve visibility and remove

encroaching trees would be performed in compliance with PHMSA requirements. The lack of trees 

reestablishing would be the only potential long-term impact to wildlife that depends on forested 

communities. This impact is expected to be negligible, as it only pertains to extremely small portions of 

the permanent easement and very little forested habitat is present within the proposed area of impact. 

3.4.2 Threatened, Endangered, Candidate, and Proposed Wildlife Species

The Endangered Species Act (ESA) directs all federal agencies to work to conserve endangered and 

threatened species. Crossing the Corps flowage easements and federal lands triggers the consultation 

procedures of section 7 of the ESA. This section serves as the Biological Evaluation or written analysis 

documenting the Corps’ conclusions and the rationale to support those conclusions regarding the effects 

of the Proposed Action on protected wildlife resources. 

3.4.2.1 Affected Environment

Nine federally listed species have been identified in Williams, McKenzie, Morton, and Emmons counties.

Designated critical habitat for the piping plover also occurs in each of the four counties

Interior Least Tern

In North Dakota, the interior least tern (Sterna antillarum) utilizes sparsely vegetated sandbars on the 

Missouri River. Birds nest, raise young, and relax on barren river sandbars. In North Dakota, the least 

tern is found mainly on the Missouri River from Garrison Dam south to Lake Oahe and on the Missouri 

and Yellowstone Rivers upstream of Lake Sakakawea. Approximately 100 pairs breed in North Dakota 

during the summer before flying to coastal areas of Central and South American and the Caribbean Islands

(USFWS, 2013b). 

Whooping Crane

Whooping cranes (Grus americana) embark on a bi-annual migration from summer nesting and breeding 

grounds in Wood Buffalo National Park in northern Alberta to the barrier islands and coastal marshes of 

the Aransas National Wildlife Refuge on the Gulf Coast of Texas. Twice yearly in the spring and fall, 

whooping cranes migrate along the Central Flyway, a migratory corridor approximately 220 miles wide 

and 2,400 miles in length. The Central Flyway includes eastern Montana and portions of North Dakota, 

South Dakota, Nebraska, Kansas, Oklahoma, and eastern Texas (USFWS, 2014a). During the migration, 

cranes make numerous stops, roosting for short durations in large shallow marshes, and feeding in 

harvested grain fields. Approximately 75% of the whooping crane sightings in North Dakota occur within 
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the Central Flyway. The primary threats to whooping cranes are power lines, illegal hunting, and habitat 

loss.

Black-footed Ferret

The black-footed ferret (Mustela nigripes) is a small member of the Mustelidae family native to North 

American shortgrass and mixed grass prairie. Prairie dogs make up approximately 90% of the black-footed 

ferret diet and as such, the species is associated almost exclusively with large complexes of prairie dog 

towns(USFWS, 2013c; Black-footed Ferret Recovery Implementation Team [BFFRIT], 2011). Black-footed 

ferrets are fossorial, nocturnal predators, spending nearly 90% of their time underground in prairie dog 

burrows, leaving only to hunt (Defenders of Wildlife, 2014; BIFFRIT, 2011). Once thought to be extirpated 

in the wild, captive-born individuals have been reintroduced to 21 sites in Wyoming, Montana, South 

Dakota, Colorado, Utah, Kansas, New Mexico, and Arizona since 1991 (USFWS, 2013c).

Gray Wolf

A habitat generalist, the gray wolf (Canis lupus) historically occupied most habitat types in North America. 

They show little preference for one cover type over another and successfully utilize alpine, forest, 

grassland, shrubland, and woodland habitats across their range (Mech, 1974). Once thought to require 

wilderness areas with little to no human disturbance, recent range expansions have demonstrated the 

species’ ability to tolerate higher rates of anthropogenic development than previously thought. Given 

abundant prey and low rates of human-caused mortality, wolves can survive in proximity to humandominated environments (Fuller, 1989). 

Northern Long-eared Bat

Northern long-eared bats (Myotis septentrionalis) occur throughout the eastern and north-central U.S. 

Eastern populations have declined significantly in recent years as a result of white-nose syndrome (WNS), 

a contagious fungal infection. Although historically less common in the western portion of its range than 

in the northern portion, northern long-eared bats occur throughout North Dakota. Habitat throughout 

its range includes caves and abandoned mines during the winter and hardwood or mixed forests for 

roosting and foraging during the summer (USFWS, 2015). 

Northern long-eared bats may roost singly or in colonies in cavities, crevices, hollows, or beneath the bark 

of live and dead trees and/or snags, regardless of tree species. They prefer trees with a diameter at breast 

height of at least 3 inches. Less frequently, Northern long-eared bats have been observed roosting in 

man-made structures such as sheds or barns. Northern long-eared bats primarily forage at dusk on insects 

in forests, but will occasionally forage over small forest clearings and water (USFWS, 2015). 

Piping Plover

Piping plovers (Charadrius melodus) are shore birds that inhabit areas near water, preferring river 

sandbars and alkali wetlands in the Great Plains for nesting, foraging, sheltering, brood-rearing, and 

dispersal. Piping plovers winter along large coastal sand or mudflats near a sandy beaches throughout 

the southeastern U.S. Critical Habitat for the piping plover is designated along the Missouri River system 

throughout North Dakota (USFWS, 2012). 
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Dakota Skipper

The Dakota skipper (Hesperia dacotae) is a small butterfly found in dry-mesic and wet-mesic tallgrass and 

mesic mixed grass prairie remnants characterized by alkaline and composite soils. The Dakota skipper is 

a habitat specialist requiring high-quality prairie habitat (i.e., grasslands or discrete patches of habitat 

within grasslands that are predominantly native and that have not been tilled). Only 146 populations are 

documented in three states and two Canadian provinces (McCabe, 1981; Royer and Marrone, 1992; 

Cochrane and Delphey, 2002; USFWS, 2011; 2013d). Remaining populations vary in size and density and 

for the most part are not influenced by dispersal between populations (McCabe, 1981; Dana, 1991; Dana, 

1997; Cochrane and Delphey, 2002). The species overwinters at the base of grasses in the soil of the site 

which they inhabit. In North Dakota, the skipper typically occupies both wet-mesic and dry-mesic prairie

(Royer and Marrone, 1992; Cochrane and Delphey, 2002). The current status of the Dakota skipper in the 

state is considered tenuous, and most populations are considered vulnerable due to their extremely 

isolated nature.

Rufa Red Knot

The rufa red knot (Calidris canutus rufa) is a large sandpiper noted for its long-distance migration between 

summer breeding grounds in the Arctic and wintering areas at high latitudes in the Southern Hemisphere

(USFWS, 2014b). Some rufa red knots wintering in the northwestern Gulf of Mexico migrate through 

interior North America during both spring and fall and use stopover sites in the Northern Great Plains. 

During spring and fall migrations, rufa red knots are typically found in marine habitats along the Pacific 

and Atlantic coasts of North America, generally preferring sandy coastal habitats at or near tidal inlets or 

the mouths of bays and estuaries. However, some migrating rufa red knots use sandbars and sandy shore 

and beach habitats along large rivers and reservoirs of the interior of North America. This area contains 

the Atlantic, Mississippi, and Central Flyways (USFWS, 2014g).. The species also heavily relies on exposed 

substrate at wetland edges for stopover habitat, and the suitability of a wetland for rufa red knots 

depends on water levels and may vary annually (Gratto-Trevor et al., 2001). 

Pallid Sturgeon

Pallid sturgeon (Scaphirhynchus albus) prefer benthic environments associated with swift waters of large 

turbid, free-flowing rivers with braided channels, dynamic flow patterns, periodic flooding of terrestrial 

habitats, and extensive microhabitat diversity. Pallid sturgeon inhabit the Missouri and Mississippi Rivers 

from Montana to Louisiana and have been documented in the Missouri River downstream from the Fort 

Peck Dam in Montana to the headwaters of Lake Sakakawea, North Dakota, and downstream from 

Garrison Dam, North Dakota to the headwaters of Lake Oahe, South Dakota (USFWS, 2014c). Pallid 

sturgeon populations are fragmented by dams on the Missouri River and are very scarce in the Lake Oahe 

portion of the Missouri River. 

3.4.2.2 Impacts and Mitigation

Dakota Access conducted pedestrian surveys of the workspace at the flowage easements in September 

2014 and July 2015 and at the Lake Oahe crossing in April 2015 to assess suitable habitat for listed species. 

Given the limited scope of this Project, minimization measures, and the implementation of specialized 

construction techniques, Dakota Access has determined that the Project would have no effect on four of 
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the listed species and may affect, but not likely to adversely affect five of the listed species in the Project 

area. Table 3-10 lists the impact determinations of the protected species with potential to occur within 

the Project Area and Connected Action. A summary of habitat evaluations and the basis for the 

determination of impacts for each listed species is provided below. 

Table 3-10

Federally Listed Species with Potential to Occur within the Project Area and Connected Action

Species Status

County

Impact Determination Williams McKenzie Morton Emmons

Interior 

Least Tern Endangered X X X X

May Affect, Not Likely 

to Adversely Affect

Whooping 

Crane Endangered X X X X

May Affect, Not Likely 

to Adversely Affect

Blackfooted 

Ferret

Endangered X X No Effect

Gray Wolf Endangered X X X No Effect

Northern 

Longeared BatThreatened X X X X No Effect

Piping 

Plover Threatened X X X X

May Affect, Not Likely 

to Adversely Affect

Dakota 

Skipper Threatened X X X No Effect

Rufa Red 

Knot Threatened X X X X

May Affect, Not Likely 

to Adversely Affect

Pallid 

Sturgeon Endangered X X X X

May Affect, Not Likely 

to Adversely Affect

Interior Least Tern

Suitable habitat may exist for interior least terns at the Missouri River and at the Lake Oahe crossing 

depending on precipitation and seasonal flow variations as exposed sand/gravel bars can be present. 

Dakota Access proposes to cross the Missouri River and Lake Oahe utilizing the HDD construction method 

to avoid direct impacts to the interior least tern. Dakota Access will implement the HDD Contingency Plan 

(Appendix B) at these crossings. 

Dakota Access plans to withdrawal water from the Missouri River, which is required for activities 

associated with the installation of the HDD and the hydrostatic testing of the HDD segment. A temporary 

waterline would be installed at the Missouri River between the shoreline and the HDD workspace on the 

flowage easements within the permanent ROW (Figure 6-B).The temporary waterline would be laid by 

hand on top of the surface, and no tracked or wheeled equipment would be necessary for installation or

removal of the temporary aboveground waterline. No disturbance of the river banks is anticipated. 

Additionally, installation and removal of the waterline are anticipated to be complete prior to nesting 

season; therefore, no impacts on the interior least tern are anticipated to occur at the Missouri River. If 

the water withdrawal activities are not able to be completed prior to nesting season as expected, Dakota 

Access would conduct surveys prior to placement of the waterline to confirm the presence/absence of 
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interior least terns within the pipeline ROW. If interior least terns are nesting within the pipeline ROW, 

Dakota Access would postpone water withdrawal activities at the Missouri River until the interior least 

terns have left the area. No water access is required to complete the crossing at Lake Oahe.

As designed, no indirect impacts, such as those associated with noise, are anticipated due to the distance

(greater than 960 feet) of the drill sites from the habitat.. Potential impacts on the tern would be further 

reduced if construction activities occur outside the nesting season. Both direct and indirect impacts on 

interior least terns would be avoided and minimized through utilization of the HDD crossing method and 

the HDD Contingency Plan. Therefore, the Project may affect, but is not likely to adversely affect the 

interior least tern. 

Whooping Crane

In North Dakota, whooping cranes are only present during the twice-yearly migration between winter 

grounds and summer nesting sites. As the whooping crane is a migrant and does not breed in North 

Dakota, the species cannot be confirmed as present in or absent from the Proposed Action areas. The 

results of the habitat assessment field surveys indicate that the Project area may contain potential suitable 

migratory habitat (i.e. emergent wetlands and agricultural fields) at the Missouri River crossing. If a 

whooping crane were to be sighted during construction of the Project, work activities would halt and the 

Corps would be contacted. Ongoing construction activities during the migration periods would likely cause 

birds to choose more suitable landing and overnight roosting locations away from construction activities 

given the abundance of similar habitat throughout the flyway and in the general vicinity of the Project 

area. However, since potential suitable migratory habitat is within the Project area and indirect impacts 

may occur due to disturbance during construction the Project may affect, but it not likely to adversely 

affect this species. 

Black-footed Ferret

No suitable black-footed ferret habitat is present in the Project areas. The black-footed ferret has been 

recorded in Morton County; however, based on occurrence data received from North Dakota Parks and 

Recreation, there are no documented occurrences within the vicinity of the Project. Further, the nearest 

prairie dog colony (suitable habitat) is more than 0.17 mile from the proposed Lake Oahe crossing location

(USFWS, 2014d). Due to the lack of suitable habitat and the distance of the Project areas from known 

black-footed ferret occurrences, the Project would have no effect on black-footed ferrets. 

Gray Wolf

The gray wolf is listed as endangered in all three counties of the Proposed Action areas in North Dakota 

(south and west of the Missouri River upstream to Lake Sakakawea and west of the centerline of Highway 

83 from Lake Sakakawea to the Canadian border). Wolves in eastern North Dakota are part of the Great 

Lakes Distinct Population Segment that was delisted by the USFWS in January 2012 (USFWS, 2014e).

North Dakota does not currently have an established breeding population (North Dakota Department of 

Agriculture, 2014b). Observations of wolves are sporadic, and it is believed that these individuals are 

dispersers from adjacent populations (i.e., from Minnesota and Manitoba) (USFWS, 2006; Licht and Fritts, 

1994). Given the unlikely occurrence and high mobility of this species, the Project would have no effect 

on gray wolves. 
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Northern Long-eared Bat

The northern long-eared bat is currently listed by the USFWS as threatened in North Dakota. On April 2, 

2015, the USFWS published the final listing in the Federal Registrar with an effective date of May 4, 2015. 

The USFWS listed the northern long-eared bat as threatened and chose to exercise the option of issuing 

an interim 4(d) rule to allow for more flexible implementation of the ESA and “to tailor prohibitions to 

those that make the most sense for protecting and managing at-risk species.” In areas outside of the 150-

mile WNS buffer zone, incidental take from lawful activities is not prohibited. The State of North Dakota 

currently falls outside of the WNS 150-mile buffer zone. Per the exemptions of the interim 4(d) rule, the 

Project would have no effect on the northern long-eared bat (USFWS, 2015).

Piping Plover

Potentially suitable habitat may exist at the Missouri River and at the Lake Oahe crossing, depending on 

precipitation and seasonal flow variations. These areas are also designated as critical habitat for this 

species under the ESA. Direct impacts on the potentially suitable habitat would be avoided by crossing 

the Missouri River and Lake Oahe via HDD. Dakota Access will implement the HDD Contingency Plan 

(Appendix B) at these crossings. 

Impacts associated with installation of the temporary waterline at the Missouri River required for 

activities associated with the installation of the HDD and the hydrostatic testing of the HDD segment

would be avoided, as installation and removal of the waterline are anticipated to be complete prior to 

nesting season. If the water withdrawal activities are not able to be completed prior to nesting season as 

expected, Dakota Access would conduct surveys prior to placement of the waterline to confirm the 

presence/absence of piping plovers within the pipeline ROW. If piping plovers are nesting within the 

pipeline ROW, Dakota Access would postpone water withdrawal activities at the Missouri River until the 

piping plovers have left the area. No water access is required to complete the Lake Oahe crossing.

As designed, no indirect impacts, such as noise, are anticipated due to the distance (greater than 960 feet)

of the drill sites from the habitat. Both direct and indirect impacts on piping plovers would be avoided 

and minimized through utilization of the HDD crossing method and the HDD Contingency Plan. Therefore, 

the Project may affect, but is not likely to adversely affect the piping plover.

Dakota Skipper

There is no suitable Dakota skipper habitat within the Project Area based on species occurrence and

grassland analysis. As such, activities at these crossings would have no effect on this species. 
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Rufa Red Knot

Rufa red knots do not nest in the Project area and only occur as an occasional migrant. During spring and 

fall migrations, the rufa red knot has the potential to occur in North Dakota. Migrating rufa red knot 

would likely only occur at migratory stopover habitat (suitable shoreline and sandy beach habitat along 

major rivers, streams, waterbodies, and wetlands) for a brief amount of time (24 hours or less). The 

results of the habitat assessment field surveys indicate that potentially suitable loafing habitat (sandbar 

and beach habitats) for migrating rufa red knots is present at the Lake Oahe crossing. Lake Oahe would 

be crossed using the HDD construction method, and thus would avoid direct impacts on potential 

migrating rufa red knot loafing habitat. While direct impacts to the rufa red knot migratory habitat would 

be avoided through the HDD construction method at Lake Oahe,indirect impacts could occur due to 

potential disturbance during construction; therefore, the Project may affect, but is not likely to adversely 

affect this species.

Pallid Sturgeon

Potentially suitable habitat for the pallid sturgeon occurs at the Missouri River and Lake Oahe. Impacts on 

suitable habitat present within Lake Oahe would be avoided by crossing these waterbodies via HDD. 

Dakota Access will implement the HDD Contingency Plan (Appendix B) at both of these crossings.

Dakota Access plans to withdraw water from the Missouri River for installation activities and hydrostatic 

testing of the HDD segment on the flowage easements. However, potential impacts on the pallid sturgeon 

or suitable habitat present within the Missouri River would be avoided by implementing the conditions 

on permitted intake structures outlined in the Corps’ Regional Conditions for North Dakota applicable to 

Nationwide Permit 12 (Utility Line Activities) (Corps, 2012) (see Section 3.2.1.2) and as described in the 

USFWS Recovery Plan for the Pallid Sturgeon (USFWS, 2014f). No water access is required to complete 

the Lake Oahe crossing. The HDD construction method, application of the HDD Contingency Plan, and 

implementation of the Corps’ conditions on the intake structure within the Missouri River would avoid 

and minimize potential impacts to the pallid sturgeon; therefore, the Project may affect, but is not likely 

to adversely affect the pallid sturgeon.

3.5 Aquatic Resources

Under the “no action” alternative, Dakota Access would not construct the proposed Project, and no 

impacts on aquatic resources would occur. However, if the objectives of the Project are to be met under 

the “no action” alternative, other projects and activities would be required and these projects would 

result in their own impacts on aquatic resources, which would likely be similar to or greater than the 

proposed Project. Nevertheless, the impacts associated with a future project developed in response to 

the “no action” alternative are unknown, while only temporary and minor impacts, if any, on aquatic 

resources would occur as a result of the Proposed Action, as described in the sections below.
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3.5.1 Habitat and Communities

3.5.1.1 Affected Environment

West of Williston, the Missouri River is a braided channel varying in width from 800 feet to over 1,500 

feet, with sand bars in many locations. The Yellowstone River confluence with the Missouri River is 

approximately 20 miles west of Williston and 3.5 river miles upstream from the proposed Missouri 

crossing. East of Williston, the Missouri River feeds into Lake Sakakawea, the third largest man-made lake 

in the U.S. formed by the Garrison Dam, several hundred miles downstream. This portion of the Missouri 

River is home to several fish species, including cutthroat trout, rainbow trout, brown trout, walleye, 

northern, and sauger. Amphibians are found along the shores and nearby riparian areas of the Missouri 

River. Common species found near the Missouri River crossing include Woodhouse’s toad, the northern 

leopard frog, and western chorus frog (Hoberg and Gause, 1992).

Lake Oahe is a 232-mile-long reservoir that extends upriver from the Oahe Dam on the Missouri River 

from Pierre, South Dakota, to Bismarck, North Dakota. Approximately three-quarters of a mile south of 

the proposed pipeline crossing is the confluence of the Cannonball River into the Missouri. This portion 

of the Missouri River is home to several fish species, including walleye, northern pike, and channel catfish. 

Amphibians are found along the shores and nearby riparian areas of Missouri River. Common species 

found near the Lake Oahe crossing include the Great Plains toad, Woodhouse’s toad, northern leopard 

frog, and tiger salamander (Hoberg and Gause, 1992).

3.5.1.2 Impacts and Mitigation

The Missouri River, including Lake Oahe, is the only waterbody that would be crossed by the Project with 

aquatic resources that have potential to be impacted by the Project.

All subsurface disturbing activities would be set back from the banks of Lake Oahe at the HDD entry point.

This provides a buffer of undisturbed land between active construction and the Lake. There is potential, 

although very low due to setbacks of approximately 1,100 feet on the west bank and 900 feet on the east 

bank, for sediment to be transported from the workspace into the river during precipitation events, which 

could increase the local turbidity and sediment load in the lake. These increased loads have potential to 

temporarily affect sensitive fish eggs, fish fry, and invertebrates inhabiting the river. However, sediment 

levels would quickly attenuate both over time and distance and would not adversely affect resident fish 

populations or permanently alter existing habitat. By also implementing the erosion and sediment control 

measures specified in the ECP (Appendix G) and SWPPP (Appendix A), the potential for sediment 

transport is likely avoided or minimized. Following construction, the ROW would be restored, 

revegetated, maintained in an herbaceous or scrub-shrub state, and monitored in accordance with 

applicable regulations and permit conditions.

A successfully completed HDD crossing would minimize environmental impacts on Lake Oahe since the 

pipeline would be installed without disturbing the aquatic and benthic environments. However, crossings 

via HDD carry a low risk of an inadvertent release of drilling mud, composed primarily of bentonite (a 

naturally occurring fine clay) slurry. Increased levels of sedimentation and turbidity from an inadvertent 

release could adversely affect fish eggs, juvenile fish survival, benthic community diversity and health, and 

spawning habitat. Dakota Access’ HDD Construction/Contingency Plan (Appendix B) establishes 
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monitoring procedures and prescribes measures to be implemented to minimize the impact in the event 

it occurs. All HDD operations conducted for crossing the Lake Oahe would adhere to the HDD Contingency 

Plan and applicable permit conditions to reduce the likelihood of an inadvertent release to minimize and

mitigate environmental impacts. Dakota Access’ construction contractor would ensure that the 

appropriate response personnel and containment equipment are available onsite to effectively 

implement the HDD Contingency Plan. 

In addition to the crossing of Lake Oahe, aquatic resources could also be impacted during water 

withdrawal from the Missouri River, which is required for activities associated with the installation of HDD 

and the hydrostatic testing of HDD pipeline segment located on the flowage easements. However, water 

withdrawal activities would be conducted in accordance with all applicable permit conditions and 

regulations and in a manner that would not reduce water flow to a point that would impair flow or impact 

aquatic life. Intake screens and floats would also be utilized, as previously discussed in Section 3.2.1.2, to 

prevent entrainment of aquatic life and avoid impacts on aquatic resources. In addition, by placing the 

pump within a secondary containment structure on the barge, the potential for impacts on aquatic 

resources associated with accidental fuel spills or leaks is likely avoided or minimized.

The primary issue related to impacts on the aquatic environment from operation of the Project would be

related to releases from the pipeline. For portions of the pipeline installed beneath the lake, the depth 

of the pipeline profile, increased wall thickness of the pipe, installation of remotely operated valves on 

both sides of the river crossing, and monitoring of the system 24/7 would further limit the potential for 

an inadvertent release into the waterbody. As a result, operations activities are not anticipated to impact

aquatic resources or their habitat. Adherence to the Dakota Access Facility Response Plan (under 

development and would be issued prior to operating the Project, in accordance with PHMSA and federal 

regulations) would minimize potential impacts on aquatic wildlife from potential spills during the 

operation of the pipeline. In the event of a leak, Dakota Access would work aggressively to contain the 

leak, initiate cleanup activities, and contact the appropriate authorities, including the Corps.

3.6 Land Use and Recreation

Under the “no action” alternative, Dakota Access would not construct the proposed Project, and no 

impacts on land use and recreation would occur. However, if the objectives of the Project are to be met 

under the “no action” alternative, other projects and activities would be required and these projects 

would result in their own impacts on land use and recreation, which would likely be similar to or greater 

than the proposed Project. Nevertheless, the impacts associated with a future project developed in 

response to the “no action” alternative are unknown, while only temporary and minor impacts or 

insignificant permanent impacts on land use and recreation would occur as a result of the Proposed 

Action, as described in the sections below.

3.6.1 Land Ownership 

The proposed 24-inch pipeline would cross seven contiguous Corps flowage easements over eight 

privately-owned parcels (Figure 2) that are associated with the Buford-Trenton-Irrigation District 

(Garrison Dam). Based upon Corps-provided easement documents and mapping, the distance across the 

flowage easements on the north side of the Missouri River in Williams County is approximately 14,953 

feet (2.83 miles).
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The flowage easements allow the Government to flood and saturate the land, surface, and subsurface of 

these properties. Generally, these easements prohibit the construction of structures for human 

habitation; provide that any other structures require written approval by the Corps; and provide that no 

mineral exploration, excavation or placement of fill material may occur on the easement area without the 

prior approval of the Corps. 

The proposed pipeline route would also cross federal lands on the east and west banks of Lake Oahe in 

Morton and Emmons counties. The distance from the western boundary of federally-owned lands to the 

eastern boundary of federally-owned lands on both sides of the lake, including the width of the lake, at 

the proposed crossing location is approximately 6,450 feet. The proposed pipeline would be routed to 

parallel existing linear infrastructure (an overhead power line and a buried gas transmission pipeline) 

across Lake Oahe in the same area. The HDD entry and exit points, measuring approximately 200 by 250 

feet, would be located on private lands, as would the stringing corridor required to facilitate the 

installation. 

Dakota Access is securing a 50-foot-wide permanent easement along the entire Project alignment that is 

generally centered on the pipeline (25 feet on either side of the centerline). Within the 50-foot-wide 

easement, a 30-foot corridor free of large woody vegetation, located within flowage easement LL3440E 

on the north bank of the Missouri River, would be required to allow for a clear line of sight once 

construction is completed to perform visual inspections during operation of the pipeline. The corridor 

would be maintained in a vegetative state.

3.6.2 Land Use 

3.6.2.1 Affected Environment

Land use within the Project Area was assigned a classification based on the principal land characteristic in 

a given area. Aerial photography, the National Land Cover Database (Multi-Resolution Land 

Characteristics Consortium, 2011), the Morton County Zoning Map (Morton County, 2014), and the 

Williams County Comprehensive Plan were used to identify and classify general land use for the Project 

Area (Figures 10 and 11).

Agricultural Land

Agriculture is the primary land use within the Project Area. These lands are primarily used for ranching 

and cultivating crops. Agricultural lands allows for land uses such as farming, ranching, animal feeding 

operations, grain storage, and related functions. Agricultural land within the flowage easements are 

primarily pivot irrigated cropland (i.e., areas used for production of annual crops such as corn and 

soybeans).

Developed Land

Developed land includes open space around structures such as homes, farmsteads, outbuildings, well 

sites, and areas associated with roads and ditches. 
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Open Space

Open space includes all land that is not agriculture or developed; namely wetlands, open water, 

grasslands, and scrub-shrub. Open space is found primarily along the river banks. See sections 3.2 and 

3.3 for a discussion on water resources and vegetation. 

3.6.2.2 Impacts and Mitigation

The proposed Project would result primarily in temporary, short-term impacts on land use during 

construction. Construction activities would require the temporary and short-term removal of existing 

agricultural land from crop and forage production within the construction footprint. During construction, 

temporary impacts such as soil compaction and crop damage are possible along the construction ROW. 

Mitigation measures to minimize impacts such as topsoil segregation and decompaction practices would 

be fully implemented in accordance with the ECP and SWPPP. Upon the completion of construction 

activities, the Project Area would be restored and returned to pre-construction land use. 

As mentioned above, much of the cropland within the Corps flowage easements uses pivot irrigation 

systems. Dakota Access would coordinate with all landowners on acceptable methods for construction 

and restoration, including potential impacts to irrigated fields. Compensatory damages would be paid 

accordingly. 

The nearest residence to the project on the flowage easements is approximately 1,750 feet east of the

pipe centerline. Temporary impacts on nearby residences could include inconvenience caused by noise 

and dust generated from construction equipment and traffic congestion associated with the transport of 

equipment, materials, and construction workers. Impacts from noise and dust during construction would 

diminish with distance from these areas and would be limited to the time of construction which would 

typically occur during daylight hours. 

The primary impact on family farms would be the loss of standing crops and use of the land within the 

work area for the seasons during which DAPL Project-related activities occur, as well as potential 

diminished yields for a few years following construction. Dakota Access proposes to implement mitigation 

measures to minimize these potential impacts as described in the ECP. Dakota Access would repair 

surface drains and drainage tiles disturbed during ROW preparation, construction, and maintenance 

activities. Dakota Access would repair or replace fences and gates removed or damaged as a result of 

ROW preparation, construction, or maintenance activities.

At Lake Oahe, primary impact on ranching operations would be temporary prohibition of livestock grazing 

in the construction ROW, workspace areas, and restrictions on livestock movement across the 

construction ROW and workspace areas during construction. Given the narrow, linear nature of the DAPL 

Project and the alignment of the pipeline along property boundaries, livestock grazing reductions and 

livestock movement restrictions would be minor. Long-term or permanent impacts on family ranches are 

not anticipated. Following construction and restoration, the work area would be restored and ranching 

would be allowed to continue over the operational ROW. Landowners would be compensated for 

temporary loss of land and lower yields. Grazing activities would return to normal after Revegetation of 

the disturbed areas.
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Once in operation, a permanent 50 foot ROW would be maintained along the entire Project except at 

segments of the ROW above the HDD profile on the flowage easements (between the HDD workspace 

and the river shore) that would be maintained by clearing woody vegetation over a 30 foot corridor (a 50 

foot easement would still be obtained). Maintenance would include the removal of any large trees and 

shrubs; agricultural land use would not be impacted by maintenance activities in this area. Trees would

be protected by Dakota Access in a manner compatible with the safe operation, maintenance, and 

inspection of the pipeline. Applicable regulations would be adhered to regarding tree and shrub removal 

from along the route. Field surveys have confirmed that no shelter belts would be impacted within the 

Project Area or Connected Actions. .

Tables 3-11 and 3-12 below detail the acreage of land use impacts associated with the proposed Project.

Table 3-11

Land Use Impacts on the Flowage Easements Project Area and Connected Action

Land Use Construction Workspace (acres) 1 Permanent ROW (acres) 2

Agricultural Land 54.0 15.1

Developed 1.6 0.8

Open Space 6.0 2.0

Total 61.3 17.9

1 Construction Workspace includes the permanent ROW.

2 Permanent ROW includes the 50-foot permanent easement and the 30-foot maintenance easement.

Table 3-12

Land Use Impacts on the Federal Lands Project Area and Connected Action

Land Use Construction 

Workspace (acres)

Connected Action -

Permanent ROW (acres)

Federal Lands -

Permanent ROW

(acres)1

Agricultural Land 0.0 0.0 0.1

Open Space 15.5 1.1 1.0

Total 15.5 1.1 1.2

1

Land Use Impacts on federal lands are limited to the maintained 50 foot permanent easement and do not include 

approximately 6.3 acres of permanent easement beneath the HDD profile within the banks of Lake Oahe.

Dakota Access would obtain and comply with applicable state regulations, county permits, and zoning and 

land use regulations. Permits may include, but are not limited to, grade and fill permits, ditch crossing 

permits, road and utility permits, and conditional use permits. Dakota Access would retain one or more 

EIs to monitor compliance with environmental conditions of county permits.
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3.6.3 Recreation and Special Interest Areas

3.6.3.1 Affected Environment

Generally, recreation and special interest areas include federal, state, or county parks and forests; 

conservation lands; wildlife habitat management areas; hunter management areas; natural landmarks; 

scenic byways; designated trails; recreational rivers; and campgrounds. Nearby recreational opportunities 

in the vicinity of the Proposed Action Area and the Connected Action areas include Wildlife Management 

Areas (WMAs), Lake Oahe, and the Missouri River, none of which are being impacted by the construction, 

although the HDD would cross under Lake Oahe itself. 

The Missouri River and its shoreline are open to the public and used for recreational activities such as 

boating, swimming, and fishing. Because the flowage easements are federally regulated and privately 

owned, there is very limited, if any, recreational opportunities within the flowage easements. 

Additionally, there is little boating and open water angling on the entire upper end of Lake Sakakawea 

because of lack of access and extremely turbid water throughout much of the recreational season (USACE, 

2007).

Lake Oahe's 2,250 mile shoreline is open to the public and offers a variety of opportunities to outdoor 

recreationists such as fishing, swimming, sightseeing, camping, and picnicking. More than 1.5 million 

visitors enjoy Lake Oahe's recreation facilities each year. Fishing is the major recreational activity of 

visitors to the Oahe project, with 44% of visitors engaging in this activity (USACE, 2010c).

There are no public boat access sites, marinas, or public swimming beaches within one mile of the flowage 

easements or federal lands crossings. There are no designated state parks or recreation areas, historic 

trails, scenic by-ways, designated wilderness or natural areas or other sensitive land uses that would be 

affected by the crossings (North Dakota Parks and Recreation Department, 2014).

At the flowage easement crossing, the closest Nationwide Rivers Inventory (NRI) segment is a one mile 

stretch of the Missouri River within the Fort Union Trading Post National Historic Site, which is about 9.2 

river miles upstream from the crossing. At the federal lands crossing, the closest NRI segment is Square 

Butte Creek to the Oliver/Mercer County Line, which is about 50 river miles upstream from the Project 

Area (National Park Service, 2009). 

North Dakota has approximately 54,373 miles of river, but no designated wild & scenic rivers USFWS et 

al., 2014). 

Wildlife Management Areas

The North Dakota Game and Fish Department manages the Trenton and Overlook WMAs; neither of which 

are crossed by the proposed Project. The Trenton WMA encompasses 2,647 acres and is located 

southwest of Williston near Trenton, along the Missouri River and Lake Sakakawea. About 13.55 acres of 

the Trenton WMA extends into the eastern portion of flowage easement LL3440E (Figure 6) but the 

closest edge is approximately 800 feet from the HDD workspace. This area is largely primitive and the 

landscape has been allowed to develop naturally. The WMA provides recreational opportunities for fishing 

and hunting waterfowl, deer, and pheasants. The Overlook WMA encompasses 32 acres and is located 
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6.5 miles north of Cartwright, about 1,430 feet west of the HDD entry point in McKenzie County. The 

Overlook WMA is only accessible by boat and is used for hunting deer.

The Oahe WMA is located along Missouri River and Oahe Reservoir, about 17 miles south of Bismarck

(USGS, 2014b). The proposed pipeline at the Lake Oahe crossing is about 14.5 miles south of the Oahe 

WMA.

Water Quality and Recreation

Section 303(d) of the CWA requires states to submit their lists of water quality limited waterbodies. This 

list has become known as the “TMDL list” or “Section 303(d) list.” A TMDL is the amount of a particular 

pollutant a stream, lake, estuary, or other waterbody can "handle" without violating State water quality 

standards. The final 2014 Section 303(d) list, which was submitted to Environmental Protection Agency 

(EPA) as part of the integrated Section 305(b) water quality assessment report and Section 303(d) TMDL 

list, includes a list of waterbodies not meeting water quality standards and which need TMDLs. 

Lake Sakakawea is on the 2014 Section 303(d) list of impaired waters as not supporting fish consumption 

because of high levels of methyl-mercury; however, Lake Sakakawea would not be crossed or otherwise 

impacted as a result of Project activities on the flowage easements. Lake Oahe is not listed as needing a 

TMDL and fully supports recreational use (North Dakota Department of Health, 2015). Because Lake Oahe 

already meets the state water quality standards, the Proposed and Connected Action Areas are not 

anticipated result in impacts that would cause an impairment of water quality or the designated use of 

Lake Oahe.

Wilderness Areas

The Wilderness Act of 1964 defines wilderness as lands that may contain ecological, geological, scientific, 

educational, scenic or historical value. There are three designated wilderness areas within North Dakota: 

Chase Lake, Lostwood, and Theodore Roosevelt Wilderness Areas. There are no designated wilderness 

areas, and no designated Nature Preserves or Natural Areas within one mile of either crossing (Wilderness 

Institute, 2014).

3.6.3.2 Impacts and Mitigation

The recreational enjoyment of wildlife (such as hunting or bird watching) may be temporarily affected by 

construction activities, depending on season and location. However, this effect would be short-term. 

Recreationists may observe ROW clearing along the river banks. Because the pipeline would cross 

underneath the river via the HDD method, there would be no disruption to the course or cross-current of 

the river, and would not impact lake/river recreationists.

3.7 Cultural and Historic Resources and Native American Consultations

Section 106 of the National Historic Preservation Act of 1966 (NHPA), as amended, and implemented by 

36 CFR Part 800, requires Federal lead agencies to assess the effects of permitted actions on historic 

properties. Historic properties are defined in the NHPA as prehistoric and historic archaeological sites, 
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standing structures, or other historic resources listed in, or eligible for listing in the National Register of 

Historic Places (NRHP).

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

impacts on cultural and historic resources would occur. However, If the objectives of the Project are to 

be met under the “no action” alternative, other projects and activities would be required and these 

projects could result in their own impacts on cultural and historic resources, which would likely be similar 

to or greater than the proposed Project. Nevertheless, the impacts associated with a future project 

developed in response to the “no action” alternative are unknown, while no impacts on cultural and 

historic resources would occur as a result of the Proposed Action, as described in the sections below.

As detailed in Appendix I, an Archaeological Resource Protection Act (ARPA) permit was not required for 

any fee title or federal lands as these lands were determined through the Class I literature search to have 

been extensively surveyed for cultural resources. Subsequent conversations with Corps personnel 

indicated that these surveys were of sufficient intensity and no further assessment of these properties 

was warranted. For All Class III survey investigations were conducted on private property where land 

access was voluntarily given by landowners. Cultural surveys were conducted in 2014 and were 

completed during the 2015 survey season. Appendix I contains the Cultural Resources Report which 

details the results of the Class I literature review, survey methodology, and survey results with 

management recommendations. The cultural resources investigations were supervised by Principal 

Investigators who are permitted by the State Historical Society of North Dakota (SHSND). 

3.7.1 Cultural Resources Studies

Based on data compiled from previously executed archaeological investigations it is recognized that much 

of the region has been inhabited by human populations for approximately 12,000 years. Throughout much 

of the state the recorded prehistoric occupations range from Paleoindian Period encampments to Late 

Prehistoric Period sites. Multiple sites have been explored that suggest the area was inhabited by societies 

adapted for lifestyles on the Plains and in the various geographical regions of the state dating back to 6000 

BC. The current Project Areas have a moderate to high probability for archaeological deposits based on 

proximity to permanent water sources, topography, lack of significant ground disturbances, and 

depositional processes.

3.7.1.1 Affected Environment

Cultural resources background studies and field surveys were conducted for the flowage easement and 

federally-owned lands traversed by the Project Area. The background studies determined that one 

previously recorded site is mapped within the portion of the 400-ft survey corridor that traverses the 

flowage easements. Additionally, portions of the flowage easement Project Area have been subject to 

previoussurveys(Larson et al., 1987). Site 32WI1367, also known as the Buford-Trenton Irrigation System 

(BTIS), is a National Register nominated cultural resource consisting of a pumping plant, main canal, and 

associated irrigation components. The BTIS construction began in 1940 and continued through the 1950’s 

managed by the Department of Interior, Work Progress Administration, and the Farm Security 

Administration. The proposed Project intersects with one of the extant irrigation canals listed as a 

contributing element of the BTIS in the northeastern corner of Section 30 of Township 152 North, Range 

103 West. 
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The background review for the portion of the Project area that traverses federal lands determined the 

federal lands have been previously surveyed for cultural resources, and eight (8) previously recorded 

cultural resource sites are mapped within the 400-ft environmental survey corridor. Five of these sites 

(32MOx0004, 32MO0054, 32MO0060, 32MO0061, and 32MO0259) are located in Morton County, on the 

western side of the Lake Oahe. The remaining three sites (32EM0019, 32EM0021, and 32EM0221) are

located in Emmons County, on the eastern side of Lake Oahe. These sites are all situated between the 

banks of Lake Oahe and will be entirely avoided as the proposed HDD workspace would be positioned 

beyond the mapped boundaries of these sites. 

The Class II/Class III cultural resource inventory of the proposed Project Area was conducted in accordance 

with the North Dakota SHPO Guidelines Manual for Cultural Resources Inventory Projects (SHSND, 2012). 

As outlined in Appendix I, systematic survey methods employed by field crews included surface inspection 

and shovel probing. Surface inspection was conducted in areas with surface visibility greater than 10 

percent along fixed 15 m (49 ft) interval transects. Shovel probes were excavated on a 30 m grid in areas 

with less than 10 percent surface visibility. In general, shovel probing was employed minimally to 

document soil profile data as the majority of these areas are dominated by expansive agricultural pastures 

with high surface visibility. 

The survey of the flowage easements resulted in the assessment of the portion of Site 32WI1367 within 

the survey corridor, and the documentation of a new prehistoric site (32MZ2874) located on the southern 

banks of the Missouri River. Dakota Access would entirely avoid impacting this NRHP-eligible canal feature 

by installing the pipe via HDD in this area. The HDD workspace would be off-set a sufficient distance to 

ensure that no components or associated features of this canal would be adversely impacted. Regarding 

site 32MZ2874 on the south side of the Missouri River, the HDD workspace has been designed in order to 

avoid impacts to this site. Exclusionary fencing would be installed along the eastern border of the HDD 

workspace during drilling activities to prevent inadvertent impacts or trespassing. No additional cultural 

resources were documented within the portion of the Project area that traverses the flowage easements. 

A Class II/Class III Archaeological Survey was also conducted within a 400-foot environmental survey 

corridor, and along a 100-foot-wide potential stringing corridor across federal lands. Survey investigations 

across the federal lands resulted in the documentation of one new archaeological site (32MO570). This 

site consists of a singular lithic flake in isolated contexts and is recommended as not eligible for listing in 

the National Register of Historic Places (NRHP) and no further work is warranted. 

These survey investigations did not include a revisit of the 7 previously recorded sites mapped directly 

adjacent to the Lake Oahe banks. The HDD workspaces for the Project are off-set from the banks of the 

lake by a sufficient distance to entirely avoid all seven of these previously recorded archaeological sites. 

A more thorough discussion of the cultural setting, relevant previous studies, as well as geologic and 

geomorphic analysis of the region, and results of the current survey can be referenced in Appendix I. 

As mentioned previously, survey investigations were restricted to those properties where land access was 

voluntarily given by landowners. As detailed in Appendix I, an Archaeological Resource Protection Act 

(ARPA) permit was not required for any fee title or federal lands as all Class II/III surveys were conducted 
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exclusively across private lands. Should significant modifications to workspace design require impacts to 

federal lands, Dakota Access would afford the district commander or their agent the opportunity to review 

ARPA or other antiquities permits that may be required to assess direct impacts to federal lands. Access 

to the shoreline for water acquisition is not required on Corps fee-lands. 

3.7.1.2 Impacts and Mitigation

Dakota Access has conducted Class III inventory surveys throughout the 400-foot-wide survey corridor, 

and 100-foot-wide pullback string. Regarding the NRHP-eligible BTIS (site 32WI1367), the Project 

proposes to traverse one historic canal feature that has been determined to be an eligible component of 

the site. Impacts to this feature would be avoided via HDD to ensure the integrity of construction design 

for these historic-age features is preserved. This management recommendation has been included as a 

viable avoidance option in the Class III report submitted to both the ND SHPOs office that the USACE 

regional archaeological staff. To date, the SHPO has deferred consultation to the regional USACE 

archaeologist and has not provided comment regarding these avoidance options. 

There are no other previously or newly recorded historic properties identified on or near the flowage 

easements that are crossed by the Project. Although there are seven previously documented cultural 

sites within the 400-foot survey corridor in the vicinity of the Lake Oahe crossing, these sites would not 

be adversely impacted by the Project. HDD workspaces, as well as staging and stringing areas would be 

positioned in excess of 100 feet beyond the mapped boundaries of these previously recorded sites. 

Specifically, the western HDD workspace would be located approximately 630 feet west of previously 

cultural resource sites, and the eastern HDD workspace would be located 230 feet east of the mapped 

cultural resources sites. Additionally, Class III survey efforts conducted within the Project workspace 

directly adjacent to these site boundaries were negative for cultural resources thus confirming that no 

cultural components associated with these sites stretch into the currently defined workspace areas. 

Overview maps depicting workspace design in relation to these previously recorded sites is provided in 

Appendix I. 

In accordance with Section 106 of the NHPA, Dakota Access has made a good faith effort to identify 

significant historic properties within the Project area. Based on the result of these efforts, no properties 

consisted to be eligible, or potentially eligible for listing in the National Register of Historic Places (NRHP) 

would be adversely impacted by the proposed Project or Connected Action. 

Dakota Access’ UDP was developed (Appendix F) for use during all DAPL Project construction activities 

which describes actions that would be taken in the event of a previously unrecorded cultural resource site 

is discovered during construction activities. The UDP explicitly calls for work to stop until the correct 

authority or agency can be contacted and the find can be properly evaluated.

3.7.2 Native American Consultations

Consultation with federally-recognized tribal entities for those portions of the Project area defined for 

this EA has been initiated but has not been concluded, per Section 106 of the National Historic 

Preservation Act (NHPA). This process was initiated by the USACE in November 2014 in accordance with 

the Programmatic Agreement (PA) for Corps approval of initial geotechnical investigations at Lake Oahe 

and was concluded in January 2015. The PA process was initiated again in July 2015 for the proposed 
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pipeline route and associated installation methods. The USACE has been working to gather input from 

the various tribal interests so that tribal consultations can be accounted for in making the final decision 

on the DAPL project. Formal consultation was requested by a few tribes and efforts have been made to 

hold an on-site meeting at Lake Oahe and to have a government to government meeting, neither of 

which have occurred to date. 

3.7.2.1 Additional Information

At the request of the Standing Rock Sioux Tribe (SRST) Tribal Historic Preservation Officer (THPO), 

representatives from Dakota Access attended a meeting at their THPO's office in October 2014. At this 

meeting Dakota Access introduced the project and route and requested that the SRST share any concerns 

of the route with respect to tribal interests. At this meeting the SRST THPO indicated that the Lake Oahe 

HDD appeared to avoid impacts to known sites of tribal significance.

3.8 Social and Economic Conditions

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

impacts on social and economic conditions would occur. However, If the objectives of the Project are to 

be met under the “no action” alternative, other projects and activities would be required and these 

projects would result in their own impacts on social and economic conditions, which would likely be 

similar to or greater than the proposed Project. Nevertheless, the impacts associated with a future project 

developed in response to the “no action” alternative are unknown, while primarily beneficial impacts on 

social and economic conditions would occur as a result of the Proposed Action, as described in the sections 

below.

The overall Project is a $3.78 billion dollar investment directly impacting the local, regional, and national 

labor force by creating nearly 12,000 construction jobs. As a matter of practice and their promise as part 

of this Project, Dakota Access would utilize American labor to build the pipeline. Dakota Access has 

teamed up with the various craft and labor unions in the project regions and nationally to ensure the 

Project is constructed by highly qualified and experienced local and regional labor resources. These wellpaying construction jobs would create considerable labor income and state income tax revenue –

including the generation of more than $13.4 million in ad valorem taxes. Upon authorization, the Project 

would put welders, mechanics, electricians, pipefitters, heavy equipment operators, and others within 

the heavy construction industry to work.

3.8.1 Demographics, Employment, and Income

3.8.1.1 Affected Environment

Population, employment, and economic data were collected using Census tracts within a 0.5 mile radius 

of the Proposed Action. 

Two Census tracts were identified in the vicinity of the flowage easement crossing, including CT9625 in 

McKenzie County and CT9535 in Williams County. The total population for CT9625 in McKenzie County is 

1,504 and 1,540 for CT9535 in Williams County. There are a 557 and 618, respectively, households in the 

effected Census tracts in McKenzie and Williams counties. Unemployment in McKenzie County CT9625 is 
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1.2% and in Williams County CT 9535 is 1.7%. For those who are employed, agriculture employs the largest 

number of people in both Census tracts, followed by educational services, health care and social 

assistance fields. Construction is the third largest industry that employs residents in the two Census tracts.

Near the Lake Oahe crossing, two Census tracts were identified for this EA, including CT9665 in Emmons 

County and CT204 in Morton County. The total population for CT9665 in Emmons County is 3,521 and 

3,063 for CT204 in Morton County. There are 1,634 and 1,236, respectively, households in the effected 

Census tracts in Emmons and Morton counties. Unemployment in Emmons County CT9665 is 4.9% and in 

Morton County CT204 is 1.5%. For those who are employed, agriculture employs the largest number of 

people CT9665 in Emmons County, followed by educational services, health care and social assistance 

fields. Construction is the third largest industry that employs residents in CT9665 in Emmons County. 

Educational services, and health care and social assistance is the leading industry employer in CT204 in 

Morton County followed by agriculture. Retail trade is the third largest industry employing residents in 

CT204 in Morton County.

3.8.1.2 Impacts and Mitigation

The Project is assumed to have a short construction window with a small number of construction workers 

dedicated to these crossings. It is possible that counties within the Project Area could experience shortterm temporary effects to the local economy through induced spending from construction employees 

working on the crossing. No residential homes or farms would be relocated resulting from the proposed 

action. Additionally, no demographic changes in the Census tracts affected are anticipated because no 

permanent employees would be created as a result of the Proposed Action.

The Project also has tremendous secondary and sustainable economic benefits to the United States by 

supporting energy independence, increasing employment opportunities, and adding to demand in many 

manufacturing sectors, which would be a boost to the overall economy. When considering the economic 

impact and benefit, once U.S. workers are employed on the Project, consistent with most megainfrastructure projects, the workers would spend their earnings in the communities where they work and 

live, resulting in multiplied economic impacts that would be nearly $5 billion just during the construction 

phase. This economic impact would affect manufacturing in many domestic sectors such as the following 

examples. It result in new vehicles being purchased, which positively impacts the auto industry. It would 

result in new homes being built, which improves and increases the housing construction, resale, and 

lending business located in the region and across the U.S. It impacts the food industry by requiring more 

food services and products to be delivered and consumed in the DAPL Project region. The list could 

continue with a description of many secondary benefits, but in summary, the economic impact to the U.S. 

as well as the immediate region where the pipeline is located is tremendous and critical to keep Americans 

employed and our economy moving forward.

3.9 Environmental Justice

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

environmental justice impacts would occur. However, If the objectives of the Project are to be met under 

the “no action” alternative, other projects and activities would be required and these projects could result 

in their own environmental injustice impacts, which would likely be similar to or greater than the proposed 

Project. Nevertheless, the impacts associated with a future project developed in response to the “no 
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action” alternative are unknown, while no disproportional impacts on minority or low-income populations 

would occur as a result of the Proposed Action, as described in the sections below.

3.9.1 Affected Environment

EO 12898, Federal Actions to Address Environmental Justice in Minority Populations and Low-Income 

Populations, requires all federal agencies to identify and address disproportionately high and adverse 

human health or environmental of their programs and policies on minority and low-income populations 

and communities. The CEQ guidance suggests that an environmental justice population may be identified 

if “the minority population percentage of the affected area exceeds 50%, or if the minority population 

percentage of the affected area is meaningfully greater than the minority population in the general 

population or other appropriate unit of geographic analysis” (CEQ, 1997). The CEQ defines low-income 

populations based on an annual statistical poverty threshold. In 2013, the poverty threshold for the 48 

contiguous states for an individual under the age of 65 living alone was $12,119 (U.S. Census Bureau, 

2014). In this analysis, low-income populations were identified when the percentage of the population 

living below the poverty rate exceeded the U.S. average, which is 14.9%. EPA has identified ten 

communities across the U.S. termed Environmental Justice Showcase Communities where EPA has 

committed to address environmental justice challenges existing in those communities. 

3.9.2 Impacts and Mitigation

No appreciable minority or low-income populations exist in these Census tracts at either crossing (Tables

3-13 through 3-16). Therefore, this topic was omitted from further analysis in this EA.

Table 3-13

Minority Population Statistics for the Flowage Easements Project Area and Connected Action

Location Total 

Population

Percent

White 

Alone1 Black NA/AN2 Asian Alone

Pacific 

Islander

Two or 

More 

Races

Other Hispanic or 

Latino3

FEDERAL

United 

States 309,138,711 63.7 12.2 0.7 4.8 0.2 2 0.2 16.4

STATE

North 

Dakota 676,253 90.0 1.2 5.3 1.0 0.1 1.7 0.7 2.1

COUNTY

McKenzie 

County 6,692 76.6 0.2 20.4 0.6 0.0 1.6 0.6 2.7

Williams 

County 23,287 91.5 0.2 5.0 0.3 0.1 1.7 1.2 2.3

LOCAL

McKenzie County

CT9625 1,418 98.4 0.0 0.8 0.2 0.0 0.3 0.3 1.2

Williams County
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Table 3-13

Minority Population Statistics for the Flowage Easements Project Area and Connected Action

Location Total 

Population

Percent

White 

Alone1 Black NA/AN2 Asian Alone

Pacific 

Islander

Two or 

More 

Races

Other Hispanic or 

Latino3

CT9535 24,563 91.4 0.4 5.0 0.5 0.0 1.4 1.4 2.5

Source: U.S. Census Bureau, American Community Survey (2008-2012 5-year estimates).

1 White Alone, not Hispanic or Latino.

2 NA/AN: Native American/Alaska Native.

3 Hispanic or Latino is ethnicity not race, although is still considered in this analysis.

Table 3-14

Low-Income Population Statistics for the Flowage Easements Project Area and Connected Action

Location Median Household Income ($) Persons Below the Poverty Level (%)

FEDERAL

United States 53,046 14.9

STATE

North Dakota 51,641 12.1

COUNTY

McKenzie County 61,893 13.2

Williams County 69,617 8.1

LOCAL

McKenzie County

CT9625 65,650 6.1

Williams County

CT9535 72,500 9.9

Source: U.S. Census Bureau, American Community Survey (2008-2012 5-year estimates).

No Environmental Justice Showcase Communities potentially affected by the Proposed Action are located 

within the federal lands or flowage easement Project Area (EPA, 2012).

Table 3-15

Minority Population Statistics for the Federal Lands Project Area

Location Total 

Population

Percent

White 

Alone1 Black NA/AN2 Asian Alone

Pacific 

Islander

Two or 

More 

Races

Other Hispanic 

or Latino3

FEDERAL

United States 309,138,711 63.7 12.2 0.7 4.8 0.2 2 0.2 16.4

STATE

North Dakota 676,253 90.0 1.2 5.3 1.0 0.1 1.7 0.7 2.1

COUNTY

Emmons 

County 3,544 99.4 0.0 0.3 0.0 0.0 0.3 0.1 0.2
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Table 3-15

Minority Population Statistics for the Federal Lands Project Area

Location Total 

Population

Percent

White 

Alone1 Black NA/AN2 Asian Alone

Pacific 

Islander

Two or 

More 

Races

Other Hispanic 

or Latino3

Morton 

County 27,439 93.8 0.5 3.7 0.2 0.0 1.3 0.5 1.5

LOCAL

Emmons County

CT9665 3,521 98.7 0.0 0.1 0.4 0 0.8 0.1 0.2

Morton County

CT204 3,063 97.6 0.0 1.7 0.0 0.0 0.7 0.0 0.0

Source: U.S. Census Bureau, American Community Survey (2008-2012 5-year estimates).

1 White Alone, not Hispanic or Latino.

2 NA/AN: Native American/Alaska Native.

3 Hispanic or Latino is ethnicity not race, although is still considered in this analysis.

Table 3-16

Low-Income Population Statistics for the Federal Lands Project Area

Location Median Household Income ($) Persons Below the Poverty Level (%)

FEDERAL

United States 53,046 14.9

STATE

North Dakota 51,641 12.1

COUNTY

Emmons County 37,304 14.7

Morton County 57,988 8.8

LOCAL

Emmons County

CT9665 37,304 14.7

Morton County

CT0204 78,135 5.0

Source: U.S. Census Bureau, American Community Survey (2008-2012 5-year estimates).

3.10 Hazardous Waste

The EPA (2015) defines hazardous waste as waste that is dangerous or potentially harmful to our health 

or the environment, occurring as liquids, solids, gases, or sludges. They can be generated through the 

disposal of commercial products, such as cleaning fluids or pesticides, or manufacturing processes. 

Improper management and disposal of hazardous substances can lead to pollution of groundwater or 

other drinking water supplies and the contamination of surface water and soil. The primary federal 

regulations for the management and disposal of hazardous substances are the Comprehensive 

Environmental Response, Compensation, and Liability Act (CERCLA) and the Resource Conservation and 

Recovery Act (RCRA). 
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A review of regulated facilities for hazardous materials along the Project corridor was conducted by 

searching online records maintained by the EPA (2014). Presently, there are no recognized Radiation 

Information Database, Brownfields, Superfund, Toxic Release Inventory, or air emission sites within one 

mile of the flowage easements and Lake Oahe crossings. No operating sensitive receptors, such as schools 

or hospitals, are reported within at least one mile. Additionally, there are no NPDES discharge sites within 

one mile of the Project Areas. 

With the Proposed Action, there is potential for temporary impacts to public safety from hazardous 

material use. Other hazards to worker safety may also exist along the Project corridor, but do not pose a 

significant impact. Because there were no regulated sites found within the one-mile search radius of the 

Project Area, no impacts to the Project, Project media, or worker safety are expected. In the unlikely 

event contamination is encountered during construction, the UDP (Appendix F) would be implemented 

to protect people and the environment and avoid or minimize any effects from unearthing the material.

Any hazardous materials discovered, generated, or used during construction would be managed and 

disposed of in accordance with applicable local, tribal, state, and federal regulations. Should emergency 

response be required during construction, the contractor would have some of their own trained or 

contracted responders, and local response teams would be expected to assist.

Dakota Access would comply with any laws, regulations, conditions, or instructions issued by the EPA, or 

any Federal, state, or local governmental agency having jurisdiction to abate or prevent pollution, such as 

the RCRA, and State hazardous waste management rules. 

3.11 Reliability and Safety

The PHMSA, a federal agency within the U.S. DOT is the primary federal regulatory agency responsible for 

ensuring the safety of America’s energy pipelines, including crude oil pipeline systems. As a part of that 

responsibility, PHMSA established regulatory requirements for the construction, operation, maintenance, 

monitoring, inspection, and repair of liquid pipeline systems. 

Construction activities could present safety risks to those performing the activities, residents and other 

pedestrians in the neighborhood. Given the low population density of the area, risks would be limited to 

workers involved with the Project. All activities would be conducted in a safe manner in accordance with 

the standards specified in the Occupational Safety and Health Administration (OSHA) regulations. 

To prevent pipeline failures resulting in inadvertent releases, Dakota Access would construct and maintain 

the pipeline to meet or exceed industry and governmental requirements and standards. Specifically, the 

steel pipe would meet PHMSA specifications under 49 CFR § 195, follow standards issued by the American 

Society of Mechanical Engineers, National Association for Corrosion Engineers and American Petroleum 

Institute (API). Once installed, the pipeline would be subjected to testing to verify its integrity and 

compliance with specifications, including hydrostatic pressure testing at the crossings, checking coating 

integrity, and X-ray inspection of the welds. The pipeline would be placed into service only after 

inspection to verify compliance with all construction standards and requirements. Dakota Access would

maintain and inspect the pipeline in accordance with PHMSA regulations, industry codes and prudent 

pipeline operating protocols and techniques. The pipeline ROW would be patrolled and inspected by air 

every 10 days, weather permitting, but at least every three weeks and not less than 26 times per year, to 
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check for abnormal conditions or dangerous activities, such as unauthorized excavation along the pipeline 

route. 

As previously discussed, Dakota Access is currently drafting a Facility Response Plan, in accordance with 

49 CFR 194, which details the procedures to be implemented in the event of an inadvertent pipeline 

release and would be in place prior to commencing transportation of crude oil. Dakota Access anticipates 

submitting the Facility Response Plan to PHMSA for review and approval in the third quarter of 2016 by 

PHMSA and would provide a copy to the Corps at this time.

Following completion of construction and throughout operation of the Project facilities, the Operator and 

qualified contractors would maintain emergency response equipment and personnel at strategic points 

along the pipeline route. These personnel would be trained to respond to pipeline emergencies as well 

as in the National Incident Management System (NIMS) Incident Command System (ICS). Additionally, 

contracts would be in place with oil spill response companies that have the capability to mobilize to 

support cleanup and remediation efforts in the event of a pipeline release. The operator would also 

coordinate with local emergency responders in preventing and responding to any pipeline related 

problems. These activities would include conducting and hosting, over a period of time, emergency 

response drills with both Dakota Access employees and local emergency responders along the pipeline 

route. 

In addition to the testing and inspection measures listed above, Dakota Access would utilize a supervisory 

control and data acquisition (SCADA) system to provide constant remote oversight of the pipeline 

facilities. Power for the SCADA system would be provided from an existing power grid. In the event of a 

power outage, a 500 watt Uninterruptable Power Supply would supply low voltage power to the 

Programmable Logic Controller and communication equipment. Communication with the SCADA system 

would be accomplished via satellite (Hughes Global Network) and telephone (4G cellular [ATT] or landline 

depending on availability/coverage). Both forms of communication are continually engaged to poll 

information from these sites for 100% reliable remote monitoring / operation of these sites through the 

SCADA system to the Operations Control Center (OCC) in Sugarland, Texas (a backup control room is 

located in Bryan, Texas), and are proven to have the least potential for interruption during pipeline 

operations.

If an alarm criteria threshold is met, the SCADA system would alert Dakota Access’ OCC Operators, located 

in Sugarland and Bryan, Texas, of rapid drops in pressure, who would then activate the controls as 

necessary and initiate procedures for an appropriate response. The OCC prioritizes and responds to all

alarms in accordance with the control room management regulations referenced in PHMSA CFR 195.446

(e). This regulation requires that the OCC Operator have a SCADA system alarm management plan; in 

general, the plan must include review of the SCADA alarm operations to ensure alarms support safe 

pipeline operations, identify any required maintenance that may affect safety at least once every calendar 

month, verify correct safety-related alarm values and descriptions at least once every calendar year when 

associated field equipment are changed or calibrated, determine effectiveness of the alarm management 

plan through a yearly review, and monitor content and volume of activity at least once a calendar year to 

assure controllers have adequate time to review incoming alarms. Leak Warn, a leading software program 

for monitoring pipelines, is being tailored to the pipeline facilities, in accordance with Pipeline and 

Hazardous Materials Safety Administration requirements. The Operator would utilize a Computational 

Pipeline Monitoring System (CPM) to monitor the pipeline for leaks. The CPM is a state-of-the-art pipeline 
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monitoring tool and features a real-time transient model that is based on pipeline pressure, flow, and 

temperature data, which is polled from various field instruments every 6 seconds and updates the model 

calculations to detect pipeline system variations every 30 seconds. After the system is tuned, this stateof-the-art CPM system is capable of detecting leaks down to 1 percent or better of the pipeline flow rate

within a time span of approximately 1 hour or less and capable of providing rupture detection within 1 to 

3 minutes. In the event that a leak is confirmed through verification, pump station shutdown would be 

initiated within a predetermined amount of time to effectuate. Next, the remotely controlled isolation 

valves (mainline valve sites would be installed on both sides of large waterbody crossings for isolation in 

the event of an emergency shutdown), which are operable from the OCC, would be closed. These valves 

have a closure time of no greater than three (3) minutes. Monitoring of the pipeline segments installed 

via HDD would be accomplished in the same manner as those segments installed by conventional methods

(i.e., SCADA, internal inspection devices, and aerial patrols). Typically, repairs are not made on any section

of pipe greater than 10 to 20 feet below the ground surface depending on the repair needed. If a material 

impact was on the pipeline below the 10-foot depth, operation of the system would be modified 

accordingly (e.g., reduce operating pressure) or the line would be re-drilled. If inspections identify an 

anomaly, requirements would be followed to comply with U.S. DOT requirements.

3.12 Air Quality and Noise

Under the “no action” alternative, Dakota Access would not construct the proposed Project and no 

impacts on air quality and noise would occur. However, If the objectives of the Project are to be met 

under the “no action” alternative, other projects and activities would be required and these projects 

would result in their own impacts on air quality and noise, which would likely be similar to or greater than 

the proposed Project. Nevertheless, the impacts associated with a future project developed in response 

to the “no action” alternative are unknown, while only temporary and minor impacts on air quality and 

noise would occur as a result of the Proposed Action, as described in the sections below.

3.12.1 Air Quality

3.12.1.1 Affected Environment

The Clean Air Act (CAA) of 1970 requires that states adopt ambient air quality standards. The CAA (42 USC 

7401 et seq.) establishes ambient air quality standards, permit requirements for both stationary and 

mobile sources, and standards for acid deposition and stratospheric ozone (O3) protection. The standards 

have been established in order to protect the public from potentially harmful amounts of pollutants. 

Under the CAA, the EPA establishes primary and secondary air quality standards. Primary air quality 

standards protect public health, including the health of “sensitive populations, such as people with 

asthma, children, and older adults.” Secondary air quality standards protect public welfare by promoting 

ecosystem health, and preventing decreased visibility and damage to crops and buildings.

According to the EPA, North Dakota has no nonattainment areas for criteria pollutants. The Bismarck air 

quality monitoring station in Burleigh County is located approximately 23 miles north-northwest of the 

Lake Oahe crossing. The Bismarck air quality monitoring station measures sulfur dioxide, nitrogen dioxide, 

particulate matter, ground-level ozone, and meteorological data (North Dakota Department of Health, 

2013). The Williston air quality monitoring station in Williams County is located approximately 18 miles 

northeast of the flowage easement crossing. The Williston air quality monitoring station measures 
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particulate matter, ground-level ozone, and meteorological data. The monitoring objective of both 

stations is to measure population exposure to air quality parameters.

Monitoring data for these stations from 2003-2013 show pollutant levels for sulfur dioxide, nitrogen 

dioxide, ozone, and particulate matter did not exceed state or deferral ambient air quality standards at 

any of the state-operated monitoring sites (North Dakota Department of Health, 2013).

3.12.1.2 Impacts and Mitigation

With the Proposed Action, no long-term impacts to air quality would occur; the proposed pipeline would 

not emit any criteria air pollutants.. Short-term impacts to air quality may occur during construction phase 

of the Project. The contribution of the Project to greenhouse gas emissions during construction would be 

considered a minor indirect impact to climate change.

During construction, emissions from fuel-burning internal combustion engines (e.g., transportation trucks, 

heavy equipment, drill rigs, etc.) would temporarily increase the levels of some of the criteria pollutants, 

including carbon monoxide, nitrogen dioxide, ozone, particulate matter, and non-criteria pollutants such 

as volatile organic compounds. Construction of the Lake Oahe crossing is likely to take six to eight weeks

to complete. Conventional pipeline construction across the flowage easements would take approximately 

two weeks and activities at the HDD exit point for crossing the Missouri River on the flowage easement 

LL3440E would likely operate for four to six weeks. To reduce the emission of criteria pollutants, fuelburning equipment running times would be kept to a minimum and engines would be properly 

maintained. This temporary increase in emissions is not expected to impact air quality or visibility in the 

region long-term.

3.12.2 Noise

3.12.2.1 Affected Environment

Sound is a sequence of waves of pressure that propagates through compressible media such as air or 

water. When sound becomes excessive, annoying, or unwanted it is referred to as noise. 

Decibels (dB) are the units of measurement used to quantify the intensity of noise. To account for the 

human ear’s sensitivity to low level noises,the decibel values are corrected for human hearing to weighted 

values known as decibels of the A-weighted scale (dBA; see Table 3-17). The EPA has set values that 

should not be exceeded. While the primary responsibility of regulating noise was transferred from the 

EPA to state and local governments in 1981, the Noise Control Act of 1972 and the Quiet Communities 

Act of 1978 are still in effect. 

Table 3-17

Noise Values

Area Noise Level Effect

All areas Leq (24) < 70 dBA Hearing

Outdoors in residential areas and farms where people 

spend varying amounts of time in which quiet is a basis 

for use

Ldn < 55 dBA Outdoor activity interference 

and annoyance
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Table 3-17

Noise Values

Area Noise Level Effect

Outdoor areas where people spend limited time such as 

school yards, playgrounds, etc. Leq (24) < 55 dBA Outdoor activity interference and annoyance

Indoor residential areas Ldn < 45 dBA Indoor activity interference 

and annoyance

Indoor areas with human activities such as schools, etc. Leq (24) < 45 dBA Indoor activity interference 

and annoyance

Source: (The Engineering ToolBox, 2015)

Leq: 24-hr equivalent sound level

Ldn: day-night average sound level

The dominant land use in the proposed Project Area is agricultural. The Day-Night Average Sound (Ldn) 

level for agricultural crop land is 44 dBA, and rural residential is 39 dBA (The Engineering ToolBox, 2015). 

3.12.2.2 Impacts and Mitigation

Construction of the Project would temporarily affect the noise levels on and around the flowage easement 

and federal lands crossing areas. Construction would cause temporary increases in the ambient sound 

environment in the areas immediately surrounding active construction. The use of heavy equipment or 

trucks would be the primary noise source during construction and excavation. The level of impact would

vary by equipment type, duration of construction activity and the distance between the noise source and 

the receptor. Construction activities would typically be limited only to daytime hours. Potential 

exceptions include work determined necessary based on weather conditions, safety considerations, 

and/or critical stages of the HDD [e.g. if pausing for the night would put the drill at risk of closing or 

jamming].

Once constructed and in-service, normal pipeline operations are not audible and noise impacts would be 

limited to the short-term construction window. Dakota Access would mitigate noise impacts by limiting 

equipment running times and the duration of Project construction to the minimum amount necessary to 

complete the Project. Noisy construction activities would typically be limited to the least noise-sensitive 

times of day (daytime only). 

It is not anticipated that the temporary increase in ambient sound levels associated with construction 

would result in a significant noise impact. 
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4.0 CUMULATIVE IMPACTS

Cumulative impacts to the environment result from the incremental impact of the action when added to 

other past, present, and reasonably foreseeable future actions regardless of what agency (Federal or nonFederal) or person undertakes such other actions. Cumulative impacts may result from individually minor 

but collectively significant actions taking place over a period of time 40 CFR Part 1508.

Consultation with the North Dakota Public Service Commission (NDPSC) personnel, and subsequent 

evaluation of its online resources, provided a systematic source of information that was useful for 

evaluating cumulative impacts. Although the NDPSC does not maintain a centralized repository for energy 

infrastructure development projects, it provides a summary of siting applications, which offers one metric 

of energy project development (excluding gathering lines), particularly over time (NDPSC, 2012a). The 

siting application summary (NDPSC, 2012b) contains records starting in 1996. The number of statewide 

siting applications increases markedly starting in 2007, coinciding with development of the Bakken 

Formation oil field. Prior to that, only three to four applications would typically be submitted on an annual 

basis (NDPSC, 2012a).

Past actions in the vicinity of the Project include oil and gas development and associated infrastructure, 

utility installation, and agriculture. These past activities most likely have had effects on soils, water 

resources, vegetation, wildlife, land use, visual resources, paleontological resources, and cultural 

resources. The Dakota Access Project route was sited to minimize green-space impacts by co-locating 

with existing utility corridors over much of its length. As a result, the flowage easement crossing, as 

designed, would be co-located with a Oneok/TransCanada natural gas pipeline and the Lake Oahe HDD 

would be co-located with a natural gas pipeline and a 345 kV power line. At both of these locations, the 

predominant land use is agriculture. In addition to ongoing agricultural practices and the expansion of 

regional oil and gas development activities, cumulative impacts associated with the Dakota Access Project 

as whole were also considered. 

Cumulative impacts were evaluated for the following resources and were determined to be negligible or 

nonexistent based on past and foreseeable future actions in the Project Area and the minor and 

temporary contribution of the Project to effects on these resources:

 Geology and Soils Section 4.1

 Water and Aquatic Life Resources Section 4.2

 Vegetation, Agriculture, and Range Resources Section 4.3

 Threatened, Endangered, Candidate, and Proposed Species Section 4.4

 Wildlife Resources Section 4.5

 Land Use and Recreation Section 4.6

 Cultural and Historic Resources and Native American Consultations Section 4.7

 Social and Economic Conditions Section 4.8

 Transportation and Traffic Section 4.9

 Environmental Justice Section 4.10

 Air Quality and Noise Section 4.11
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4.1 Geology and Soils

The continued development of oil and gas exploration and production in the region at its current level 

increases the potential for adverse cumulative impacts to geologic resources. Cumulative impacts could 

occur when future utilities seek to be co-located within existing corridors or alternatively when greenfield 

development occurs in landslide prone or highly erodible areas. However, with the proper 

implementation of reclamation and restoration BMPs these impacts can be reduced.

A second potential cumulative impact to geologic resources is the continued exploitation of the mineral 

resource which could lead to complete depletion of the resource. The mineral resource is understood to 

be finite. The effect would be primarily economic to the various entities with financial interests; 

secondarily there could be indirect impacts, potentially beneficial, associated with technological advances 

within the industry that would facilitate the recovery of mineral resources that cannot be recovered 

currently.

Agricultural practices throughout the region as well as the thousands of miles of gathering pipelines that 

may be built in the region on an annual basis could contribute to cumulative impacts on soils. Agricultural 

practices can result in increased erosion and runoff when soils are exposed for long periods such as when 

fields are fallow or prior to seeding. Impacts to soils as a result of pipeline installation are typically 

associated with excavation activities which may result in compaction and erosion when soils are exposed 

prior to revegetation. Impacts to soils as a result of the Project would be mitigated through the 

implementation of BMPs which may include topsoil segregation, erosion controls, and decompaction. 

Furthermore, adherence to NPDES permits would require adequate design, grading, and use of BMPs to 

ensure that erosion and sediment control measures are properly utilized. Generally, because of the 

utilization of top soil segregation and erosion controls, as well as the minimal workspace requirements 

and minimum duration of exposed excavations during construction of the Project, the cumulative impacts 

on soils resulting from construction of the Project when combined with agricultural practices and other 

pipeline installations would not be significant. 

No impacts on mineral extraction, mining, or other deeper geologic resources would be cumulative, since 

these uses of geologic resources (i.e., mining) do not occur in the Project Area. Clearing and grading 

associated with construction of the Project and other projects in the vicinity could increase soil erosion in 

the area. Because the direct effects would be localized and limited primarily to the period of construction, 

cumulative impacts on geology, soils, and sediments would only occur if other Projects were constructed 

at the same time and place as the proposed Project facilities. 

4.2 Water and Aquatic Life Resources

Impacts on water resources (i.e., groundwater, surface waters, wetlands) associated with the Project 

would be avoided, temporary, and/or minor, as all surface waterbodies would be crossed via trenchless 

methods (i.e., HDD or bore), no permanent fill or loss of wetlands are anticipated, and potential spillrelated impacts would be avoided or greatly reduced by regulating fuel storage and refueling activities 

and by requiring immediate cleanup should a spill or leak occur. 

Recently completed construction or current construction within the vicinity of the proposed Project could 

extend the period of exposure of soils as a result of incomplete revegetation. These exposed soils may 
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increase the potential for soil erosion or sediment transport via overland flow during precipitation events 

resulting in sedimentation in surface waterbodies. These increased loads could have the potential to 

temporarily impact water quality, wetlands, and sensitive fish eggs, fish fry, and invertebrates inhabiting 

waterbodies in the Project watersheds. However, all projects, including the Dakota Access Project as a 

whole, are subject to regulation by the USACE under the CWA. By installing the pipeline using the HDD 

technique at the Missouri River and Lake Oahe crossings, as well as other crossings associated with the 

Dakota Access Project as a whole, and implementing the erosion and sediment control measures specified 

in the ECP (Appendix G) and SWPPP (Appendix A), the potential for increased sediment loading from 

terrestrial sources is minimized and the cumulative effect is considered to be negligible. 

In addition to water quality impacts associated with sediment loading from erosion and run-off, an 

inadvertent release of non-hazardous drilling mud could occur during HDD activities, including those at 

Lake Oahe and the Missouri River. The likelihood of inadvertent releases of drilling mud is greatly 

minimized through thorough geotechnical analysis and detailed design/mitigation plans at each crossing 

and careful monitoring of drilling mud returns and pressure during HDD activities. If an inadvertent 

release were to occur within a waterbody during HDD activities, such as those at the Missouri River and 

Lake Oahe crossings, impacts on water quality and aquatic resources would be minor. Drilling mud is nonhazardous and impacts on water quality and aquatic resources would be akin to those associated with 

sediment loading. Due to the quantity of drilling mud used in relation to the size of waterbodies typically 

crossed via HDD, impacts would be temporary and mitigated through implementation of an HDD 

Contingency Plan (Appendix B) Impacts on all waterbodies crossed by the Dakota Access Project in its 

entirety would be minimized or avoided via HDD and/or use of erosion and sediment control measures; 

thereby minimizing the potential for cumulative impacts on water and aquatic life resources. 

Impacts on water and aquatic life resources associated with sediment loading, including potential 

inadvertent releases of non-hazardous drilling mud, as a result of the proposed Project and the Dakota 

Access Project as a whole would be temporary and short term. Therefore, these impacts, when evaluated 

with other oil and gas development and infrastructure projects in the region and agricultural practices,

would result in minor cumulative impacts on water and aquatic life resources. 

Spills or leaks of hazardous liquids during construction and operation of the proposed Project, or other 

projects in the vicinity, have the potential to result in long-term impacts on surface and groundwater 

resources as well as aquatic life resources. However, construction impacts would be mitigated by the 

proper design and implementation of BMPs would ensure avoidance, minimization, and/or mitigation of 

potential impacts on water resources and aquatic resources, as required by the various regulating 

agencies that have jurisdiction over the project. Operational risks are being mitigated by the Project 

design; the Project would be designed to meet or exceed the applicable federal regulations as detailed in 

Sec 3.10- Reliability and Safety. Therefore, the potential cumulative impacts on water resources and 

aquatic resources resulting from spills would be minor. 

In addition, while construction and operation of the Project along with the other potential projects and 

activities could result in cumulative impacts on existing wetlands in the Project watersheds, regulation of 

activities under the CWA by the Corps requires permitting and mitigation for wetland impacts so that 

there would be no net loss in the regional wetland resources. Therefore, cumulative impacts on wetland 

resources in the Project Area would be minimal.
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4.3 Vegetation, Agriculture, and Range Resources

As described within Section 3.3.1, all vegetation disturbed by construction within the flowage easements 

and the Project Area/Connected Actions of the federal lands would be restored to pre-construction 

conditions following the completion of construction activities, with the exception of one PFO wetland 

located within the permanent ROW on the flowage easements that would be converted to shrub-scrub or 

herbaceous wetlands.

No forest fragmentation would occur as a result of construction and operation of the Project within the 

flowage easements and the Project Area/Connected Actions of the federal lands. No interior (core) forest 

habitat is crossed by the Project, and the only wooded area that would be permanently impacted by the 

Project include one PFO wetland (0.05 acre) located within the permanent ROW on the flowage 

easements between HDD boxes. However, much of the forest and PFO wetlands in the vicinity of the 

Project area have already been fragmented by agricultural activities, roads, and other commercial or 

industrial developments. Further, construction of the proposed Project facilities would not result in the 

permanent loss of wetland features. Although trees within a 30-foot corridor centered on the pipeline 

that could compromise the integrity of the pipeline coating would be selectively removed throughout the 

operational life of the Project, this portion of the PFO wetland impacted by proposed Project would be 

converted to PEM or PSS and allowed to revegetate with scrub-shrub or herbaceous species. Therefore, 

further fragmentation of wetlands or creation of new forest-edge habitat as a result of the Project would

be negligible.

Regionally, the greatest impact to the native vegetative community is associated with past and current 

agricultural practices. Pipeline projects, however, impact a relatively small area in relation to the total 

landscape, as these impacts are typically short in duration and temporary in nature. Examples of impacts 

to vegetation, agriculture, and range resources could include introduction of non-native plants and/or 

noxious weeds, habitat fragmentation, decreased vegetative structure, reduced populations below critical 

threshold levels, sedimentation or degradation of surface waters, erosion, and siltation. However, the 

implementation of BMPs outlined in the SWPPP (Appendix A) and ECP (Appendix G) and reclamation of 

disturbed areas with native vegetation would reduce the chances of adverse individual or cumulative 

impacts. In addition, while other projects’ pipeline corridors may require clearing of forested areas and

potential habitat fragmentation, temporary workspace areas would be able to revegetate upon 

completion of construction. Further, these projects would be located in a region of North Dakota that is 

dominated by open or agricultural land, thereby minimizing the potential for permanent habitat 

fragmentation. 

4.4 Threatened, Endangered, Candidate, and Proposed Species

As required by the Endangered Species Act, the status of each species listed as threatened or endangered 

is evaluated every 5 years by USFWS to assess its recovery and determine if a change in its listing status is 

warranted. Where available, these documents were utilized to identify the potential for ongoing regional 

oil and gas development to significantly threaten the species listed in the Project area. For species in 

which a 5-Year Review was not available, Dakota Access utilized the species Recovery Plan and/or Final 

Rule to evaluate potential threats on the species resulting from regional oil and gas development. 
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Species for which no suitable habitat is present in the Project Area or Connected Action Area, such the as 

black-footed ferret, Dakota skipper, and gray wolf, were not evaluated, as the Project would not 

contribute to cumulative impacts on these species. Further, the northern long-eared bat was not 

evaluated since the species is not provided federal protection in the Project Area or Connected Action 

Area under the Interim 4(d) Rule; this area is well outside of the published White-Nose Syndrome Buffer 

Zone.

Habitat loss and modification are the primary threats to the continued existence of pallid sturgeon, 

interior least tern, rufa red knot, whooping crane, and piping plover. The potential cumulative impacts 

from oil and gas activities in the region on the current listing or potential elevated future listing of these 

five species are discussed in detail below. 

The USFWS (2014c) Revised Recovery Plan for the Pallid Sturgeon (Scaphirhynchus albus) specifically 

addresses the potential effects of energy development such as oil and gas pipelines on pallid sturgeon. It 

states that while a rupture of a pipeline within sturgeon habitat could pose a threat, the impacts would 

be localized and the magnitude of the impact would be dependent on the quantity and timing of the 

material released. It is highly unlikely that a cumulative impact resulting from a spill or leak would occur, 

as it would require multiple pipelines in the same general area to experience anomalous events 

simultaneously. Even if this were to occur, these impacts would be localized and temporary and would 

likely not result in a significant impact on the recovery of pallid sturgeon, as a whole. 

According to the Final Rule (79 FR 73706) for the rufa red knot (USFWS, 2014b) and the USFWS (2007) 

International Recovery Plan for the Whooping Crane (Grus americana), the USFWS considers oil and gas 

activities as a secondary threat, especially near the coast (primarily in southeast Texas in the wintering 

range). Potential threats to these species along the Central Flyway migratory route in the region of the 

Project include loss of stopover habitat from conversion of natural wetlands (e.g., prairie potholes) to 

croplands and development (including oil and gas exploration). The Project would not result in any loss 

of stopover habitat for either the whooping crane or rufa red knot; therefore, it would not contribute to 

cumulative impacts on either species as result of regional oil and gas activities. 

The USFWS does not address oil and gas activities, including potential spills, as a potential or ongoing 

threat to the interior least tern in either the 5-year review, or the recovery plan (USFWS, 2013e). The 

primary threat to interior least terns and the cause of the initial population declines resulted from river 

channelization, impoundments, and changes in river flow resulting in loss of suitable habitat throughout 

their range.

The USFWS (2009) 5-Year Review for the piping plover does specifically address threats from oil and gas 

activities in North Dakota. However, impacts from oil and gas activities that are threatening piping plover 

are associated with the development of oil and gas exploration wells located near the alkali lakes habitat, 

which accounts for 83% of the U.S. Northern Great Plains piping plover breeding habitat. The Proposed 

Action is not located within the vicinity of any of these areas and would therefore not contribute to 

cumulative impacts on piping plovers resulting from oil and gas activities.

Based on the pipeline route, and the utilization of HDDs, the proposed Project is not likely to impact any 

habitat utilized by listed species, including aquatic species as discussed in Section 4.2. The co-location of 

utilities in established corridors, the proper implementation of erosion control devices, compliance with 
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permits issued for regulated activities, and rapid, thorough, and environmentally appropriate reclamation 

efforts are industry standards that, when applied consistently, on a regional basis, would minimize 

cumulative impacts now and in the future.

4.5 Wildlife Resources

Regionally, the greatest impacts to wildlife (past, present or future) can be associated with agricultural 

development. Agricultural land use replaced the existing natural diversity with the monoculture row 

crops. The practice also introduced noxious weeds, soil pests, and other exotics, which all had significant 

cumulative impacts on regional wildlife. Relative to the habitat and land use impacts associated with past 

agricultural activities, the proposed Project impacts (as well as those associated with the oil and gas 

industry on a regional basis) would be nominal. This is due to the short duration and small scale of the 

proposed Project relative to the regional landscape and the large scale of agricultural activities in the 

region. 

The Project would not permanently alter the character of the majority of available habitats as most 

Project-related impacts are expected to be temporary (see Section 4.3 for a discussion of vegetation 

impacts associated with the Project and the Dakota Access Project as a whole). Possible temporary, shortterm impacts on wildlife as result of the Project include the displacement of some mobile individuals to 

similar, adjacent habitats during construction activities. Further, while other oil and gas projects’ pipeline 

corridors may require clearing of forested habitat (if present), once construction is complete, temporary 

workspace areas would be able to revegetate. In addition, the permanent easement would be allowed to 

revegetate with herbaceous species, which provides habitat to a variety of species that utilize herbaceous 

and edge habitats. When analyzed on a regional basis, these impacts do not change significantly in 

magnitude when compared to the current and historic impacts previously imposed upon the regional 

wildlife by agricultural development. Therefore, further habitat fragmentation as a result of the proposed 

Project or other oil and gas developments in the region would be negligible and is not anticipated to 

significantly contribute to cumulative effects on wildlife.

4.6 Land Use and Recreation

Regional oil and gas development and related activities could cause an impact to land use and recreation 

in the Project area. However, incremental increases are not anticipated based on the design of this Project

and BMPs that would be implemented to restore the impacted area. Temporary impacts to land use 

would potentially occur during the period of active construction but areas would revert to preconstruction 

use following restoration, except for a small amount of land converted for aboveground facilities. Because 

construction would be short term and land use conversion would be minimal, the cumulative impact on 

land use as a result of the Project would be temporary and minor. 

The flowage easement crossing would be located in an area with a greater density of prior development, 

while the Lake Oahe crossing would be located in an area with relatively little surface development. That 

said, since the proposed Project has been co-located with existing pipelines the additional impact incurred 

by the Project would be negligible if restored as proposed.
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4.7 Cultural and Historic Resources and Native American Consultations

Dakota Access would implement measures to avoid or mitigate adverse effects to cultural resources that 

have been determined, in consultation with the federal land managing agencies, NDSHPO, and Native 

American tribes, to be eligible for listing in the National Register of Historic Places (NRHP). In areas where 

NRHP-eligible sites are mapped directly adjacent to workspace, Dakota Access would install exclusionary 

fencing along the outer workspace boundary during construction to prevent inadvertent trespassing by 

construction staff or vehicles. These areas would be classified generically as sensitive environmental 

areas, and would be closely monitored by Environmental Inspection (EI) staff. If an unanticipated 

discovery occurs during construction, Dakota Access would follow the measures described in its UDP 

(Appendix F). 

Although the possibility of an unanticipated discovery is low based on the negative findings of the field 

survey efforts, the measures outlined in the UDP includes a thorough notification protocol which would 

ensure that the necessary cultural resources specialists and agency personnel are involved to 

appropriately address the nature significance and of the find. The Project is not anticipated to impact 

cultural resources; therefore, cumulative impacts associated with the Project would not occur. 

4.8 Social and Economic Conditions

Construction of the overall DAPL Project would contribute more than $1 billion in direct spending just for 

materials – the majority of which would be purchased here in the U.S. Fifty-seven percent of the pipe, the 

majority of the valves, fittings, valve actuators, and the majority of the remaining materials would be 

manufactured in the U.S., creating significant opportunities for regional and national manufacturing. In 

addition to manufactured goods and services, the Project would provide $195 million in easement 

payments to the landowners whose property is crossed by the proposed pipeline.

The proposed Project would have a relatively short construction window with a small number of 

construction workers dedicated to the crossings. It is possible that nearby towns could experience shortterm temporary increases to the local economy through induced spending from construction employees 

working on the crossings. No residential homes or farms would be relocated resulting from the proposed 

action. Additionally, no demographic changes in the Census tracts affected within the Project counties are 

anticipated because no permanent employees would be created as a result of the proposed Project. 

Therefore, the only indirect socioeconomic impacts from the Project are likely to be related to the 

temporary influx of workers, such as increased demand for housing and the secondary economic benefits 

discussed in Section 4.10.

The regional population has dramatically increased over the last seven year period due to oil and gas 

development; concentrated in the area of the flowage easement crossing. The majority of the current 

available and transient labor force in the region is involved in the exploration and production of the 

resources, or construction of related infrastructure, both of which are labor intensive efforts though 

temporary in nature. Well rigs are mobile and the number of available drilling leases is limited as well as 

the mineral resource itself. For these reasons the labor pool associated with the exploration and 

production of the resource are considered to be a temporary impact. 
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Regarding cumulative impacts to socioeconomic resources, the Project would minimally provide a benefit 

to local merchants and vendors as well as providing potential temporary employment opportunities to 

the local workforce. As such, no substantive negative direct, indirect, or cumulative impacts to 

socioeconomic resources would result from the Proposed Action.

4.9 Transportation and Traffic

As discussed in Section 3.3, roads throughout North Dakota have received a sharp increase in truck traffic 

due to increased oil and gas activity. The greater amount of traffic has led to a decline in the 

transportation infrastructure and a decrease in road safety throughout the state. Additional oil and gas 

development and production may continue to contribute to cumulative effects on roads in the vicinity of 

the Project Area requiring a higher frequency of road maintenance and repair on public roadways. 

Construction of the project would temporarily increase traffic in the immediate vicinity of the Project 

Area. This increase in traffic would be temporary and is not expected to result in significant impacts to 

North Dakota’s transportation infrastructure. Road improvements such as grading would be made as 

necessary and any impacts resulting from Dakota Access's use would be repaired in accordance with 

applicable local permits. Traffic interruptions would be minimized to the extent practical and would result 

in insignificant, temporary cumulative impacts on regional transportation resources as it would be 

localized to the immediate vicinity of the Project Area and major delivery routes. 

During operations of the Project, there is expected to be a positive effect on traffic resources in North 

Dakota. Once in operation, DAPL plans to transport 450,000 bpd of crude oil via pipeline which would 

significantly reduce the demand for the commercial trucking of crude oil on county, state and interstate 

highways. It is anticipated that the cumulative effects of the Project and other future pipeline projects 

would be beneficial to the transportation infrastructure in North Dakota by decreasing oil hauled by truck 

traffic and therefore reducing wear and tear on roads and highways.

4.10 Environmental Justice

The proposed Project is being co-located with existing utilities and across USACE easements and fee 

owned property. Additionally, the holders of the mineral rights and landowners in the Project area have 

witnessed a recent windfall from the oil and gas developments in the region. For these reasons, we 

conclude that no substantive cumulative impacts to minority or low-income populations would result 

from the proposed Project.

4.11 Air Quality and Noise

No operation emissions are associated with the Project activities, as no major aboveground facilities 

would be constructed in these areas. Potential cumulative impacts on air quality would result from 

concurrent construction of the Project and other development projects in the region. Impacts on air 

quality associated with construction of the Project would be temporary and short-term; therefore, even 

if construction of other projects were concurrent with this Project, cumulative construction-related air 

quality impacts would be negligible. . 
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Construction of the Project, including aboveground facilities, would affect ambient noise levels at some 

nearby residences during active construction. The noise impact of the pipeline construction would 

primarily originate from the HDD equipment and would be highly localized to the HDD entry and exit sites. 

However, because the duration of Project construction would be temporary, the contribution of the 

Project to cumulative impacts on noise would be negligible. 
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5.0 IRREVERSIBLE AND IRRETRIEVABLE COMMITMENT OF RESOURCES

As required by NEPA, any irreversible and irretrievable commitments of resources which would be 

involved in the proposed action should it be implemented, must be addressed in the EA. Irreversible 

commitments of resources result in a loss of future options. Commitments of resources which are 

irreversible are those resources which are destroyed or consumed and are neither renewable nor 

recoverable for use by future generations. Examples of irreversible commitments of resources include 

consumption of petroleum-based fuels or minerals and destruction cultural resources. Irretrievable 

commitments of resources result in a loss of productivity. Commitments of resources which are 

irretrievable occur when the productive use or value of a renewable resource is lost for a period of time. 

For example, timber or soil productivity may be lost for a period of time resulting in an irretrievable loss 

of production, but the action is reversible. 

Construction activities associated with the Project would result in the consumption of materials such as 

aluminum, steel, other metals, wood, gravel, sand, plastics, and various forms of petroleum-based fuels, 

the use of which would constitute an irreversible commitment of resources. Most of these materials are 

nonrenewable and would be irreversibly committed if not recycled or reused during maintenance or at 

the end of the life of the Project. 

Areas of vegetation removal or conversion along the permanent right-of-way, such as areas where trees 

or shrubs were established prior to construction but would be maintained in an herbaceous state during 

operation, would represent an irretrievable commitment of resources. Additionally, erosion, compaction, 

or an overall loss of soil productivity could occur if these impacts are not properly mitigated. Use of water 

for dust control and hydrostatic testing would also be irretrievable. Other irretrievable commitments of 

resources could occur if areas temporarily impacted by construction were not restored. 

Overall, there would be a very minimal commitment of irreversible and/or irretrievable resources as a 

result of this Project since the majority of impacts would be temporary and would occur within agricultural 

land. Additionally, irreversible and/or irretrievable commitments of resources would be minimized 

through the mitigation measures for the affected environments identified throughout this EA. 
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6.0 MITIGATION SUMMARY

Dakota Access has selected the Proposed Action to minimize impacts to natural/cultural resources. 

System and routing alternatives were considered for the entire DAPL Project in order to meet purpose 

and need, design criteria and construction requirements, while minimizing potential impacts to the 

existing environment and socioeconomic setting. Impacts to the environment would be temporary and 

not significant as a result of avoiding, minimizing and mitigation any potential impacts. The majority of 

potential impacts would be mitigated by HDD technology which would bore beneath resources and allow 

pipeline construction to proceed with the least amount of impacts possible. Dakota Access has would 

also implement general mitigation measures such as those described in the ECP. The ECP has been 

developed based on decades of experience implementing BMPs during construction in accordance with 

generally accepted industry practices for linear infrastructure and cross-county pipelines. It is intended 

to meet or exceed federal, state, and local environmental protection and erosion control requirements, 

specifications and practices. The ECP describes current construction techniques and mitigation measures 

that would be employed to minimize the effects of construction on environmental resources. Some of 

the basic procedures identified in the ECP are listed below:

 BMPs designed to minimize the effects of construction on environmental resources;

 Temporary and permanent erosion and sediment control measures;

 Soil handling procedures designed to preserve the integrity of the soil (e.g., topsoil 

segregation, decompaction, etc.); 

 Wetland and waterbody crossing and stabilization procedures 

 Wildlife and livestock mitigation measures

 Restoration and revegetaion procedures

 Refueling and waste management procedures

 Weed management procedures

 Winter construction practices

 Stormwater management procedures

Dakota Access incorporates environmental requirements into all construction specifications and the ECP 

would be included in contract documents and enforced as such throughout the proposed action. The 

construction contractor(s) must comply with all applicable permits and plans during all phases of 

construction. In addition to the ECP, the Proposed Action would be constructed in accordance to the 

measures detailed in Dakota Access’ SWPPP, SPCCC, HD Construction Plan, HDD Contingency Plan, and 

UDP. 

To further ensure compliance with permits, plans, obligations, and commitments, Dakota Access would

have full-time EIs to monitor construction and compliance. The EIs would be responsible for observing 

construction activities to verify that work is carried out in accordance with environmental permit 

requirements and ensure that designed avoidance and mitigation measures are properly executed during 

construction. 

No additional mitigation measures were identified for geology and soils; water resources; vegetation, 

agriculture, and range resources; wildlife resources; aquatic resources; land use and recreation; cultural 

and historic resources, social and economic conditions; environmental justice; or air and noise. General 
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mitigation measures, as described in sections 3.1 through 3.7, or avoidance associated with the trenchless 

installation (i.e., HDD or bore) of the proposed pipeline are expected to mitigate adverse impacts to 

resources. 
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7.0 FEDERAL, TRIBAL, STATE, AND LOCAL AGENCY CONSULTATION AND COORDINATION

The following is a listing of all individuals and agencies consulted during preparation of the EA regardless 

of whether a response was received. On March 30, 2015, Dakota Access sent letters to interested parties 

(indicated by the Corps) requesting comments on the federal actions associated with crossing Corps 

flowage easements and Corps owned and managed federal land. A sample request for comment letter 

sent to individuals and agencies consulted, along with the mailing list and comments received, is included 

in Appendix J. Appendix K contains the Notice of Availability of the Draft EA for comment. Table 7-1

includes a summary of agency personnel consulted. 

Table 7-1

Agency/Entity Consultation List

Agency/Entity Name Address Date Received/ 

Relevant EA Section

American Rivers Kristen McDonald 1101 14th Ave. NW STE 1400

Washington, DC 20005-5637 Pending

Bureau of Indian Affairs -

Fort Berthold Agency Howard Bemer PO Box 370New Town, ND 58763 Pending

Bureau of Indian Affairs -

Great Plains Regional 

Office

William Benjamin 115 Fourth Avenue S.E.

Aberdeen, SD 57401 Pending

Bureau of Indian AffairsFort Berthold Agency Earl Silk P.O. Box 370

New Town, ND 58763 Pending

Bureau of Indian AffairsStanding Rock Robert Demery P.O. Box E

Fort Yates, ND 58538 Pending

Bureau of Land 

Management Rick Rymerson 99 23rd Avenue West, Suite ADickinson, ND 58601 Pending

Dakota Prairie Grasslands Dennis Neitzke 1200 Missouri Ave

Bismarck, ND 58504 Pending

Dakota Resource Council Mark Trechock P.O. Box 1095

Dickinson, ND 58601 Pending

Bismarck-Mandan 

Development Association Brian Ritter

400 East Broadway Avenue, 

Suite 417

Bismarck, ND 58501

Pending

Morton County 

Commissioners Dawn Rhone 210 2nd Ave NWMandan, ND 58554 Pending

Morton County Extension 

Agent Kari Presler 210 2nd Ave NWMandan, ND 58554-3158 Pending

Morton County Weed 

Board Wayne Carter 2916 37th St. NWMandan, ND 58554 Pending

Emmons County 

Commissioners Marlys Ohlhauser P.O. Box 129Linton, ND 58552 Pending

Emmons County Extension 

Agent Connie Job Courthouse, Box 278Linton, ND 58552-0278 Pending

Emmons County Weed 

Board Sam Renschler 510 Sampson Ave.Linton, ND 58552 Pending
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Table 7-1

Agency/Entity Consultation List

Agency/Entity Name Address Date Received/ 

Relevant EA Section

Williams County 

Commissioners Beth Innis

205 East Broadway

PO Box 2047

Williston, ND 58802-2047

Pending

Williams County Extension 

Agent

302 East Broadway

PO Box 1109

Williston, ND 58802-1109

Pending

Williams County Weed 

Board Jim Basaraba 109 Main StWilliston, ND 58801-6018 Pending

National Audubon Society 

State Office Genevieve Thompson 118 Broadway, Suite 512Fargo, ND 58102 Pending

Natural Resources 

Conservation Service Kyle Hartel PO Box 583Watford City, ND 58854 Pending

Natural Resources 

Conservation Service Michele R. Doyle 2540 Overlook LaneMandan, ND 58554-1593 Pending

Natural Resources 

Conservation Service Jennifer M. H. Vetter 318 Broadway St. SLinton, ND 58552-7612 Pending

Natural Resources 

Conservation Service David Schmidt 1106 West 2nd StWilliston, ND 58801-5804 Pending

NDSU Dept of Soil 

Science-Department Chair

NDSU Dept 7680 PO Box 6050

Fargo, ND 58108-6050 Pending

North Dakota Council of 

Humane Societies Leo Keelan 1948 Anderson DriveMinot, ND 58701 Pending

North Dakota Department

of Health Peter Wax 600 East BoulevardBismarck, ND 58505 Pending

North Dakota Farm 

Bureau

4900 Ottawa Street

Bismarck, ND 58503 Pending

North Dakota Forest 

Service Larry Kotchman 307 1st Street EastBottineau, ND 58318-1100

April 22, 2015/ Section 

2.0 and Section 3.5

North Dakota Game & 

Fish Department Steve Dyke 100 N. Bismarck ExpresswayBismarck, ND 58501-5095 Pending

North Dakota Game & 

Fish Department Dave Fryda 406 Dakota AveRiverdale, ND 58565 Pending

North Dakota Game & 

Fish Department Bruce Kreft

100 North Bismarck 

Expressway

Bismarck, ND 58501-5095

Pending

North Dakota Game & 

Fish Department Kent Luttschwager 13932 West Front StreetWilliston, ND 58801-8602 Pending

North Dakota Game & 

Fish Department Fred Ryckman 406 Dakota AveRiverdale, ND 58565 Pending

North Dakota Game & 

Fish Department Terry Steinwand

100 North Bismarck 

Expressway

Bismarck, ND 58501-5095

Pending
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Table 7-1

Agency/Entity Consultation List

Agency/Entity Name Address Date Received/ 

Relevant EA Section

North Dakota Industrial 

Commission - Oil and Gas 

Division

Lynn Helms 600 East Boulevard

Bismarck, ND 58505

April 16, 2015/ Section 

3.1.2, Section 3.1.3, 

and Section 3.1.4

North Dakota Industrial 

Commission - Oil and Gas 

Division

Bruce E. Hicks 600 East Boulevard

Bismarck, ND 58505 Pending

North Dakota Land 

Department Mike Brand

1707 North 9th St. P.O. Box 

5523

Bismarck, ND 58506-5523

Pending

North Dakota Parks & 

Recreation Department Kathy Duttenhefner

1600 East Century Avenue, 

Suite 3

Bismarck, ND 58503-0649

April 20, 2015/ Section 

3.3.1, Section 3.4 and 

Section 3.5.

North Dakota Petroleum 

Council Ron Ness P.O Box 1395Bismarck, ND 58502 Pending

North Dakota State 

Historical Society Susan Quinnell 612 East Boulevard Ave.Bismarck, ND 58505

April 2, 2015/ Section 

3.7.1

North Dakota State Water 

Commission John Paczkowski 900 East Boulevard Ave.Bismarck, ND 58505-0850 Pending

North Dakota Tourism 

Division Sarah Otte Coleman P.O. Box 2057Bismarck, ND 58502-2057 Pending

U.S. Army Corps of 

Engineers, Regulatory 

Office

Daniel Cimarosti 1513 12th St. SE

Bismarck, ND 58504 Pending

U.S. Fish and Wildlife 

Service, North Dakota 

Field Office

Scott Larson 3425 Miriam Avenue

Bismarck, ND 58501-7926 Pending

USDA-APHIS-WS Philip Mastrangelo 2110 Miriam Drive, Suite A

Bismarck, ND 58501 Pending

USDA-Natural Resources 

Conservation ServiceNorth Dakota State OfficeMary Podoll

220 East Rosser Avenue, Room 

270

Bismarck, ND 58502-5020

April 13, 2015/ Section 

3.1.5 and Section 3.2.3

USDOI-Office of Surface 

Mining Reclamation and 

Enforcement-Dick Cheney 

Federal Building

Jeffrey Fleischman

P.O. Box 11018, 

150 East B Street, Rm 1018

Casper, WY 82602

April 13, 2015/ Section 

1.1

U.S. Army Corps of 

Engineers

Omaha District; 

CENWO-PM-AA

1616 Capitol Avenue

Omaha, NE 68101-4901 Pending

North Dakota Parks & 

Recreation Department Mr. Jesse Hanson 1600 E. Century Ave. Suite 3Bismarck, ND 58503-0649" Pending

North Dakota Chapter of 

the Wildlife Society Mr. Kory Richardson PO Box 1442Bismarck, ND 58502 Pending
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Table 7-1

Agency/Entity Consultation List

Agency/Entity Name Address Date Received/ 

Relevant EA Section

Sierra Club - North Dakota 

Office Mr. Blaine Nordwall

311 East Thayer Ave

Suite 113

Bismarck, ND 58501 Pending
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8.0 STATUS OF ENVIRONMENTAL COMPLIANCE

Table 8-1 is a listing of environmental protection statutes and other environmental requirements, as well 

as the status of Applicant compliance with these statutes and requirements, regarding this EA.

Table 8-1

Environmental Permits, Approvals, and Consultations

Jurisdiction Permit or Authorization Status Requirement or Action

Federal

Corps RHA, Section 10

Pending, 

Application 

Submitted Dec 

2014

RHA, Section 10: Missouri River/Lake 

Oahe

Corps – Omaha District

Section 404 CWA

Pending, 

Application 

Submitted Dec 

2014

NWP 12, Section 404 Waters with 

PCN

Survey permission, 

geotechnical investigation

Received April 

2015

Survey permission, geotechnical 

investigation

Title 30 Rights-of-Way for 

pipelines through Federal 

Lands and Temporary 

Construction License

Pending

Real Estate Agreement and EA for 

Crossing the Missouri River/Lake 

Oahe (Fee title Lands on both sides of 

river/lake)

Flowage Easement 

Consent to Cross Pending Consent to Cross

USFWS

Section 7 Endangered 

Species Act (ESA) 

Consultation

Pending Compliance under 404 Permit NWP 

12 Joint Application

Bureau of Reclamation Letter of consent to cross 

irrigation works Pending BOR water conveyance facilities, near cities of Buford and Trenton, ND

State

North Dakota Public 

Service Commission 

(NDPSC)

North Dakota Energy 

Conversion and 

Transmission Facility 

Siting Act: Certificate of 

Corridor and Route

Application 

Submitted 

December 

2014

Siting Application, PU-14-842

North Dakota 

Department of Health

Section 401 Water Quality 

Certification Pending Automatic with NWP 12

Hydrostatic Test Water 

Discharge Permit No. 

NDG07-0000

Application to 

be submitted 

Q4 2015

Obtain permit coverage prior to 

discharge
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Table 8-1

Environmental Permits, Approvals, and Consultations

Jurisdiction Permit or Authorization Status Requirement or Action

North Dakota Pollutant 

Discharge Elimination 

System (NDPDES) 

Construction Stormwater 

General Permit (NDR10-

0000)

Application to 

be submitted 

Q3 2015

Obtain permit coverage

Table 8-2 provides a summary of the environmental mitigation measures discussed throughout this EA 

that Dakota Access has committed to as part of the Project design to avoid or minimize potential impacts 

on environmental and human resources throughout construction and operation activities.
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

Geology and Soils

To protect the terrain of the Project Area and Connected Actions, Dakota Access would, to the extent feasible, restore 

the areas affected by pipeline construction to pre-construction contours and similar vegetation (excepting trees within 

approximately 15 feet of the centerline). Pre-construction and as-built surveys would be completed and provided to 

the Garrison Project.

Although not anticipated, if blasting is found to be necessary, Dakota Access would follow procedures specified in its 

Blasting Plan (Appendix E).

Dakota Access, in accordance with North Dakota One Call, would require that the construction contractor, prior to 

initiating any ground disturbance activities, identify all underground utilities to minimize the potential for encountering 

buried utility structures. 

Dakota Access has completed a geotechnical analysis of the flowage easement and federal land crossing sites to 

facilitate engineering and design, including selection of appropriate materials and construction methods to limit any 

environmental impacts attributable to landslides. 

The proposed pipeline would be designed and constructed to meet or exceed industry specifications, which would

effectively mitigate the effects of fault movement, landslides, subsidence, and subsidence.

In the event paleontological resources are discovered during construction, Dakota Access would implement measures 

outlined in its Unanticipated Discoveries Plan Cultural Resources, Human Remains, Paleontological Resources and 

Contaminated Media (UDP) (Appendix F) to avoid further impacts to these resources. 

If any vertebrate fossils are found during pipeline construction, Dakota Access would immediately cease construction 

activities and notify the appropriate agency personnel, including the North Dakota state paleontologist as well as the 

USACE archaeologist. The appropriate authorities would determine the significance of the find and prescribe the 

mitigation procedures to be completed prior to resuming pipeline construction.

Dakota Access would minimize or avoid impacts on soils by implementing the mitigation measures described in the 

DAPL Project’s SPCC, SWPPP, and ECP as well as requirements of applicable state and federal permits. These 

documents would be included as contract documents and enforced as such throughout the DAPL Project.

To minimize potential impacts on soil productivity, topsoil would be separated during trench excavation in agricultural 

land, and if applicable, other areas where soil productivity is an important consideration. Unless otherwise requested 

by the landowner, topsoil in cropland would be removed to a maximum depth of 12 inches from the trench and spoil 

storage area and stored separately from the trench spoil. After the trench is backfilled, topsoil would be returned to its 

approximate original location in the soil horizon.

Compaction of agricultural soils would be minimized by restricting construction activities during periods of prolonged 

rainfall. Where unacceptable levels of compaction occur in agricultural lands, a chisel plow or other deep tillage 

equipment would be utilized to loosen the soil.
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

Dakota Access would retain environmental inspectors (EIs) to monitor the contractor’s compliance with applicable 

requirements to protect soil resources during construction of the DAPL Project. The Garrison Project would be notified 

if the EIs have concerns on the Project Area or Connected Action Area.

The HDD workspace sites would be cleared, graded and matted as needed to minimize rutting and compaction.

Permanent impacts to soils would be avoided through the application of BMPs during construction, restoration, and 

post-construction revegetation management, as outlined in the ECP (Appendix G).

Water Resources

Impacts to Lake Oahe and the Missouri River would be minimized by using HDD construction methods to install the 

proposed pipeline underneath the Missouri River and Lake Oahe. 

The HDD Contractor plans to install steel surface casing, where defined in the site specific HDD plans, to reduce the 

probability of an inadvertent release when the drill bit is working near the surface.

The drilling mud and cuttings would be disposed of in accordance with applicable laws and regulations, likely in an 

existing landfill or by land farming.

Dakota Access would conduct all HDD work according to the HDD Construction Plan (Appendix B) that it has prepared, 

and implement the HDD Contingency Plan (Appendix B) in the event of an inadvertent release.

The Missouri River water withdrawal activity would comply with all applicable permit conditions and regulations, 

including the specifications on permitted intake structures outlined in the USACE’s Regional Conditions for North 

Dakota applicable to Nationwide Permit 12 (Utility Line Activities). This regional condition requires that the applicant 

1) utilize an intake screen with a maximum mesh opening of 1⁄4-inch, 2) wire, Johnson-like screens must have a 

maximum distance between wires of 1/8-inch, 3) water velocity at the intake screen shall not exceed 1⁄2-foot per 

second, 4) intake structure shall be floating, and 5) at the beginning of pumping, the intake shall be placed over water 

with a minimum depth of 20 feet.

The barge/float required for water withdrawal from the Missouri River would be fitted with a secondary containment 

structure, and the pump would be placed within this structure to contain accidental spills of fuels. The intake hose 

would be suspended by floats within the water column and screened to prevent impingement entrainment of foreign 

objects and aquatic species.

Water discharges associated with hydrostatic testing on Corps flowage easements would be conducted in accordance 

with applicable permits. Hydrostatic test water discharges would not occur on Corps fee property. 

Dakota Access would conduct trench dewatering and hydrostatic test discharges in a manner consistent with the North 

Dakota Pollutant Discharge Elimination System (NDPDES) General Permit NDG-070000, as applicable. 

Discharged hydrostatic test water would not contain additives unless written approval is received from Dakota Access 

and applicable permits authorize such additives. 

Where appropriate, water would be discharged into an energy dissipation and/or filtering device as described in 

Dakota Access’ SWPPP (Appendix A) to remove sediment and to reduce the erosive energy of the discharge.
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

Impacts to waterbodies would be minimized by conducting pipeline construction activities in accordance with 

applicable regulatory requirements and waterbody construction procedures described in Section 2.3.2.8 and the ECP.

Fuel and all other hazardous materials would be stored in accordance with the requirements of Dakota Access’ SPCC, 

SWPPP, and ECP. These documents also describe response, containment, and cleanup measures.

EIs would monitor compliance with applicable waterbody protection requirements during construction of the facilities. 

The Project ECP (Appendix G) and SWPPP (Appendix A) describe additional mitigation measures and contains 

illustrations of how sediment control devices should be utilized.

Dakota Access would maintain a vegetative buffer until the actual crossing of the waterbody takes place. 

Temporary sediment control measures, such as silt fence, would minimize the introduction of sediment into 

waterbodies during construction and minimize the movement of spoil and sediment from surface runoff during and 

after construction.

Dewatering activities would be conducted in accordance with applicable permits and Dakota Access’ SWPPP, and ECP.

All surface drainage contours and vegetation would be returned as closely as practical to preconstruction conditions.

The potential for groundwater contamination would be avoided by implementing the protective measures set forth in 

the Project specific SPCCs prepared by the contractor and in Dakota Access’ SPCC Plan (Appendix A).

In the event of a leak, Dakota Access would work aggressively to isolate the source through the use of remotecontrolled shut-off valves, initiate cleanup activities, and contact the appropriate federal and state authorities to 

coordinate leak containment and cleanup. Dakota Access proposes to meet or exceed all applicable regulations and 

requirements for pipeline design, construction, and operation. 

Construction workspace on the flowage easements has been selected based on an absence of wetlands within the 

Project area.

Dakota Access is in the process of obtaining verification for use of Nationwide Permit 12 for the crossings of both the 

Missouri River and Lake Oahe Section 10 waterbodies. 

The Project ECP and SWPPP specify several measures to protect wetlands and waterbodies from becoming polluted 

with fuels or other hazardous materials during construction. This plan prohibits the storage of fuel or other hazardous 

materials within 100 feet of a wetland or waterbody. The ECP also specifies that equipment must be refueled at least 

100 feet from waterbodies unless, due to site-specific conditions, there is no practical alternative such as the proposed 

pumping intake structure located on the barge at the Missouri River Crossing. In that case, the contractor must 

implement site-specific protective measures and containment procedures described in the ECP. Contractors would be 

required to provide trained personnel, appropriate equipment, and materials to contain and clean up releases of fuel, 

lubricating oil, or hydraulic fluid that result from equipment failure or other circumstances.
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

The Project has been designed in accordance with accepted floodplain management practices; no impacts to floodplain 

elevations or velocities are anticipated. Following construction, disturbed areas would be restored to pre-construction 

grades and contours as practical. 

If necessary, soil displaced by the installation of the 24-inch pipeline on the flowage easements would be removed 

from the floodplain and hauled to an upland location in order to ensure original floodplain elevations are restored. 

Remotely operated above-ground mainline valve sites would be installed on both sides of the Missouri River and Lake 

Oahe crossings for isolation in the event of an emergency shutdown. 

Impacts to cultivated crops make up the majority of temporary impacts and would return to cultivated crops postconstruction.

Within areas disturbed by construction of the Project, and not being actively cultivated, including the flowage 

easement Project Area, Dakota Access would implement active revegetation measures and rapid colonization by 

annual and perennial herbaceous species to restore most vegetative cover within the first growing season. 

In areas that require permanent revegetation, Dakota Access would specify appropriate seed mixes, application rates, 

and seeding dates, taking into account recommendations of appropriate state and federal agencies and landowner 

requests.

In non-agricultural areas, vegetation cleared from ATWS would be allowed to revegetate after construction depending 

on arrangements with the landowner.

Temporary revegetation measures may also be implemented to quickly establish ground cover to minimize the 

potential for soil erosion and noxious weeds to establish. A temporary seed mix may be applied in these situations. The 

Project ECP (Appendix G) contains more details regarding temporary revegetation.

When constructing in agricultural areas, a minimum of 1 foot of topsoil (organic layer) would be stripped from the 

trench line and stockpiled separately from trench spoil to preserve the native seed stock. The ECP contains additional 

details regarding topsoil segregation.

At stream approaches, the contractor would leave a 20-foot buffer of undisturbed herbaceous vegetation on all stream 

banks during initial clearing, except where grading is needed for bridge installation or where restricted by applicable 

regulations and/or permit conditions.

Dakota Access would work with County Weed Boards to ensure the Project ECP contains relevant and necessary 

mitigation measures that would be implemented to prevent the spread of noxious weed species during construction 

and operation of the Project.

Herbaceous cover would be seeded on disturbed upland areas during restoration and it is expected that pre-existing 

herbaceous and shrub habitats would quickly reestablish themselves.

In the unlikely event that a listed species is encountered on the Project at Corps owned lands during construction, 

construction activities would stop and the Corps would be contacted. 
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

Wildlife Resources

Herbaceous cover would be seeded on disturbed upland areas during restoration and it is expected that pre-existing 

herbaceous and shrub habitats would quickly reestablish themselves.

In the unlikely event that a listed species is encountered on the Project at Corps owned lands during construction, 

construction activities would stop and the Corps would be contacted.

Installation and removal of the temporary waterline on the flowage easements are anticipated to be complete prior to 

nesting season; therefore, impacts on the interior least tern and piping plover are not anticipated. However, if the 

water withdrawal activities are not able to be completed prior to nesting season as expected, Dakota Access would 

conduct surveys prior to placement of the waterline to confirm the presence/absence of these species within the 

pipeline ROW. If these species are nesting within the Project Area, Dakota Access would postpone water withdrawal 

activities at the Missouri River until these species have left the area.

Direct impacts on potentially suitable habitat for the interior least tern and piping plover at the Missouri River and Lake 

Oahe would be avoided by crossing the waterbodies via HDD.

Lake Oahe would be crossed using a HDD construction method, avoiding impacts on potential migrating rufa red knot 

loafing habitat. 

Impacts on the pallid sturgeon or suitable habitat present within the Missouri River would be avoided by implementing 

the conditions on permitted intake structures outlined in the USACE’s Regional Conditions for North Dakota applicable 

to Nationwide Permit 12 (Utility Line Activities) and as described in the USFWS Recovery Plan for the Pallid Sturgeon.

Impacts on the pallid sturgeon or suitable habitat present within Lake Oahe would be avoided by crossing the lake via 

HDD.

Aquatic Resources

A successfully completed HDD crossing would avoid aquatic resource impacts to Lake Oahe since the pipeline would be 

installed without disturbing the aquatic and benthic environments. 

All HDD operations conducted for the Missouri River and Lake Oahe crossings would adhere to the HDD Contingency 

Plan and applicable permit conditions to reduce the likelihood of an inadvertent release to minimize and mitigate 

environmental impacts. Dakota Access’ construction contractor would ensure that the appropriate response 

personnel and containment equipment are available onsite to effectively implement the HDD Contingency Plan.

Water withdrawal activities at the Missouri River would be conducted in accordance with all applicable permit 

conditions and regulations and in a manner that would not reduce water flow to a point that would impair flow or 

impact aquatic life. 

Intake screens and floats would also be utilized during the withdrawal of water from the Missouri River to prevent 

entrainment of aquatic life and avoid impacts on aquatic resources. 

The potential for impacts on aquatic resources associated with accidental fuel spills or leaks during the withdrawal of 

water from the Missouri River would be avoided or minimized by placing the pump within a secondary containment 

structure on the barge.
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

For portions of the pipeline installed beneath the lake, the depth of the pipeline profile, the increased wall thickness of 

the pipe, the installation of remotely operated valves on both sides of the river crossing, monitoring of the system 

24/7, aerial patrols, and in-line inspection, would further limit the potential for an inadvertent release into the river. 

Adherence to the Geographic Response Plans for Lake Oahe and the Missouri River would minimize potential impacts 

on aquatic wildlife from potential spills during the operation of the pipeline.

In the event of a leak, Dakota Access would work aggressively to contain the leak, initiate cleanup activities, and 

contact the appropriate authorities, including the Corps.

Land Use and Recreation

Mitigation measures to minimize impacts to soils, such as topsoil segregation and decompaction practices, would be 

fully implemented in accordance with the ECP and SWPPP.

Dakota Access would coordinate with all landowners on acceptable methods for construction and restoration, 

including potential impacts to irrigated fields. 

Dakota Access would repair surface drains and drainage tiles disturbed during ROW preparation, construction, and 

maintenance activities.

Dakota Access would repair or replace fences and gates removed or damaged as a result of ROW preparation, 

construction, or maintenance activities.

Following construction and restoration, the work area would be restored and ranching would be allowed to continue 

over the operational ROW. Landowners would be compensated for temporary loss of land and lower yields. Grazing 

activities would return to normal after revegetation of the disturbed areas.

Trees would be protected by Dakota Access in a manner compatible with the safe operation, maintenance, and 

inspection of the pipeline. Applicable regulations would be adhered to regarding tree and shrub removal from along 

the route. 

Dakota Access would obtain and comply with applicable state regulations, county permits, and zoning and land use 

regulations. Permits may include, but are not limited to, grade and fill permits, ditch crossing permits, road and utility 

permits, and conditional use permits. Dakota Access would retain one or more EIs to monitor compliance with 

environmental conditions of county permits.

Cultural and Historic 

Resources

In accordance with Section 106 of the NHPA, Dakota Access has made a good faith effort to identify significant historic 

properties within the Project area. Based on the result of these efforts, no properties consisted to be eligible, or 

potentially eligible for listing in the National Register of Historic Places (NRHP) would be adversely impacted by the 

proposed Project or Connected Action.

Impacts to the NRHP-eligible BTIS (site 32WI1367) would be avoided via HDD to ensure the integrity of construction 

design for these historic-age features is preserved. 

HDD workspaces, as well as staging and stringing areas, would be positioned in excess of 100 feet beyond the mapped 

boundaries of the previously recorded cultural sites in the vicinity of the Lake Oahe crossing. 
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

Dakota Access’ UDP was developed (Appendix F) for use during all DAPL Project construction activities which describes 

actions that would be taken in the event of a previously unrecorded cultural resource site is discovered during 

construction activities. The UDP explicitly calls for work to stop until the correct authority or agency can be contacted 

and the find can be properly evaluated.

Social and Economic 

Conditions

No residential homes or farms would be relocated resulting from the proposed action.

No demographic changes in the Census tracts affected are anticipated, because no permanent employees would be 

created as a result of the Proposed Action.

Hazardous Waste

In the unlikely event contamination is encountered during construction, the UDP (Appendix F) would be implemented 

to protect people and the environment and avoid or minimize any effects from unearthing the material.

Any hazardous materials discovered, generated, or used during construction would be managed and disposed of in 

accordance with applicable local, tribal, state, and federal regulations. Should emergency response be required during 

construction, the contractor would have some of their own trained or contracted responders, and local response 

teams would be expected to assist.

Dakota Access would comply with all applicable laws and regulations to abate or prevent pollution, such as the RCRA, 

and State hazardous waste management rules.

Reliability and Safety

All activities would be conducted in a safe manner in accordance with the standards specified in the OSHA regulations.

To prevent pipeline failures resulting in inadvertent releases, Dakota Access would construct and maintain the pipeline 

to meet or exceed industry and governmental requirements and standards. Specifically, the steel pipe would meet 

PHMSA specifications under 49 CFR § 195, follow standards issued by the American Society of Mechanical Engineers, 

National Association for Corrosion Engineers and American Petroleum Institute (API). 

Dakota Access would maintain and inspect the pipeline in accordance with PHMSA regulations, industry codes and 

prudent pipeline operating protocols and techniques. The pipeline ROW would be patrolled and inspected by air every 

10 days, weather permitting, but at least every three weeks and not less than 26 times per year, to check for abnormal 

conditions or dangerous activities, such as unauthorized excavation along the pipeline route.

Dakota Access is currently drafting a Facility Response Plan, in accordance with 49 CFR 194, which details the 

procedures to be implemented in the event of an inadvertent pipeline release and would be in place prior to 

commencing transportation of crude oil. 

Following completion of construction and throughout operation of the Project facilities, the Operator and qualified 

contractors would maintain emergency response equipment and personnel at strategic points along the pipeline route. 

Contracts would be in place with oil spill response companies that have the capability to mobilize to support cleanup 

and remediation efforts in the event of a pipeline release. The operator would also coordinate with local emergency 

responders in preventing and responding to any pipeline related problems.

A SCADA system would be utilized to provide constant remote oversight of the Project facilities. 
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Table 8-2

Summary of Environmental Impact Avoidance and Mitigation Measures

Resource Environmental Avoidance/Mitigation Measures

A Computational Pipeline Monitoring System (CPM) would be utilized to monitor the pipeline for leaks. 

LeakWarn is being tailored to the Project facilities, in accordance with PHMSA requirements, to monitor the pipeline 

for leaks. 

Air Quality and Noise

To reduce the emission of criteria pollutants, fuel-burning equipment running times would be kept to a minimum and 

engines would be properly maintained.

Dakota Access would mitigate noise impacts by limiting equipment running times and the duration of Project 

construction to the minimum amount necessary to complete the Project. Noisy construction activities would typically 

be limited to the least noise-sensitive times of day (daytime).
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9.0 LIST OF PREPARERS AND REVIEWERS

Dakota Access, in cooperation with the USACE Preparers, reviewers, consultants and Federal officials 

include the following:

Table 9-1

List of Preparers and Reviewers

Name Title Agency

Johnathan Shelman Environmental Resource Specialist Corps of Engineers,

Omaha District

Brent Cossette Natural Resource Specialist, Environmental 

Stewardship

Corps of Engineers,

Omaha District

Monica Howard Director Environmental Sciences Dakota Access, LLC

Jonathan Fredland Environmental Specialist

Perennial 

Environmental Services, 

LLC

Ashley Thompson Environmental Specialist

Perennial 

Environmental Services, 

LLC

Dennis Woods Managing Partner

Perennial 

Environmental Services, 

LLC
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10.0 ACRONYMS, INITIALS, AND ABBREVIATIONS

ANSI American National Standards Institute

API American Petroleum Institute

ATWS Additional Temporary Workspace

BMP Best Management Practice

bpd barrels per day

BTIS Buford-Trenton Irrigation System

CAA Clean Air Act

CERCLA Comprehensive Environmental Response Compensation and Liability Act

CEQ Council on Environmental Quality

CFR Code of Federal Regulations

Corps U.S. Army Corps of Engineers

Company Energy Transfer Company

CWA Clean Water Act

DA Department of the Army

dB Decibels

Dakota Access Dakota Access, LLC

DAPL Dakota Access Pipeline

DOT Department of Transportation

EA Environmental Assessment

ECP Environmental Construction Plan

ECD Erosion Control Device

EI Environmental Inspector

EO Executive Order

EPA U.S. Environmental Protection Agency

ESA Endangered Species Act

FEMA Federal Emergency Management Agency

FIRM Flood Insurance rate Maps

FPPA Farmland Protection Policy Act

FRFM Flood Risk and Floodplain Management Section
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g gravitational acceleration

GIS Geographic Information System

HDD Horizontal Directional Drilling

MSL Mean Sea Level

NDPSC North Dakota Public Service Commission

NDPDES North Dakota Pollutant Discharge Elimination System

NDSHPO North Dakota State Historic Preservation Office

NDPRD North Dakota Parks and Recreation Department

NEPA National Environmental Preservation Act

NFIP National Flood Insurance Program

NHPA National Historic Preservation Act 

NLCD National Land Cover Dataset

NPDES National Pollutant Discharge Elimination System

NPS U.S. National Park Service

NRCS Natural Resources Conservation Service

NRHP National Register of Historic Places

NRI Nationwide Rivers Inventory

NSF National Science Foundation

NWI National Wetland Inventory

NWP Nationwide Permit

NWSRS National Wild and Scenic River System

OSHA Occupational Safety and Health Administration

PA Programmatic Agreement

PEM Palustrine Emergent

PFO Palustrine Forested

PHMSA Pipeline and Hazardous Materials Safety Administration

PL Public Law

Project Dakota Access Pipeline Project

RCRA Resource Conservation and Recovery Act

RHA Rivers and Harbors Act
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ROW Right-of-Way

SPCC Spill Prevention, Control and Countermeasure Plan

SWPPP Stormwater Pollution Prevention Plan

THPO Tribal Historic Preservation Office

UDP Unanticipated Discoveries Plan Cultural Resources, Human Remains, 

Paleontological Resources and Contaminated Media

USDA U.S. Department of Agriculture

USFS U.S. Forest Service

USFWS U.S. Fish and Wildlife Service

USGS U.S. Geological Survey

WEG Wind Erodibility Group

WMA Wildlife Management Area
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Memorandum MGR-107D. 

U.S. Army Corps of Engineers. 1987. Corps of Engineers Wetland Delineation Manual, Technical Report 

Y-87-1, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

U.S. Census Bureau. 2014. American Fact Finder. Available at: 

http://factfinder.census.gov/faces/nav/jsf/pages/index.xhtml.

U.S. Department of Transportation. 2015. Transportation Accidents by Mode. Office of the Assistant 

Secretary for Research and Technology. Available at: 

http://www.rita.dot.gov/bts/sites/rita.dot.gov.bts/files/publications/national_transportation_st

atistics/html/table_02_03.html.

U.S. Department of Transportation. 2014. Pocket Guide to Large Truck and Bus Statistics. Federal 

Motor Carrier Safety Administration. Available at: 

http://www.fmcsa.dot.gov/sites/fmcsa.dot.gov/files/docs/FMCSA%20Pocket%20Guide%20to%2

0Large%20Truck%20and%20Bus%20Statistics%20-%202014%20-%20508C.pdf.
Environmental Assessment

Dakota Access Pipeline Project

November 2015

103

U.S. Environmental Protection Agency. 2015. Hazardous Waste Website. Available at: 

http://www.epa.gov/osw/hazard/index.htm.

U.S. Environmental Protection Agency. 2014. Enviromapper for Envirofacts. 

http://epa.gov/emefdata/em4ef.home. 

U.S. Environmental Protection Agency. 2012. Environmental Justice Showcase Communities. Available 

at: http://www.epa.gov/environmentaljustice/grants/ej-showcase.html.

U.S. Fish and Wildlife Service. 2015. Endangered and Threatened Wildlife and Plants; Threatened 

Species Status for the Northern Long-Eared Bat With 4(d) Rule; Final Rule and Interim Rule. 80 

Federal Register 17973.

U.S. Fish and Wildlife Service. 2014a. Species profile: Whooping Crane (Grus americana). Environmental 

Conservation Online System. Available at: 

http://ecos.fws.gov/speciesProfile/profile/speciesProfile.action?spcode=B003. 

U.S. Fish and Wildlife Service. 2014b. Endangered and Threatened Wildlife and Plants; Threatened 

Species Status for the Rufa Red Knot; Final Rule. 79 FR 73705.

U.S. Fish and Wildlife Service. 2014c. Revised recovery plan for the Pallid sturgeon (Scaphirhynchus 

albus). Denver, Colorado: Mountain-Prairie Region, U.S. Fish and Wildlife Service.

U.S. Fish and Wildlife Service. 2014d. Species profile: Black-footed ferret (Mustela nigripes).

Environmental Conservation Online System. Available at: 

http://ecos.fws.gov/speciesProfile/profile/speciesProfile?spcode=A004.

U.S. Fish and Wildlife Service. 2014e. Species profile: Gray wolf (Canis lupus). Environmental 

Conservation Online System. Available at: 

http://ecos.fws.gov/tess_public/SpeciesReport.do?lead=6&listingType=L. 

U.S. Fish and Wildlife Service. 2014f. Revised Recovery Plan for the Pallid Sturgeon (Scaphirhynchus 

albus). Available at: 

http://ecos.fws.gov/docs/recovery_plan/Pallid%20Sturgeon%20Recovery%20Plan%20First%20R

evision%20signed%20version%20012914_3.pdf. 

U.S. Fish and Wildlife Service. 2014g. Rufa Red Knot Background Information and Threats 

Assessment.Available at:

http://www.fws.gov/northeast/redknot/pdf/20141125_REKN_FL_supplemental_doc_FINAL.pdf. 

U.S. Fish and Wildlife Service. 2013a. Western prairie fringed orchid (Platanthera praeclara). Available 

at: 

http://www.fws.gov/northdakotafieldoffice/endspecies/species/western_prairie_fringed_orchi

d.htm.

U.S. Fish and Wildlife Service. 2013b. North Dakota Field Office; Least Tern (Sterna antillarum). Available 

at: http://www.fws.gov/northdakotafieldoffice/endspecies/species/least_tern.htm. 

U.S. Fish and Wildlife Service. 2013c. North Dakota Field Office; Black-footed ferret (Mustela nigripes). 

Available at: http://www.fws.gov/northdakotafieldoffice/endspecies/species/blackfooted_ferret.htm. 
Environmental Assessment

Dakota Access Pipeline Project

November 2015

104

U.S. Fish and Wildlife Service. 2013d. Endangered and Threatened Wildlife and Plants; Threatened 

status for Dakota skipper and Endangered Status for Poweshiek skipperling; and Designation of 

critical habitat for the Dakota skipper and Poweshiek skipperling. Proposed Rule. 78 Federal 

Register 63574.

U.S. Fish and Wildlife Service. 2013e. Interior Least Tern (Sternula antillarum) 5-Year Review: Summary 

and Evaluation. Available at: 

http://www.fws.gov/southeast/5yearReviews/5yearreviews/interiorLeastTern5yrReivew102413

.pdf. 

U.S. Fish and Wildlife Service. 2012. Endangered Species: Piping Plover. Available at: 

http://www.fws.gov/mountainprairie/species/birds/pipingplover/.

U.S. Fish and Wildlife Service. 2011. Species Assessment and Listing Priority Assignment Form, Dakota 

Skipper. p.49. Washington, DC.

U.S. Fish and Wildlife Service. 2007. International Recovery Plan Whooping Crane (Grus americana), 

Third Revision. Available at: http://ecos.fws.gov/docs/recovery_plan/070604_v4.pdf.

U.S. Fish and Wildlife Service. 2006. Designating the Western Great Lakes Population of Gray Wolves as 

a Distinct Population Segment: Removing the Western Great Lakes Distinct Population Segment 

of the Gray Wolf from the List of Endangered and Threatened Wildlife. 71 Federal Register

15266.

U.S. Fish and Wildlife Service, National Park Service, Bureau of Land Management, and U.S. Forest 

Service. 2014. National Wild and Scenic Rivers System. Available at 

http://www.rivers.gov/north-dakota.php. 

U.S. Geological Survey. 2014a. North Dakota 2014 Seismic Hazard Map, USGS Earthquake Hazards 

Program. Available at: 

http://earthquake.usgs.gov/earthquakes/states/north_dakota/hazards.php.

U.S. Geological Survey. 2014b. Northern Prairie Wildlife Research Center. North Dakota Wildlife 

Management Area Guide - WMAs by County. Available at 

http://www.npwrc.usgs.gov/resource/wildlife/wmaguide/county.htm. 

Weary, D.J. and D.H. Doctor. 2014. Karst in the United States: A Digital Map Compilation and Database, 

USGS Open-File Report 2014-1156, 23 p.

Wilderness Institute. 2014. List of Wilderness Areas by Location. University of Montana, College of 

Forestry and Conservation. Available at 

http://www.wilderness.net/NWPS/stateView?state=ND. Accessed November 2014.
Environmental Assessment

Dakota Access Pipeline Project

November 2015

105

12.0 FIGURES

Figure 1: Project Location—Federal Lands and Flowage Easements

Figure 2: Project Layout—Flowage Easements 

Figure 3: Project Layout—Federal Lands

Figure 4: Soils—Flowage Easements

Figure 5: Soils—Federal Lands

Figure 6: Natural Resources—Flowage Easements 

Figure 7: Natural Resources—Federal Lands

Figure 8: Cultural Resources—Flowage Easements 

Figure 9: Cultural Resources—Federal Lands

Figure 10: Land Cover—Flowage Easements

Figure 11: Land Cover—Federal Lands

Figure 12: Route Alternative—Missouri River Crossing

Figure 13: Route Alternative—Lake Oahe Crossing
Iowa

Colorado

Kansas

Illinois

Missouri

Minnesota

Nebraska

South Dakota Wisconsin

North Dakota Michigan

Flowage Easements

Federal Land

Dunn

McKenzie

Morton

Williams

Mountrial

Emmons

Mercer

North Dakota

Minnesota

Montana

South Dakota

I

Dakota Access Pipeline Project

Figure 1

Project Location

Federal Lands and Flowage Easements

UTM 83-14F Date: Apr 07, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\01_ND_ProjectLocation_Land.mxd

Source: ArcGIS Online Mapping

0 40

Miles

1:2,534,400

Date: April, 2015

Proposed DAPL Centerline
North Dakota

92

93

94

95

92.5

93.5

94.5

LL3440E

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3483E-1

LL3426E-2

LL3426E-2

Dakota Access Pipeline Project

Figure 2

Project Layout

Flowage Easements

Williams County, North Dakoda

UTM83-13F Date: August, 2015

1:26,400

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\02ND_FlowEasement_Layout.mxd

0 2,200

Feet

Milepost

Barge Location With

Pumping Intake

Structure*

Temporary Above Ground Waterline

Project Centerline

DAPL Centerline

Workspace

USACE Flowage Easements

* Barge location dependant on

 water level
ND-EM-001.100

ND-MO-198.000

ND-MO-199.000

165

166

167

164.5

165.5

166.5

167.5

I

Dakota Access Pipeline Project

Figure 3

Project Layout

Federal Lands

Morton County and

Emmons County, North Dakota

UTM 83-14F Date: Apr 07, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\03ND_LakeOahe_LandLayout.mxd

Source: ArcGIS Online Mapping

0 1,750

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

USACE Federal Lands

1:21,000

Date: April, 2015

North Dakota
North Dakota

E4106A

E4106A

E4159A

E4159A

E4160A

E4223A

E4159A

E4159A

E4106A

E4103A

E4051A

E4106A

E4106A

E4103A

E0835A

E0821A

E2145A

E4159A

E4106A

E2145A

E0821A E0835A

E0835A

E1865A

E4159A

E0835A

E4159A

E4159A

E4039A

E4159A

E4122A

E4051A

E4227D

E4159A

E1865A

E4051A

92

93

92.5

93.5

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3426E-2

LL3426E-2

Dakota Access Pipeline Project

Figure 4-A

Soils

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: August, 2015

Page 1 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\04ND_A_FlowEasement.mxd

0 1,200

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

USACE Flowage Easements

NRCS Soil
North Dakota

E4999

E2725F E3571F

E4106A

EW

E4159A

E4159A

E4159A

E4106A

E4039A

E4051A

E4159A

E4106A

E4051A

E4159A

E4160A

E4160A

E4106A

E4159A

E4106A

E4051A

E4051A

E4051A E4051A

E4223A

94

95

93.5

94.5

LL3440E

LL3453E

LL3483E-1

LL3430E

Dakota Access Pipeline Project

Figure 4-B

Soils

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: August, 2015

Page 2 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\04ND_B_FlowEasement.mxd

0 1,200

Feet

Milepost

Barge Location With

Pumping Intake Structure

Temporary Above Ground Waterline

Project Centerline

DAPL Centerline

Workspace

USACE Flowage Easements

NRCS Soil
ND-EM-001.100

ND-MO-198.000

ND-MO-199.000

EW

E3815C

E2651F

E3813B

E3813A

E3813B

E3815B

E3815C

E3813A

E0454C

E3813B

E2801A

E3813A

E0807A

E3813A

E2145A

E3813B

E3815C

E0807A

E3813B

E3813A

E1301F

E1333D

E2607B

E1423F

E4999

E0701F

E0559B

E3802B

E1423F

E0559B

E2803B

E0623B

E2107A

E1823A

E3801A

E0651B

E0559B

E1805B

E2107A

E3802B

E4043A

E4139A

E1333C

E0559B

E0651B

E2601C

E0454B

E0559B

E2803B

E0701F

E0701F

E1805B

E0651C

E0559B

E1355D

E2601C

E1423F

E1865B

E0559B

E1865B

E0454B

E1333C

E1625B

E0651B

E0559B

E1333C

E1333C

E3802B

E2741D E1865C E2617F

165

166

167

164.5

165.5

166.5

167.5

I

Dakota Access Pipeline Project

Figure 5

Soils

Federal Lands

Morton County and

Emmons County, North Dakota

UTM 83-14F Date: Apr 07, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\05ND_LakeOahe_Land.mxd

Source: ArcGIS Online Mapping

0 1,750

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

USACE Federal Lands

NRCS Soils

1:21,000

Date: April, 2015

North Dakota
North Dakota

s-k8-wi-002

d-k8-wi-013

d-k8-wi-007

92

93

92.5

93.5

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3426E-2

LL3426E-2

LL3483E-1

Dakota Access Pipeline Project

Figure 6-A

Natural Resources

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: August, 2015

Page 1 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\06ND_A_FlowEasementNaturalResources.mxd

0 1,200

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

Field Delineated Waterbody

Field Delineated PEM Wetland

Field Delineated PFO Wetland

Field Delineated PSS Wetland

USACE Flowage Easements
North Dakota

d-k8-wi-011

s-k2-mk-001

s-k2-mk-002

w-m10-wi-002_PSS

w-m10-wi-001_PEM

w-m10-wi-001_PFO

w-m10-wi-001_PSS

w-m10-wi-001_PEM

w-m10-wi-001_PSS

94

95

93.5

94.5

LL3440E

LL3453E

LL3483E-1

LL3430E

Dakota Access Pipeline Project

Figure 6-B

Natural Resources

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: August, 2015

Page 2 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\06ND_B_FlowEasementNaturalResources.mxd

0 1,200

Feet

Milepost

Barge Location With

Pumping Intake Structure

Project Centerline

DAPL Centerline

Temporary Above Ground Waterline

Workspace

Field Delineated Waterbody

Field Delineated PEM Wetland

Field Delineated PFO Wetland

Field Delineated PSS Wetland

USACE Flowage Easements
ND-EM-001.100

ND-MO-198.000

ND-MO-199.000

s-kc4-mo-002

s-kc4-mo-004

s-kc4-em-001

165

166

167

164.5

165.5

166.5

167.5

Dakota Access Pipeline Project

Figure 7

Natural Resources

Federal Lands

Morton County and

Emmons County, North Dakota

UTM 83-14F Date: Jul 15, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\07ND_LakeOahe_NaturalResources.mxd

Source: ArcGIS Online Mapping

0 1,750

Feet

Milepost

Project Centerline

DAPL Centerline

Field Delineated Waterbody

Workspace

USACE Federal Lands

1:21,000

Date: July, 2015

North Dakota
North Dakota

92

93

94

95

92.5

93.5

94.5

LL3440E

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3483E-1

LL3426E-2

LL3426E-2

Dakota Access Pipeline Project

Figure 8

Cultural Resources

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: September, 2015

1:26,400

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\08ND_CR.mxd

0 2,200

Feet

Milepost

Barge Location With Pumping Intake Structure*

Temporary Above Ground Waterline

Project Centerline

DAPL Centerline

Workspace

Previous Surveyed Archaeological Sites

USACE Flowage Easements

Project Archaeological Survey
ND-EM-001.100

ND-MO-198.000

ND-MO-199.000

165

166

167

164.5

165.5

166.5

167.5

Dakota Access Pipeline Project

Figure 9

Cultural Resources

Federal Lands

Morton County and

Emmons County, North Dakota

UTM 83-14F Date: Apr 20, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\09ND_LakeOahe_CR.mxd

Source: ArcGIS Online Mapping

0 1,750

Feet

Milepost

Project Centerline

DAPL Centerline

USACE Federal Lands

Project Archaeological Survey

Previous Surveyed Archaeological Sites

Workspace

1:21,000

Date: April, 2015

North Dakota
North Dakota

92

93

92.5

93.5

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3426E-2

LL3426E-2

LL3483E-1

Dakota Access Pipeline Project

Figure 10-A

Landcover

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: August, 2015

Page 1 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\10ND_A_Landcover.mxd

0 1,200

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

USACE Flowage Easements

Cultivated Crops

Developed, Low Intensity

Developed, Open Space

Emergent Herbaceous Wetlands

Grassland/Herbaceous

Open Water

Pasture/Hay

Shrub/Scrub

Woody Wetlands
North Dakota

94

95

93.5

94.5

LL3440E

LL3453E

LL3483E-1

LL3430E

Dakota Access Pipeline Project

Figure 10-B

Landcover

Flowage Easements

Williams County, North Dakota

UTM83-13F Date: September, 2015

Page 2 of 2 1:15,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\10ND_B_Landcover.mxd

0 1,200

Feet

Barge Location With Pumping Intake Structure

Milepost

Temporary Above Ground Waterline

Project Centerline

DAPL Centerline

Workspace

USACE Flowage Easements

Cultivated Crops

Deciduous Forest

Developed, Low Intensity

Developed, Open Space

Emergent Herbaceous Wetlands

Grassland/Herbaceous

Mixed Forest

Open Water

Pasture/Hay

Shrub/Scrub

Woody Wetlands
ND-EM-001.100

ND-MO-198.000

ND-MO-199.000

165

166

167

164.5

165.5

166.5

167.5

I

Dakota Access Pipeline Project

Figure 11

Landcover

Federal Lands

Morton County and

Emmons County, North Dakota

UTM 83-14F Date: Apr 07, 2015

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\11ND_LakeOahe_Landcover.mxd

Source: ArcGIS Online Mapping

0 1,750

Feet

Milepost

Project Centerline

DAPL Centerline

Workspace

USACE Federal Lands

1:21,000

Date: April, 2015

North Dakota

Cultivated Crops

Deciduous Forest

Developed, Open Space

Emergent Herbaceous Wetlands

Grassland/Herbaceous

Open Water

Woody Wetlands
North Dakota

I

Dakota Access Pipeline Project

Figure 12

Route Alternative

Missouri River Crossing

Williams County, North Dakota

NAD 1983 UTM Zone 14N Date: July, 2015

1:400,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\12ND_Missouri_R_Xing.mxd

Preferred Alternative

Route Alternarive

USACE Garrison Flowage Easements

Other Government Lands

0 2 4 8

Miles
North Dakota

I

Dakota Access Pipeline Project

Figure 13

Route Alternative

Lake Oahe Crossing

Emmons & Morton Counties, North Dakota

NAD 1983 UTM Zone 14N Date: July, 2015

1:650,000

Path: P:\GIS\Client\ETC_EnergyTransfer\DakotaAccess_DAPL\Maps\ENV\ND_FlowEasements\13ND_Lake_Oahe_Xing.mxd

Preferred Alternative

Route Alternarive

USACE Garrison Flowage Easements

USACE Lake Oahe Fee-Owned Land

Other Government Lands

0 2 4 8

Miles
DAKOTA ACCESS PIPELINE (DAPL) PROJECT 

NORTH DAKOTA 

Stormwater Pollution Prevention Plan 

July 2015
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

i 

TABLE OF CONTENTS 

1.0 Introduction ............................................................................................................. 1

Plan Purpose ......................................................................................................... 1

Project Name, Owner/Operator, and Purpose ...................................................... 1

Responsibility for Implementation ....................................................................... 1

2.0 Site Description ....................................................................................................... 2

Construction Site Estimates ................................................................................. 2

Sequence of Major Soil Disturbing Events .......................................................... 2

Soils, Slopes, Vegetation, and Drainage Patterns ................................................ 3

Receiving Waters ................................................................................................. 3

Potential Sources of Pollution .............................................................................. 3

3.0 Controls ................................................................................................................... 4

Erosion and Sediment Controls ............................................................................ 5

3.1.1 Sediment Barriers.......................................................................................... 5

3.1.2 Stabilization Practices ................................................................................... 6

Upland Areas ......................................................................................... 6

Revegetation and Seeding ..................................................................... 7

Wetland Restoration .............................................................................. 8

Riparian Areas ....................................................................................... 8

Slope Protection ..................................................................................... 8

3.1.3 Other Surface Applications ........................................................................... 9

Mulch ..................................................................................................... 9

Matting/Netting ................................................................................... 10

Stormwater Management ................................................................................... 10

Other Controls .................................................................................................... 10

3.3.1 Waste Materials .......................................................................................... 10

3.3.2 Offsite Vehicle Tracking ............................................................................. 11

3.3.3 Dust Control ............................................................................................ 1112

4.0 Maintenance .......................................................................................................... 12

5.0 Inspections and Records ....................................................................................... 12

Inspection Schedule ............................................................................................ 12

Required Records ............................................................................................... 13

5.2.1 SWPPP Inspection Form............................................................................. 13
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

ii 

5.2.2 Corrective Action/Maintenance Log ........................................................... 14

6.0 Training ................................................................................................................. 14

7.0 SWPPP Certification ............................................................................................. 14

Company’s Certification .................................................................................... 14

Delegation of Authority ..................................................................................... 15

8.0 Plan Modification.................................................................................................. 15

9.0 Records Retention ................................................................................................. 15
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

iii 

LIST OF APPENDICES

Appendix A Best Management Practices Figures 

Appendix B Spill Prevention Control and Countermeasures Plan 

Appendix C SWPPP Inspection Forms 

Appendix D Corrective Action/Maintenance Log 

Appendix E SWPPP Revision Record 

Appendix F Delegation of Authority Form 

Appendix G Notice of Intent to Obtain Coverage (pending) 

Appendix H NDPDES Construction General Permit NDR10-0000 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

1 

1.0 Introduction 

Dakota Access, LLC (COMPANY) will implement this Stormwater Pollution Prevention Plan 

(SWPPP) during construction of the Dakota Access Pipeline (DAPL) Project (Project) in North 

Dakota. 

Plan Purpose 

This SWPPP has been prepared in compliance with the requirements of the North Dakota Pollutant 

Discharge Elimination System (NDPDES) General Permit for Stormwater Discharges from 

Construction Activities (Permit Number NDR10-0000). The North Dakota Department of Health 

(NDDH) authorizes permits to discharge under the NDPDES rules. The primary purpose of the 

SWPPP is to minimize the impacts of stormwater runoff during Project construction activities 

through the implementation of Best Management Practices (BMP). The SWPPP shall identify 

potential sources of pollution associated with construction activity, and to ensure practices are 

implemented and maintained to reduce the contributions of pollutants in stormwater discharges to 

waters of the state and storm sewer systems. 

Project Name, Owner/Operator, and Purpose 

Project Name: Dakota Access Pipeline (DAPL) Project 

Project Owner: Dakota Access, LLC 

 1300 Main Street 

 Houston, TX 77002 

Project Operator: DAPL-ETCO Operations Management, LLC 

 1300 Main Street 

 Houston, TX 77002 

Project Contact: Mr. Joey Mahmoud 

 Senior Vice President – Engineering 

 Dakota Access, LLC 

 1300 Main Street 

 Houston, TX 77002 

 Telephone: (713) 989-2710 

Project Purpose: The COMPANY’s primary objective for the proposed Project is to allow for 

transport of approximately 400,000BPD of crude oil between Stanley, ND and Patoka, IL. The 

crude oil transported will provide supplemental crude oil supply for markets in the United States. 

In addition, the proposed project will open railroad transport for other products produced locally 

that otherwise would not be accessible to other markets. 

Responsibility for Implementation 

The Environmental Inspectors (EI) are responsible for directing, and inspecting efforts regarding 

implementation of the SWPPP and will fulfill the responsibilities as described herein. As stated 

in the construction contract or as otherwise agreed, once selected, the Construction Contractor 

(Contractor) will be responsible for all or part of the implementation of the SWPPP as described 

herein. The Contractor is responsible for providing necessary labor and equipment to implement 

and maintain the BMPs identified in this SWPPP and related plans; conducting workforce training 

as necessary; and performing and documenting regular inspection, maintenance, and repair of 

BMPs. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

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2.0 Site Description 

The DAPL Project consists of a Supply Line and a Mainline Transmission Pipeline for 

transmission of crude oil (see Figure 1). The Supply Line commences at Stanley, North Dakota 

and ends at Johnson Corner, North Dakota. There are six proposed tank facilities along the Supply 

System, namely Stanley, Ramberg, Epping, Trenton, Watford City, and Johnson Corner. At each 

tank facility there will also be metering, pumping, and pigging facilities. The Mainline 

Transmission Pipeline begins at Johnson Corner, North Dakota and ends southeast of the proposed 

Illinois Patoka Custody Transfer and Metering Station. Once completed, the DAPL will traverse 

approximately 358 miles in North Dakota, crossing 8 counties. 

There will be mainline valve sites on both sides of major water body and major highway crossings 

and other high consequence areas as necessary for isolation in the event of emergency shutdown. 

In addition to the mainline valves, three pump stations and one custody transfer metering station 

will also be installed along the Mainline Transmission Pipeline. Launcher and Receiver traps will 

also be installed along the Mainline Transmission Pipeline. 

Construction Site Estimates 

The COMPANY proposes to install the new pipeline within a variable-width construction rightof-way (ROW). Actual workspace width will depend on site engineering and available workspace 

constraints. In upland areas, the pipeline will be installed using a construction right-of-way 

varying in width from 75 feet to 150 feet wide depending on soil conditions, vegetation types, and 

landowner specifications (see Appendix A). In emergent non-saturated wetland areas, the 

construction ROW width may be reduced to 100 feet (see Appendix A); in saturated and/or 

forested, and/or scrub shrub wetlands, upland forested areas, or other sensitive areas as conditioned 

in permits, the construction workspace may be reduced to 85 feet (see Appendix A). Additional 

temporary workspace will be required to facilitate crossings of other utilities, roads, railways, 

waterbodies, and wetlands, etc. At all locations, 50 feet of the construction ROW (generally 25 

feet on either side of the centerline of the pipeline) will be secured for permanent easement to 

facilitate pipeline operations, inspection, and integrity management. All pump stations in North 

Dakota will be located with new tank terminal facilities on the Supply Line. ATWS at these 

locations will be acquired as necessary. In total, approximately 7,146 acres of workspace would 

be impacted by construction activities in North Dakota. 

Sequence of Major Soil Disturbing Events 

Construction of the Project is scheduled to being in early 2016 and is scheduled to be competed in 

the Fall of 2016. The timing of the construction activities performed by the Contractor and 

discussed in this section will vary but are estimated to be less than four months in any one area of 

the ROW, with periods of inactivity between various construction phases. The following 

represents a typical sequence of major soil-disturbing events during the Project: 

• Installation of stabilized construction entrances and surface water (including wetlands) 

protection BMPs. 

• Clearing of the Project ROW area as necessary. This may include clearing of brush and 

trees to create ROW needed for temporary workspace, soil storage, construction activities, 

and areas needed for access to particular construction sites within the Project area. 

• Topsoil removal and storage. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

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• Grading of the Project ROW as necessary. Areas of the ROW, including temporary 

workspace may be graded to allow the safe passage of equipment and meet the bending 

limitations of the pipe. 

• Installation of additional BMPs for erosion and stormwater management, as needed. 

• Pipe stringing, bending, welding, and testing. 

• Excavation of ditch (trackhoes or similar equipment will be used to excavate the ditch to 

the required depth). 

• Installation of pipe in ditch. 

• Tie-ins of the sections of pipeline which will be welded together in the ditch. 

• Backfilling the ditch line (excavated soil will be used to cover the pipe). 

• Hydrostatic testing of the pipeline as necessary. 

• Removal of temporary erosion/sediment controls when other construction activity is 

completed and final stabilization is achieved. 

Soils, Slopes, Vegetation, and Drainage Patterns 

The Project Route traverses varying terrain, from nearly level agricultural land to rugged badlands. 

Soil textures vary widely depending on location. Reference the U.S. Department of Agriculture 

Natural Resources Conservation Service’s soil maps and soil survey information for more specific 

soil information. 

Approximately half the soils crossed by the Project have gentle to rolling slopes, between 25 to 30 

percent are steep, and greater than 15 percent have average slopes greater than 15 percent. Natural 

habitats within the State include prairie, wetlands, riparian areas, woodlands, and badlands. 

Agricultural lands are a common type of land cover along the DAPL Project route and encompass 

crops that include wheat (e.g., winter, Durham, and spring), corn, soy beans, sunflowers, flaxseed, 

alfalfa, and canola. 

The construction of the pipeline will not alter surface drainage patterns. Streams, swales, ditches, 

and other natural drains will be restored to pre-construction contours after construction is 

complete. The pipe will be installed to depths that will not interfere with flow or future 

maintenance efforts by landowners or the drainage authority. 

Receiving Waters 

The Project crosses various ditches, streams, rivers and wetlands. A comprehensive wetland and 

waterbody delineation survey has been conducted along the entire Project route and the location 

of delineated wetlands and waterbodies are indicated on the construction drawings. 

Waterbodies crossed by the project, including drainage ditches and conveyance systems, will be 

inspected for evidence of sediment deposition by erosion. If sediment deposits are found within 

surface waterbodies, the Contractor will remove sediment and stabilize the area no less than 7 

calendar days after the discovery unless precluded by legal, regulatory or physical access 

constraints. If precluded, all reasonable efforts will be made to obtain access and removal and 

stabilization shall take place within 7 calendar days after access is secured. 

Potential Sources of Pollution 

Potential pollutants sources expected to be encountered during construction are identified below. 

Dakota Access will implement BMPs described in this document to avoid or control these potential 

pollutants during all phases of construction. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

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• Soils: The primary pollutant sources are disturbed soils within the work areas and unpaved 

roads that could potentially result in increased sedimentation during rain events. 

• Petroleum Products: Petroleum products necessary to operate, fuel, and maintain 

construction equipment is a potential pollutant common to all constructions projects. See 

Section 3.3.1 of this document for more detail regarding management practices that will be 

followed for potential hazardous and petroleum-based pollutants. 

• Dust: Fugitive dust or particulate matter discharged into the atmosphere due to 

construction activity is a potential source of pollution for the Project. Section 3.3.3 

provides details on management practices for controlling dust pollution. 

• Wastes: Waste generated on the ROW and in other work areas includes human waste, 

food-related wastes, litter, lumber, metal shavings, rope, etc. All waste generated by the 

Contractor will be collected and properly disposed of on a routine bases. See Section 3.3.1 

for a more detailed discretion on Waste management practices. 

3.0 Controls 

This section describes controls used to prevent or control stormwater pollution. The COMPANY 

BMPs are based on the current best accepted practices endorsed by the American Gas Association, 

Gas Research Institute, Association of Pipeline Contractors, EPA, and USACE. Appendix A 

contains diagrams showing typical installation of BMPs. 

The Project's EI is responsible for ensuring the Contractor conducts all activities in accordance 

with the SWPPP. The EI will coordinate with the Contractor regarding the scheduling, typeand 

placement of BMPs. The appropriate locations, spacing, and type of BMP installation will be 

determined in the field based on site conditions, including seasonal conditions, soil types, 

anticipated precipitation events, topography, etc. As such the location of BMPs will continually 

change as construction progresses and are not shown on the Project maps. BMP typicals are 

provided in Appendix A. The Contractor will stabilized disturbed portions of the site as soon as 

possible with appropriate BMPs, but in no case more than 14 days after construction activity has 

temporarily or permanently ceased on any portion of the site. 

The following represents a typical sequence of major soil-disturbing events during the Project and 

the control measures that will be implemented. 

• Clearing of the Project area as necessary. This may include clearing of brush and trees in 

the ROW, in areas adjacent to the ROW needed for soil storage, and/or in areas needed for 

access to particular construction sites within the Project area. Under the direction of the 

EI, the Contractor will implement such measures as temporary slope breakers, silt fencing, 

and hay/straw bales prior to any soil-disturbing activities, and will install additional BMPs 

for erosion and stormwater management, as needed based on existing site conditions. 

• Topsoil Removal and Storage. To minimize potential impacts on soil productivity, topsoil 

will be segregated during trench excavation in agricultural land, unsaturated wetlands, and 

if applicable, other areas where soil productivity is an important consideration. Unless 

otherwise requested by the landowner, topsoil will be removed to a maximum depth of 12 

inches from the trench and spoil storage area and stored separately from the trench spoil in 

accordance with figures provided in Appendix A. After the trench is backfilled, topsoil 

will be returned to its approximate original location in the soil horizon. 

• Grading of the Project area as necessary. Grading of the ROW may be necessary in areas 

where a level or tiered workspace is required to facilitate a safe working environment. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

5 

Areas where grading occurs will be undertaken with the understanding that original 

contours and drainage patterns shall be re-established to the extent practicable following 

construction. On steep slopes, or wherever erosion potential is high, temporary erosion 

control measures such as temporary slope breakers, silt fencing, and hay/straw bales will 

be implemented by the Contractor. Additional BMPs for erosion and stormwater 

management will be installed as needed based on existing site conditions. 

• Excavation of ditch (trackhoes or similar equipment will be used to excavate the ditch to 

the required depth). The Contractor will implement such measures as temporary slope 

breakers, silt fencing, and hay/straw bales prior to excavation activities, and will install 

additional BMPs for erosion and stormwater management, as needed based on existing site 

conditions. 

• Backfilling the ditch line (excavated soil will be used to cover the pipe). The Contractor 

will implement such measures as temporary slope breakers, silt fencing, and hay/straw 

bales prior to backfilling, and will install additional BMPs for erosion and stormwater 

management, as needed based on existing site conditions. 

• Performing cleanup and stabilization. This phase will begin after backfilling and will 

continue throughout the remainder of the Project's construction. This phase will include 

minor grading to level small areas, and revegetation. Project areas to be stabilized by 

vegetation will be seeded and mulched. 

• The Contractor will remove temporary erosion/sediment controls when other construction 

activity is completed and final stabilization is achieved. 

Erosion and Sediment Controls 

Dakota Access will use Industry Best Management Practices to prevent or control stormwater 

pollution. BMPs were designed and selected to meet the following goals and objectives during 

implementation: 

• The construction phase erosion and sediment controls are designed to retain sediment onsite to the greatest extent practicable. 

• Control measures must be properly selected, installed, and maintained in accordance with 

the manufacturer's specifications and good engineering practices. 

• If sediment escapes the Project area, off-site accumulations of sediment must be removed 

at a frequency sufficient to minimize off-site impact (e.g., fugitive sediment in street could 

be washed into storm sewers by the next rain and/or pose a safety hazard to users of public 

streets). 

3.1.1Sediment Barriers 

Sediment barriers will consist of silt fence, hay/straw bales, or other appropriate materials. 

Sediment barriers will be installed in accordance with figures provided in Appendix A and as 

necessary to prevent erosion and sediment laden runoff from stormwater discharges. These 

measures will remain in place until permanent revegetation measures have been judged successful. 

Silt fence and hay bale structures will also be used to control erosion and sedimentation for 

hydrostatic test water discharges. 

Both silt fences and hay/straw bales will be installed according to the manufacturer's instructions 

where site conditions allow. Otherwise, the silt fence will be imbedded in the ground a minimum 

of 6 inches. Where two sections are joined, they will be overlapped a minimum of 6 inches. 

Accumulated sediment will be removed regularly and the silt fencing inspected to ensure the 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

6 

bottom of the silt fence remains imbedded in the ground. A sufficient stockpile of silt fence will 

be maintained on-site for emergency use. 

These barriers are required after the initial disturbance of the soil and are typically installed at the 

following locations: 

• At the outlet of a temporary slope breaker when vegetation is not enough to control erosion. 

• Along banks of waterbodies between the graded ROW and the waterbody after clearing. 

• Downslope of any stockpiled soil in the vicinity of waterbodies and wetlands. 

• At the base of slopes adjacent to road crossings where vegetation has been disturbed. 

• At sideslope and downslope boundaries of the construction where runoff is not otherwise 

directed by temporary slope breakers. 

• In the ROW at boundaries between wetlands and adjacent disturbed upland areas to prevent 

flow of sediment into the wetland where runoff is not otherwise directed by a temporary 

slope breaker. 

• At the edge of the ROW to prevent siltation of ponds, wetlands, or other waterbodies 

adjacent to the downslope of the ROW or as necessary to contain spoil and sediment within 

the ROW. 

• For hydrostatic test water discharges, the water should be released directly into the silt 

fence/hay bale structures in conjunction with other approved velocity dissipating devices. 

3.1.2Stabilization Practices 

The stabilization measures of the pipeline ROW incorporate permanent erosion and sedimentation 

measures. However, in the event that final restoration cannot be implemented immediately postconstruction, temporary erosion and sedimentation control measures will be employed as specified 

by the EI until the weather is suitable for final cleanup. 

Upland Areas 

Temporary Stabilization: 

• Temporary stabilization measures will be initiated as soon as practicable in portions of the 

ROW where construction activities have temporarily or permanently ceased and will not 

resume for a period exceeding 14 calendar days. Stabilization will be completed as soon 

as practical, but no later than 14 calendar days after initiation of the soil stabilization. 

Where the initiation of stabilization measures by the 14th day is precluded by weather, 

stabilization measures will be initiated as soon as machinery is able to access the ROW. 

• For slopes with a grade of 3:1 or greater, stabilization will be initiated immediately once 

activities have been completed or temporarily ceased. In these areas, stabilization will be 

completed as soon as practicable but no later than 7 calendar days after the initiation of soil 

stabilization. 

• In the event that construction is completed more than 30 days before the seeding season 

for perennial vegetation, areas adjacent to waterbodies will be mulched with 3 tons/acre of 

straw, or its equivalent, to a minimum of 100 feet on either side of the waterbody. With 

landowner permission, a temporary seed mix or cover crop may be applied when the 

native/preferred seed mix cannot be planted until the next growing season. 

Recommendations for cover crop seeding can be found in Section 9.3 of this plan. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

7 

• Temporary sediment barriers may be removed from an area when that area is successfully 

revegetated (i.e., if the ROW surface condition is similar to adjacent undisturbed lands) or 

if is replaced with a permanent sediment barrier. 

Permanent Stabilization: 

• Erosion and sedimentation control practices (installation of structures, revegetation, and 

maintenance practices) will be implemented to minimize the potential for soil erosion or 

sedimentation of streams and to restore the ROW and any other disturbed areas. Final 

grading will be as soon as possible after backfilling of the trench (including the installation 

of permanent erosion control measures in the areas of steep slopes only), weather 

permitting. 

• The ROW on off-road sections will be graded to preconstruction contours, as practical, 

with a small crown of soil left over the ditch to compensate for settling, as approved by the 

EI. Openings will be left in the completed crown to restore lateral surface drainage to 

preconstruction patterns. 

• Where topsoil has been segregated, the topsoil will be spread back along the ROW in an 

even layer. 

• Fences that were cut and replaced by gaps during construction will be repaired to at least 

their equivalent state during preconstruction activities. 

• Permanent slope breakers will be constructed after final grading and prior to seeding in 

accordance with the applicable regulations to replace temporary barriers at pedestrian, trail, 

road, waterbody, and wetland crossings. 

Revegetation and Seeding 

Revegetation and Seeding of the ROW will be accomplished as follows unless otherwise instructed 

by applicable permits or land managing agency requirements: 

• The ROW will be seeded after final grading in accordance with NRCS recommended seed 

mixes and seeding dates, weather and soil conditions permitting. Slopes steeper than 3:1 

will be seeded immediately after final grading in accordance with recommended seeding 

dates, weather permitting. 

• If seeding cannot be done soon after final grading, temporary erosion and sediment controls 

will be used and seeding of permanent cover may be postponed to the beginning of the next 

seeding season. Meanwhile, temporary stabilization measures (such as cover crop planting 

or mulching) will be implemented as appropriate. 

• Only certified, weed-free, seed will be used for reseeding. Seed will be purchased in 

accordance with the Pure Live Seed (PLS) specifications for seed mixes and used within 

12 months of testing. 

• The seedbed will be prepared to a depth of 3 to 4 inches using appropriate equipment to 

provide a firm, smooth seedbed that is free of debris. Where broadcast or hydro seeding is 

to be done, the seedbed will be prepared as necessary to ensure sites for seeds to lodge and 

germinate. 

• The seed will be uniformly applied and covered 0.5 to 1 inch deep, depending on seed size 

and as recommended by the NRCS or required by applicable land managing agencies. A 

seed drill equipped with cultipacker is preferred, but broadcast or hydro seeding can be 

used at double the recommended seeding rates. Where broadcast seeding is used, the 

seedbed will be firmed with a cultipacker, roller, or similar method after seeding. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

8 

• Other alternative seed mixes specifically requested by the landowner or land-managing 

agency may be used. 

• Areas that are seeded after the recommended seeding date may be mulched if permitted. 

• Turf, ornamental shrubs, and other landscaping materials will be restored in accordance 

with landowner agreements. Selection is based on adaptation of plants to the soils and 

climate, ease of establishment, suitability for specific use, longevity or ability to re-seed, 

maintenance required, aesthetic values, and landowner agreement. Personnel familiar with 

local horticultural and turf establishment practices must perform the restoration work. 

• In general, soil additives or amendments (specifically fertilizing) are not recommended to 

establish native seed mixes as they can enhance exotic grasses and annual weed growth, 

thereby reducing the chances of success. Should potentially problematic soil 

characteristics be identified during pre-construction surveys or during post-construction 

restoration activities, soils will be assessed for nutrient balance and soil nutrient 

amendments will be applied as needed to meet specific restoration objectives. In areas of 

improved pasture or active agricultural, Dakota Access will work with landowners to 

achieve their specific revegetation goals, which may require soil amendments. No 

amendments will be utilized in wetlands and/or other sensitive environmental features 

without the express recommendation of resource agencies. 

Wetland Restoration 

COMPANY’s approach to wetland mitigation and restoration involves a combination of impact 

minimization during construction, substrate and hydrology restoration, and vegetation 

establishment involving successful natural processes as a key component. 

• The construction workspace for the Project will be been designed to limit impacts to 

wetlands. 

• During the restoration phase, segregated topsoil will be replaced over the trenchline and 

wetland contours and drainage patterns will be restored to approximate original condition. 

Surface rocks and boulders that had been windrowed during the construction phase will be 

distributed in a natural pre-construction configuration in the temporary work areas. 

Following restoration of the substrate, wetlands will be allowed to revegetated naturally or 

seeded as directed by regulatory agencies. 

Riparian Areas 

Riparian areas are defined as "on or pertaining to the bank of a natural course of water" (stream, 

pond, lake, or wetland). The EPA defines "riparian areas" as areas adjacent to streams and lakes 

where the high water table creates distinct soil and vegetative characteristics from the adjacent 

uplands. 

• Following installation of the pipeline, stream banks and riparian areas will be re-contoured 

and stabilized. Banks will typically be stabilized with an herbaceous mixture and erosion 

control fabric such as jute netting. Rock riprap may be used to stabilize particularly erosive 

or unstable areas at the recommendation/approval of the state agencies and by the USACE. 

Slope Protection 

The duration of exposed soils on steep slopes (those which are 15 percent or greater in grade) will 

be minimized to the extent possible. For slopes with a grade of 3:1 or greater, stabilization must 

be initiated immediately once activities have been completed or temporarily ceased. Stabilization 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

9 

must be completed as soon as practicable, but no later than seven (7) calendar days after the 

initiation of soil stabilization. 

For pipeline construction in areas with sloping terrain, COMPANY will use permanent trench 

plugs for soil stabilization in accordance with the specifications on the typicals attached in 

Appendix A. 

Temporary and Permanent Slope Breakers 

Temporary and permanent slope breakers (water bars/terraces) will be installed as necessary (at 

the EI's discretion) diagonally across the ROW on slopes to control erosion by reducing and 

shortening the velocity, length and concentration of runoff according to the figures provided in 

Appendix A. These breakers will divert water to a well-vegetated area. If a vegetated area is not 

available, erosion control barriers will be installed to filter the runoff at the outlet of the slope 

breakers and off of the construction ROW. Silt fence, hay/straw bales, or sandbags may be used 

in place of temporary slope breakers at the discretion of the EI. 

Temporary slope breakers may be installed on slopes greater than 5 percent where the base of the 

slope is less than 50 feet from waterbody, wetland, or road crossings at the following spacing: 

Slope Percent Spacing (feet) 

5 – 15 300 

>15 – 30 200 

>30 100 or as necessary 

Spacing for permanent slope breakers will typically be the same as those for temporary slope 

breakers, however, land use and landowner specifications may alter the configuration and spacing. 

Slope breaker spacing may also be modified to correspond with slope breakers from adjacent 

facilities. 

3.1.3Other Surface Applications 

Other surface applications will be applied as outlined below unless otherwise instructed by 

applicable permits or land managing agency requirements: 

Mulch 

Mulch (weed-free straw, wood fiber hydromulch, or a functional equivalent) will be applied to 

disturbed areas during restoration and seeding (except for actively cultivated land and wetlands) if 

requested by the landowner or land managing agency, if specified by the applicable permits or 

licenses, or deemed appropriate by the Contractor. Mulch is a suitable control measure in 

combination with other restoration techniques on: slopes greater than 5 percent; dry, sandy areas 

that can blow or wash away (EI decision). 

Mulch will be free of noxious weeds as listed in applicable state laws. Sources will be approved 

by Dakota Access prior to purchase. 

When applied, mulch will be applied at a minimum rate of 2 tons per acre to cover at least 75 

percent of the ground surface. If mulch is to be applied before seeding, the rate shall be increased 

to 3 tons per acre on slopes within 100 feet of waterbodies and wetlands unless otherwise stipulated 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

10 

by permit conditions. Mulch may be uniformly distributed by a mechanical mulch blower or by 

hand. Mulch will be anchored/crimped using a mulch-anchoring tool, disc set in the straight 

position to minimize loss by wind and water as site conditions allow or other acceptable means to 

achieve the desired cover. 

Matting/Netting 

Matting or netting consists of jute, wood excelsior, or similar materials, and will be installed by 

the Contractor to anchor mulch and stabilize the surface of the soil during the critical period of 

vegetative establishment, where directed by the EI. 

Matting or netting will be applied to critical, sensitive areas (e.g., steep slopes, banks of 

waterbodies, bar ditches) as specified by the EI. On waterbody banks, the matting or netting will 

be installed at the time of the final bank re-contouring. In the event that erosion control fabric is 

not readily available, the Contractor will temporarily use mulch anchored via crimping (or some 

other means) or hydromulch until the erosion control fabric material becomes available. Matting 

or netting will be anchored with pegs or staples as recommended by the manufacturer. 

Stormwater Management 

Stormwater management will be conducted through stormwater flow attenuation, velocity 

dissipation devices, and water filtration. COMPANY’s construction procedures describe the 

criteria for placement and use of stormwater control methods/devices. The EI will have the 

authority to determine the location of these controls. 

When water accumulates in the trench or other areas within the workspace (via groundwater 

infiltration or precipitation), it will be dewatered using pump(s) or well pointing. The water will 

be discharged to an upland area, utilizing the appropriate sediment filtration/energy dissipation 

device, within or adjacent to the approved workspace (see Appendix A). Discharges devices will 

designed to minimize the release of sediment and the potential for erosion. Adequate BMPs will 

be installed where necessary to minimize erosion due to the discharge. Dewatering devices will 

typically be located on the edge of the construction ROW in a well vegetated area. 

Dewatering activities shall be inspected daily by construction personnel. The inspection will 

include the dewatering site, areas where BMPs are being implemented and the discharge location. 

A record shall be maintained to document the inspections of the dewatering operations and actions 

taken to correct any problems that may be identified. See Section 5.0 for additional details on 

requirements for inspection documentation. 

Other Controls 

3.3.1Waste Materials 

The Contractor will properly handle, store and dispose of all solid and hazardous materials and 

wastes that are used or generated by the Contractor as a result of the Project. The Contractor will 

determine if the materials and wastes associated with the Project classify as hazardous materials 

and/or wastes in accordance with applicable federal and/or state criteria. Upon request by Dakota 

Access, the Contractor will provide documentation to substantiate findings of the regulatory status 

of materials and/or wastes used and/or generated as a result of the Project. 

• Trash, litter, and debris will be collected for off-site disposal; it will not be discarded along 

the ROW. Refuse will be disposed of according to state and local regulations. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

11 

• Solid waste that contains (or at any time contained) oil, grease, solvents, or other petroleum 

products, falls within the scope of the oil and hazardous substances control, cleanup, and 

disposal procedures of COMPANY’s Spill Prevention Control and Countermeasures 

(SPCC) plan. This material shall be segregated for handling and disposal as hazardous 

waste under the provisions of the plan. If a Contractor generates a hazardous waste from 

materials they have brought on-site (e.g., paint clean-up solvents, waste paints, etc.), then 

the Contractor is responsible for proper waste collection, storage and disposal in 

accordance with all applicable regulations. The Contractor remains responsible for the 

proper handling, storage and disposal of the hazardous waste. Any release of the hazardous 

waste as a result of the improper handling, storage or disposal by the Contractor in this 

instance is the responsibility of the Contractor to rectify to the satisfaction of Dakota 

Access and all applicable regulatory agencies 

• Concrete washout wastewater shall be contained in a leak-proof container or leak-proof pit 

and will not be discharged into waterbodies, storm sewer systems, or curb and gutter 

systems. Containers must be designed and maintained so that overflows cannot occur due 

to inadequate sizing, precipitation events or snowmelt. 

• If herbicides or pesticides are to be used for vegetation maintenance, the applications of 

those substances will be in accordance with applicable landowner and land management or 

state agency specifications. COMPANY will not use herbicides or pesticides in or within 

100 feet of any waterbody except as specified by the appropriate land management or state 

agency. 

3.3.2Offsite Vehicle Tracking 

Construction site egress locations must be inspected for evidence of sediment being tracked offsite 

by vehicles ore equipment onto paved surfaces. Accumulation of tracked and deposited sediment 

will be by the Contractor from all off-site paved surfaces by the end of the work day, shift or if 

applicable, within a shorter time specified by local authorities or the department. 

• A stabilized construction entrance will be used, if appropriate, to reduce vehicle tracking 

of soil and sediments. Access to the ROW will normally be from existing public roads. 

Attempts will be made to locate roadway crossings/access points to ensure that safe and 

accessible conditions exist throughout the construction phase. Use of 25-foot-long crushed 

stone access pads, sweeping, culvert installation, matting, and other forms of rutting 

protection may be used subject to local permit conditions. Periodic sweeping and scraping 

will remove sediment tracked onto public roads. If crushed stone access pads are used in 

active agricultural areas, the stone will be placed on a synthetic fabric to facilitate later 

removal. 

• The stabilized construction entrances will be installed before clearing and grading. Once 

other construction activities permanently cease in an area, that area will be stabilized by 

reseeding and/or mulching as needed. Once revegetation has been judged successful, 

temporary erosion/sediment control structures will be removed. 

3.3.3Dust Control 

Dust control activities will occur throughout the project area, as needed to minimize impacts from 

dust generated by construction equipment and traffic across exposed soils. These activities will 

be performed using primarily water spraying trucks in construction work areas and on access roads. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

12 

4.0 Maintenance 

Erosion and sediment control measures and other protective measures identified in this SWPPP 

must be maintained in effective operating condition. If site inspections required by Section 5.0 of 

this SWPPP identify erosion control devices that are not operating properly, maintenance shall be 

performed by the Contractor within 24 hours, or before the next anticipated storm event (whichever 

is soonest) to maintain the continued effectiveness of erosion controls. If maintenance prior to the 

next anticipated storm event is impractical, maintenance must be scheduled and accomplished as 

soon as practicable. Temporary sediment barriers will remain in place until permanent revegetation 

measures have been judged successful. 

Sediment must be removed from all control devices similar to, and including silt fence, or fiber 

rolls when sediments approaches 1⁄2 the height of the device and within 24 hours of discovery, or 

as soon as field conditions allow access. Drainage and removal from sediment basins must be 

completed when the depth of the sediment reaches 1⁄2 the storage volume and within 72 hours of 

discovery, or as soon as field conditions allow access. 

Maintenance activities will be recorded in the Corrective Action/Maintenance Log (Appendix D) 

as described in Section 5.2.2. 

5.0 Inspections and Records 

The Project area will be inspected regularly by the EI staff to ensure that environmental protection 

measures are correctly installed and properly maintained. Inspection will include all areas of the 

Project area that are exposed to precipitation. Sedimentation and erosion measures identified in 

this plan must be inspected to ensure they are functioning properly. Discharge locations will be 

inspected to determine if erosion control measures are effective. Locations where vehicles and 

equipment access the Project area must be inspected for evidence of off-site sediment tracking. 

Based on inspection results, the pollution prevention measures described in this plan will be 

revised to address inadequacies that are discovered. 

Inspection Schedule 

Inspections shall be performed by the EI in all disturbed areas of the Project that have not been 

finally stabilized (including areas used for storage of materials that are exposed to precipitation, 

staging areas, temporary contractor yards, access roads, structural control measures and locations 

where vehicles enter or exit the site). Inspections shall be conducted as follows: 

• Inspection shall occur at least once every 14 calendar days and within 24 hours after any 

storm event of greater than 0.25 inches of rain per 24–hour period. On-site rain gauges or 

the nearest National Weather Service precipitation gauge stations will be used to quantify 

storm events. 

• In addition to inspection of disturbed areas, all dewatering activities shall be inspected 

daily. The inspection must include the dewatering site, areas where BMPs are being 

implemented and the discharge location. Documentation of dewatering inspections and 

actions taken to correct any problems that may be identified will be included in the 

inspection records. 

The frequency of inspections may be reduced if: 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

13 

• Adverse conditions, such as flooding, high winds, tornadoes, electrical storms, or site 

access constraints, etc. prohibit inspections. Once site access becomes available, 

inspections would resume and a description of why the inspections where temporarily 

suspended will be included in the next inspection report. 

• Runoff is unlikely due to winter conditions (e.g., site is covered with snow, ice or the 

ground is frozen). Required inspections and maintenance will resume as soon as runoff 

occurs or the ground begins to thaw at the site. The inspection records will include 

freeze/thaw and runoff dates if inspections are suspended. 

• Completed areas that have been stabilized but do not meet the vegetative cover criteria for 

final stabilization may be inspected once per month. 

Inspections will continue until final stabilization is achieved. Final stabilization is accomplished 

when: 

• all soil disturbing activities at the site have been completed and all soils are stabilized by a 

uniform perennial vegetative cover with a density of at least 70 percent of the pre-existing 

cover over the entire pervious surface area; or 

• in areas of the state receiving less than 20 inches of rain on average annually, permanent 

or degradable erosion control measures (e.g., rolled erosion control product) and 

stabilization methods are selected, designed, and installed along with an appropriate seed 

base to provide erosion control for at least three years and achieve at least 70 percent of 

the pre-existing vegetative cover within three (3) years without active maintenance; and 

• all drainage ditches, constructed to drain water from the site after construction is complete 

are stabilized to preclude erosion; 

• all temporary erosion prevention and sediment controls BMPs must be removed as part of 

the site final stabilization; and 

• all sediment has been removed from conveyances and temporary sedimentation basins that 

will be used as permanent water quality management basins. 

Once final stabilization has been achieved on portions of the ROW, all activity under this plan, 

including inspections, will cease for those areas and a Notice of Termination (NOT) would be filed 

with the NDDH. Areas considered to have achieved final stabilization will be documented in the 

SWPPP records (Appendix C). The above description of final stabilization achievement is 

consistent with the characterization of final stabilization in the NDDH General Permit for 

Stormwater Discharges. However, Dakota Access will strive to exceed the NDDH requirements 

and achieve 80 percent vegetative cover. 

Required Records 

5.2.1SWPPP Inspection Form 

An inspection report for each inspection will be completed by the Contractor and provided to the 

EI for all inspections conducted during construction. A Site Inspection Form is contained within 

Appendix C and includes: 

• Date and time of inspections; 

• Name of person(s) conducting inspections; 

• Findings of inspections, including recommendations and schedule for corrective actions; 

• The date when an area is stabilized, temporarily or permanently; 

• The date when construction activities cease in an area, temporarily or permanently; 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

14 

• The dates when major grading activities occur in a particular area; 

• Date and amount of all rainfall events greater than 0.25 inches in 24 hours; and 

• Documentation that the SWPPP has been amended when changes are made to the BMPs 

in response to inspections. 

5.2.2Corrective Action/Maintenance Log 

In addition to inspection reports a corrective action or maintenance log will be kept to document 

activities performed based on inspection reports. The Corrective Action/Maintenance Log 

(Appendix D) will be maintained with this Plan and will include: 

• BMP corrected and corrective actions taken; 

• Date and time of corrective action; and 

• Name of person(s) performing corrective actions. 

6.0 Training 

Prior to construction, all Project personnel will be trained on environmental permit requirements 

and environmental construction procedures described in this plan including correct design, 

installation, function, maintenance and removal of BMPs. Upon receiving training, onsite 

personnel will sign an acknowledgment of having a working understanding of the purpose of the 

SWPPP and that they are committed to implementing stormwater management procedures during 

construction. Training will be provided annually at a minimum and as new employees or 

responsible parties are hired on. As directed by Dakota Access, supplemental training courses 

may be required to ensure compliance with the SWPPP and applicable regulatory permit 

requirements. EI staff and Contractor personnel responsible for performing site inspections will 

receive additional training and must demonstrate an understanding of what, when and how to 

properly record inspections described in this plan. 

7.0 SWPPP Certification 

Company’s Certification 

Dakota Access has prepared this SWPPP in compliance with the requirements of the North Dakota 

Pollutant Discharge Elimination System (NDPDES) General Permit for Discharges for Large and 

Small Construction Activities (Permit Number NDR 10-1000) as administered by the NDDH. 

Dakota Access is responsible for implementing the provisions of this operations control over the 

construction plans and specifications. 

Owner: 

Dakota Access, LLC 

1300 Main Street 

Houston, TX 77002 

I certify under penalty of law that this document and all attachments were prepared under my 

direction or supervision in accordance with a system designed to assure that qualified personnel 

properly gather and evaluate the information submitted. Based on my inquiry of the person or 

persons who manage the system, or those persons directly responsible for gathering the 

information, the information submitted is, to the best of my knowledge and belief, true, accurate, 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

15 

and complete. I am aware that there are significant penalties for submitting false information, 

including the possibility of fine and imprisonment for knowing violations. 

Signed: Date: 

Print Name: 

Title: 

Company: 

Delegation of Authority 

Dakota Access will own and operate the pipeline, however, construction of the pipeline and 

associated facilities will be performed by independent Contractors and inspectors hired by Dakota 

Access. These Contractors and inspectors will have day-to-day responsibility to ensure 

compliance with this SWPPP. Dakota Access grants authority to the named parties on the 

Delegation of Authority Form (Appendix F) to act on its behalf on all matters pertaining to this 

SWPPP. The signed Delegation of Authority Form(s) shall be kept with this SWPPP at all times. 

8.0 Plan Modification 

This plan may need to be modified and/or updated based on information and experience gathered 

during actual construction activities (e.g., include or modify BMPs designed to correct problems, 

etc.). If changes to the design, construction, or maintenance that can have significant effect on the 

potential for discharging pollutants in stormwater at a site occur, this plan should be modified 

accordingly. In addition, if the plan proves to be ineffective in controlling pollutants, meeting 

regulatory requirements or providing adequate protection to resources, any necessary 

modifications to the application of the practices presented in this plan will be made. SWPPP 

modifications and dates of the modifications shall be recorded on the SWPPP Revision Record 

found in Appendix E. 

9.0 Records Retention 

The EIs will attach Site Inspection Forms (Appendix B-1) and update the Corrective 

Action/Maintenance Log in Appendix D of this plan. The most current version of the SWPPP will 

be maintained in a readily available location. Electronic copies of SWPPP records are acceptable 

if the records can be accessed on-site. Prior to the onset of construction, a copy of the completed 

and signed Notice of Intent (NOI) and a copy of the NPDES General Permit for Stormwater 

Discharges (NDR10-0000) will be included as Appendices B-6 and B-7 respectively. A NOT 

will be filed with the NDDH once final stabilization is achieved and kept with the SWPPP records. 

All records will be retained as part of the SWPPP for at least three years from the date the Project 

area is considered finally stabilized and the NOT is filed. 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX A 

BEST MANAGEMENT PRACTICES FIGURES 
















DAPL/ETCOP













DAPL/ETCOP
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX B 

SPILL PREVENTION, CONTROL, AND COUNTERMEASURES PLAN 

(Final plan to be furnished by the Contractor and will meet or exceed the draft plan) 

 
 

Dakota Access Pipeline (DAPL) Project

SPILL PREVENTION, CONTAINMENT, 

AND COUNTERMEASURES PLAN

 

Document No.: DAPL-WGM-GN000-HSE-PLN-0002

Project No.: 10395700

REV DATE DESCRIPTION ORIG CHK APPR 

A 8-27-2014 Issued for Review JCD JW DJ

B 9-11-2014 Issue for Approval JCD JW DJ

C 12-12-2014 Revised JCD JW DJ

SPCC DRAFT
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Rev. B 

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION ...................................................................................................... 1

2.0 PLANNING AND PREVENTION............................................................................... 1

2.1 Roles And Responsibilities.............................................................................. 1

2.1.1 Spill Coordinator.................................................................................. 1

2.1.2 Environmental Manager ...................................................................... 2

2.1.3 Field Construction Manager ................................................................ 2

2.1.4 Authorized Personnel .......................................................................... 3

2.1.5 Construction Superintendent............................................................... 3

2.1.6 Construction Personnel ....................................................................... 3

2.1.7 Responsibility of Administration........................................................... 3

3.0 GENERAL BEST MANAGEMENT PRACTICES ...................................................... 3

3.1 Typical Fuels, Lubricants And Hazardous Materials ....................................... 3

3.2 Preventive Actions .......................................................................................... 4

3.2.1 Storage, Refueling, and Lubrication Areas.......................................... 4

3.2.2 Special Refueling Activities ................................................................. 4

3.2.3 Contingency Supplies.......................................................................... 5

3.2.4 Waste Removal ................................................................................... 5

3.3 Notifications..................................................................................................... 5

3.4 Hazardous Materials Spill Response Training................................................. 5

3.5 Contractor’s Waste Disposal........................................................................... 6

3.6 Mitigation Actions ............................................................................................ 6

3.6.1 Control of Spills or Releases ............................................................... 6

3.6.2 Notifications......................................................................................... 6

3.6.3 Cleanup and Disposal Actions............................................................. 6

3.6.4 Records............................................................................................... 7

4.0 SPILL PROCEDURE ................................................................................................ 7

4.1 Reportable Quantity Spills............................................................................... 7

4.2 Immediate Spill Response Actions.................................................................. 7

4.3 Reporting Requirements ............................................................................... 10

4.4 Disposal of Cleanup Debris and Materials .................................................... 10

4.5 Determination of Spill Boundaries in the Absence of Visible Traces ............. 10

4.6 Cleanup Requirements ................................................................................. 11

4.6.1 General Requirements: ..................................................................... 11

4.6.2 Effect of Emergency or Adverse Weather ......................................... 11

4.7 Records......................................................................................................... 12

4.8 Responsibility for Procedure ......................................................................... 12

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APPENDICES

APPENDIX A - Construction Spill Report Form

APPENDIX B - Reportable Quantities

APPENDIX C - State Requirements for Reporting

APPENDIX D - Handling Containers and Drums

APPENDIX E – DOT-Approved Containers

APPENDIX F - Inspection of Waste Drums and Containers

APPENDIX G - Typical Petroleum Storage and Handling Volumes on a Construction 

Spread

APPENDIX H - Emergency Response Contractors; Disposal and Treatment Facilities

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1.0 INTRODUCTION

Dakota Access, LLC (COMPANY) has developed this Spill Prevention, Containment, 

and Countermeasures (SPCC) Plan for the Dakota Access Pipeline Project (Project) to 

provide preventative and mitigative measures to minimize the environmental impact 

associated with inadvertent spills or releases of fuel, lubricant, or hazardous materials 

during construction of the Project. These measures will be implemented by the 

construction contractor or inspection staff (unless otherwise indicated) during 

construction of the Project. Each construction contractor (Contractor) on the Project will 

be required to prepare a job-specific SPCC Plan which will be submitted prior to the 

commencement of construction.

2.0 PLANNING AND PREVENTION

COMPANY requires its Contractors to implement proper planning and preventive 

measures to minimize the likelihood of spills, and to quickly and successfully clean up a 

spill, should one occur. COMPANY has developed this SPCC Plan to set forth 

minimum standards for handling and storing regulated substances and for cleaning up 

spills. Potential sources of construction-related spills include storage tank leaks, 

machinery and equipment failure, and fuel handling and transfer accidents. The 

Contractor will be responsible for implementing, at a minimum, the following planning 

and prevention measures.

2.1 ROLES AND RESPONSIBILITIES

2.1.1 Spill Coordinator

• A Spill Coordinator shall be designated and employed by the Contractor, subject to 

approval.

• The Spill Coordinator shall mobilize on-site personnel, equipment, and materials for 

containment and/or cleanup commensurate with the extent of the spill.

• The Spill Coordinator shall assist the appropriate Emergency Response Contractor 

(Appendix H) and monitor containment activities to ensure that the actions are 

consistent with the requirements of this SPCC Plan.

• The Spill Coordinator and/or Chief Environmental Inspector or the Field Construction 

Manager, in consultation with appropriate agencies, shall determine when it is 

necessary to evacuate spill sites to safeguard human health.

• The Spill Coordinator shall notify the Environmental Manager and Chief 

Environmental Inspector immediately of any spill.

• The Spill Coordinator will assist the Chief Environmental Inspector in completion of a 

spill report form.

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• The Spill Coordinator will identify available Emergency Response Contractors, who 

are subject to approval.

• The Spill Coordinator should not contact an agency regarding a spill without 

authorization from the Environmental Manager and/or Chief Environmental 

Inspector.

2.1.2 Environmental Manager

• The “Environmental Manager” referred to in this SPCC Plan will be a designated 

COMPANY employee or a third-party Designee. 

• The Environmental Manager will have a Chief Inspector located at the construction 

sites. The Chief Inspector may act on the behalf of the Environmental Manager on 

certain issues that will be defined before construction is started.

• The Chief Inspector will monitor the Contractor's compliance with the provisions of 

this SPCC Plan.

• All “reportable spills” must be reported immediately to the Construction Manager, 

Environmental Manager, and Chief Inspector (“reportable spills” will be defined by 

state-specific guidelines. See Appendix C). The Chief Inspector, with assistance 

from the Spill Coordinator, is responsible for completing a Spill Report Form 

(Appendix A) within 24 hours of the occurrence of a reportable spill.

• The Spill Coordinator and/or Environmental Manager or the Project Manager, in 

consultation with appropriate agencies, shall determine when it is necessary to 

evacuate spill sites to safeguard human health.

• The Environmental Manager will promptly report spills to the appropriate federal, 

state, and local agencies as required and coordinate with these agencies regarding 

contacting additional parties or agencies.

2.1.3 Field Construction Manager

• The “Field Construction Manager” referred to in this SPCC Plan will be the Chief 

Inspector, a designated COMPANY employee, or a third-party designee who is 

responsible for the management of construction activities on this Project 

(representing the Construction Manager for COMPANY). 

• The Field Construction Manager is the initial point of contact of the Spill Coordinator 

when a spill occurs, and determines the containment measures that may be 

required.

• The Field Construction Manager is responsible for documenting the general 

information regarding any spills such as work stoppages, injuries, fires, and the 

extent of exposure to workers on the site.

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• The Field Construction Manager is responsible for coordinating any emergency 

response services that may be required such as the Fire Department, the Sheriff 

Department, or for contacting Emergency Response Contractors.

2.1.4 Authorized Personnel

• Authorized Personnel are representatives of the Contractor who are designated to 

handle fuel, lubricants, or other regulated substances.

• Authorized Personnel shall be familiar with the requirements of the SPCC Plan and 

the consequences of non-compliance.

2.1.5 Construction Superintendent

The Contractor's Construction Superintendent or representative must immediately notify 

the Environmental Manager and Chief Inspector of any spill of a petroleum product or 

hazardous liquid, regardless of volume.

2.1.6 Construction Personnel

• Construction Personnel are representatives of the Contractor involved with 

installation of the Project.

• Construction Personnel shall notify the Construction Superintendent or Spill 

Coordinator immediately of any spill of a petroleum product or hazardous liquid, 

regardless of volume.

2.1.7 Responsibility of Administration

The Contractor is responsible for the administration of its SPCC Plan.

3.0 GENERAL BEST MANAGEMENT PRACTICES

3.1 TYPICAL FUELS, LUBRICANTS AND HAZARDOUS MATERIALS

The table in Appendix G identifies fuels, lubricants and coolants generally present on 

pipeline construction spreads and identifies typical total volumes, storage, and 

transportation methods. Contractors will have appropriate Material Safety Data Sheets 

(MSDS) on-site as required by the Occupational Safety and Health Administration 

(OSHA). 

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3.2 PREVENTIVE ACTIONS

The following preventive actions and procedures will be accomplished prior to 

construction.

3.2.1 Storage, Refueling, and Lubrication Areas 

Contractors will designate and establish storage, refueling, and lubrication areas prior to 

construction which will minimize the environmental and safety impacts associated with 

inadvertent releases of fuel, lubricants, or hazardous substances, as per the following 

guidelines.

• Refueling and storing potentially hazardous materials will not occur within a 150-foot 

radius of any private wells or within a 400-foot radius of any municipal or community 

water supply wells.

• Storage of fuel, lubricants, or hazardous materials within 100 feet of perennial 

waterbodies, wetland boundaries, or within a municipal watershed will not be 

conducted.

• No hazardous or potentially hazardous materials, other than essential equipment 

fuel (e.g., gasoline and diesel fuel) or standard lubricants (e.g., engine oils and 

grease) will be transported into the right-of-way or construction area without 

Environmental Manager coordination and approval.

• All petroleum products used by the Contractor necessary for fueling and 

maintenance of construction equipment shall be stored at a well-maintained and 

supervised location. Diesel fuel, gasoline, and lubricating oils shall be stored in 

bermed and lined containment structures or other approved fabricated containment 

reservoirs. 

• All vehicle maintenance waste (oils and lubricants) shall be collected in proper 

containers within the designated storage, refueling, and lubrication areas. Vehicle 

washing will be conducted in an area that will ensure that none of the wash water 

enters any waterbody or wetland. All vehicle wastes will be properly disposed of at 

facilities permitted to receive hydrocarbon vehicle waste.

3.2.2 Special Refueling Activities

When unique conditions require refueling within 100 feet of the banks of a waterbody, a 

wetland boundary, or within any municipal watersheds, this activity must be approved in 

advance by the Environmental Inspector following a review that no reasonable 

alternatives exist and incorporation of any necessary additional emergency response 

measures. At a minimum, the review will consider the environmental risks of relocating 

equipment to an authorized refuel/lubrication area verses risks involved with 

refuel/lubrication in-place. Additional emergency response measures include availability 

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absorbent materials or other secondary spill containment materials for immediate 

application prior to commencing refueling activities.

3.2.3 Contingency Supplies

Each construction crew shall have on-hand sufficient supplies of absorbent materials, 

barrier material, and DOT-approved containers to allow for rapid containment and 

recovery of any potential spill.

3.2.4 Waste Removal

Standing procedures and individual responsibilities regarding excavation, transport, and 

off-site disposal of any soil material contaminated by a spill will be established prior to 

construction.

3.3 NOTIFICATIONS

Whenever any spill of a hazardous or potentially hazardous substance occurs, the 

Environmental Manager will be notified. The Environmental Manager will help direct 

further response actions in accordance with EPA guidelines and assist throughout the 

cleanup and disposal of wastes.

3.4 HAZARDOUS MATERIALS SPILL RESPONSE TRAINING

The Contractor shall instruct construction personnel in the operation and maintenance 

of equipment to prevent an accidental discharge or spill of fuel, oil, and lubricants. 

Personnel shall also be made aware of the pollution control laws, rules, and regulations 

applicable to their work.

A spill prevention briefing shall be scheduled and conducted by the Contractor prior to 

the initiation of construction to assure adequate understanding of this SPCC Plan. The 

topics to be addressed at the briefing shall include the following:

• SPCC Plan contents;

• Possible equipment failure and malfunction;

• Precautionary measures;

• Standard operating procedures in case of a spill;

• Equipment, materials, and supplies to be maintained by the Contractor and made

available for cleanup of a spill.

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3.5 CONTRACTOR’S WASTE DISPOSAL

All wastes generated during construction shall be stored at the Contractor’s Field 

Warehouse, or other approved collection site, in DOT-approved containers.

3.6 MITIGATION ACTIONS

The following guidelines specify the procedures used to control a release, notify 

appropriate officials, clean up waste, and document corrective actions.

3.6.1 Control of Spills or Releases

Controlling spills and releases shall be accomplished by stopping or segregating the 

source of the release, using the required stockpiled materials to contain the spill and, if 

warranted, stopping operations within the affected areas.

3.6.2 Notifications

The Contractor shall first notify the Environmental Manager and Chief Inspector of any

spill. If the spill is of a reportable quantity, the Environmental Manager shall notify the 

required agencies, and, if the situation warrants, the Field Construction Manager shall 

notify the appropriate local police, fire department, and/or area residents.

The Contractor shall have designated employees’ on-call 24-hours-per-day for 

notification of the emergency response companies referenced in Appendix H.

3.6.3 Cleanup and Disposal Actions

The Contractor’s Spill Coordinator will direct cleanup of all releases. Contaminated 

soils, absorbent materials, and other waste generated by the spill/release will be placed 

in DOT-approved storage/shipping containers (see Appendix E). The containers will be 

labeled indicating the contents and placed in a designated accumulation point for 

disposal. Depending on the type of waste generated, the containers shall be 

transported and disposed of in accordance with appropriate EPA disposal criteria by 

permitted transporters and disposers.

In the event that a fuel spill occurs within a controlled containment dike, in lieu of a 

pump/valve drainage system, the Contractor shall immediately engage a certified 

vacuum cleanup service in the vicinity.

Arrangements shall be made for spill cleanup vacuum services within various vicinities. 

These companies will be on-call 24-hours-per-day to provide emergency cleanup 

services, as required by the Contractor.

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3.6.4 Records

The Contractor shall maintain written records of all actions taken during the course of a 

spill event.

4.0 SPILL PROCEDURE

4.1 REPORTABLE QUANTITY SPILLS

Unless otherwise directed, the reporting, disposal, and pre-cleanup sampling 

requirements in this section apply to all spills of reportable quantities (Appendix C).

4.2 IMMEDIATE SPILL RESPONSE ACTIONS

The Contractor shall implement this SPCC Plan using the following steps in response to 

a spill of hazardous materials:

Immediate Safeguards

• Evacuate the area of personnel, if warranted.

• Stop operation of affected equipment/area, if warranted.

• Turn off utilities to the area, if necessary.

• Cordon the area to prevent entry of unnecessary personnel or equipment. Establish 

a single point of ingress and egress to control access to the spill area.

• Take whatever steps possible to eliminate the source of the leak or spill (e.g., shut 

off valves, upright containers, stop pumps).

• Accumulate as much information as possible as to the nature and size of the spill. 

Use the Construction Spill Report Form (see Appendix A) for the type of information 

required.

Spill Event Log Establishment

Documentation of all spill-related activities will include the following information in the 

log:

• Time and date of initial notification of spill and approximate time the spill occurred.

• Start and completion time of all key activities.

• A detailed description of all activities undertaken and identification of personnel

accomplishing these activities.

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• Note time of all correspondence, personnel involved with the correspondence, and 

nature of the correspondence.

• The log shall be maintained until initial actions to clean up the spill are complete 

(approximately 24 hours, unless conditions extend the response to the emergency).

Notifications

All notifications shall be accomplished at the direction of the Spill Coordinator or 

Construction Director. 

• Notify the Environmental Manager of any spill and provide the necessary information 

by using the Construction Spill Report Form (Appendix A).

• Make other Contractor and Company and agency notifications per the SPCC Plan, 

or as instructed by the Environmental Manager and Section 4.3, Reporting 

Requirements, of this Plan. 

• Notify local police, fire department or hazardous material units, if assistance is 

necessary.

• Notify local residents, if necessary.

Spill Control

For spills on land or pavement:

• Plug all storm drains the spill may gain access to.

• Construct terrace dam or ditch to stop the spill’s flow.

• Scatter hay, straw, sand, absorbent pads, or other similar materials to absorb the 

spill.

• If free-standing fluid is present, actions can be taken to skim fluids and place into 

DOT-approved containers.

For spills on water:

• Ensure that all possible efforts are made to limit the migration of the surface spill 

until properly equipped cleanup teams can arrive.

• Create a back current to limit out-flow of material.

• Use absorbent floats and/or booms, if available.

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• Create shoreline earth berms to prevent spill from reaching surface waters. Use 

skimmers, pumps or available absorbent materials to remove spill from water, 

should spill breach berms.

Area Spill Cleanup

• Follow site cleanup and decontamination requirements which are provided in this 

SPCC Plan. 

• Remove cleanup debris from spill area. Basic guidance is provided in Section 4.4, 

Disposal of Cleanup Debris and Materials. 

Spill Materials Disposal

All spill material shall be disposed of in accordance with EPA Regulations. General 

guidance is provided in Section 4.6, Cleanup Requirements. 

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4.3 REPORTING REQUIREMENTS

The following reporting requirements by the Contractor are required in addition to 

applicable reporting requirements under the Clean Water Act (CWA), Toxic Substances 

Control Act (TSCA), or the Comprehensive Environmental Response Compensation 

and Liability Act (CERCLA) and other documents which establish the SPCC reporting 

requirements.

Notify the Environmental Manager and Chief Inspector in the event of any leaks or 

spills. Use the Construction Spill Report Form (see Appendix A) for providing necessary 

information. The Chief Inspector will provide guidance based on the potential impact of 

the spill. 

4.4 DISPOSAL OF CLEANUP DEBRIS AND MATERIALS

All contaminated soils, solvents, rags, and other materials resulting from the cleanup 

actions will be properly stored, labeled, and disposed of in accordance with the 

appropriate EPA regulations. Some general guidance follows:

• Soils and/or other contaminated materials shall be placed in DOT-approved sealed 

containers.

• Containers shall be labeled with required waste label(s), dated, and inventoried.

• Containers may be stored at the construction site in the identified staging areas for 

up to 90 days.

• All containers shall be disposed of in accordance with EPA Regulations using 

permitted transporters and permitted disposal facilities.

• All hazardous waste containers shall be properly manifested prior to departure from 

the construction area. The Contractor and ETC will maintain all manifest records 

with the Project file for at least three years after the containers were shipped for 

disposal.

4.5 DETERMINATION OF SPILL BOUNDARIES IN THE ABSENCE OF VISIBLE 

TRACES

For spills where there are insufficient visible traces, yet there is evidence of a leak or 

spill, the boundaries of the spill shall be determined using a statistically based sampling 

scheme. The Environmental Manager will provide sampling assistance.

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ETCOP Projects

DAPL-WGM-GN000-HSE-PLN-0002

Rev. B 

4.6 CLEANUP REQUIREMENTS

4.6.1 General Requirements:

• All soil within the spill area (i.e., visible traces of soil and a buffer of one lateral foot 

around the visible traces) must be excavated.

• All excavation material shall be disposed of as mentioned in Section 4.4, Disposal of 

Cleanup Debris and Materials, and the appropriate EPA Regulations.

• All cleanup soil and wastes shall be collected in DOT-approved containers. See 

Appendix E for a listing of approved containers.

• Appendix D contains guidance on how to manage the area used to temporarily store 

waste containers.

• Appendix F contains guidance on inspection procedures for stored waste containers 

required by EPA Regulations.

• The ground shall be restored to its original configuration by back-filling with clean 

soil.

• Cleanup requirements of a spill area shall be completed within 48 hours after 

notification or knowledge of the spill.

4.6.2 Effect of Emergency or Adverse Weather

Completion of cleanup may be delayed beyond 48 hours in case of circumstances 

including, but not limited to:

• Civil emergency;

• Adverse weather conditions;

• Lack of access to the site;

• Emergency operating conditions.

• The occurrence of a spill on a weekend or after-hours. Overtime costs are not 

acceptable reasons to delay response.

• Completion of cleanup may be delayed only for the duration of the adverse 

conditions. If the adverse weather conditions, or time lapse due to other 

emergencies, have left insufficient visible traces, a statistically based sampling 

scheme to determine the spill boundaries will be developed and implemented.

 11 December 2014

SPCC DRAFT
Dakota Access, 

LLC and Energy 

Transfer Crude Oil 

Pipeline, LLC

DAPL and 

ETCOP Projects

DAPL-WGM-GN000-HSE-PLN-0002

Rev. B 

4.7 RECORDS

All records that document spill events and corrective actions taken will be maintained in 

the project files for three years from the date the corrective actions were completed. 

Documentation and certification of area decontamination shall be conducted upon 

completion of and during all cleanup operations. The records and certifications shall be 

completed, as follows:

• Identification of the source of the spill (e.g., type of equipment or container).

• Estimated or actual date and time of the spill occurrence.

• The date and time cleanup was completed or terminated (if cleanup was delayed by 

emergency or adverse weather, the nature and duration of the delay).

• A brief description of the spill location.

• Pre-cleanup sampling data used to establish the spill boundaries if required due to 

insufficient visible traces, and a brief description of the sampling methodology used 

to establish the spill boundaries.

• A brief description of the solid surfaces cleaned and of the wash/rinse method used.

• Approximate depth of soil excavation and the amount of soil removed.

• A certification statement signed by the Construction Director, Spill Coordinator, and 

the Environmental Manager stating the cleanup requirements have been met and 

the information contained in the record is true to the best of his/her knowledge.

• The estimated cost of pre- or post-cleanup and sampling by man-hours, dollars, or 

both.

4.8 RESPONSIBILITY FOR PROCEDURE

Address any questions to the Environmental Manager (name and address to be 

announced).

 12 December 2014

SPCC DRAFT
APPENDIX A

CONSTRUCTION SPILL REPORT FORM

Date of Spill: Date of Spill Discovery:

Time of Spill: Time of Spill Discovery: 

Location Name:___________________ Region:__________________________________

Name and Title of Discoverer:

Type of material spilled and manufacturer's name:

Legal Description of spill location:

Directions from nearest community:

Estimated volume of spill:____________ Estimated Material Recovered:__________________ 

Weather Conditions:

Topography and surface conditions of spill site:

Spill medium (pavement, sandy soil, water, etc.):

Proximity of spill to surface waters: 

Did the spill reach a waterbody? _______ Yes _______ No

If so, was a sheen present? _______ Yes _______ No

Describe the causes and circumstances resulting in the spill:

Describe the extent of observed contamination, both horizontal and vertical (i.e., spill-stained soil in a 5-

foot radius to a depth of 1 inch): 

Describe immediate spill control and/or cleanup methods used and implementation schedule: 

Current status of cleanup actions:

Name/Company/Address/Phone Number for the following:

Construction Superintendent:

Spill Coordinator:

Environmental Manager:

Person Who Reported the Spill:

Environmental Inspector:

Form completed by: Date:

Spill Coordinator must complete this for any spill, regardless of size, and submit the form to the 

Environmental Manager and Chief Environmental Inspector within 24 hours of the occurrence.

SPCC DRAFT
APPENDIX B

REPORTABLE QUANTITIES

PURPOSE:

This procedure identifies reportable quantities for releases of oil or hazardous 

substances in accordance with the CERCLA of 1980, the CWA, the Oil Pollution 

Act of 1990 (OPA 90) and the TSCA.

RESPONSIBILITY FOR ADMINISTRATION:

Contractor’s Spill Coordinator is responsible for administration of this procedure.

GENERAL:

I. Reportable quantity is the quantity of a release which requires notification of 

an agency.

II. Any amount of oil spill into navigable waters is reportable. Oil spills onto 

land may be required to be reported, depending upon quantity spilled and 

state regulations. Refer to Appendix C.

III. Appendix C lists Reportable Quantities (RQs) specified by the EPA.

IV. RQs for Toxic Hazardous Wastes are based on the toxic contaminant. The 

RQ means the quantity of the waste, not the quantity of the toxic 

contaminant. If toxic waste has two or more contaminants, the RQ is based 

on the lowest RQ for those contaminants.

PROCEDURES:

I. If oil is discharged into or upon the navigable waters of the United States, or 

adjoining shorelines:

A. Report the spill to the National Response Center (800) 424-8802.

B. Submit a written report within 60 days to the EPA Regional 

Administrator and the state agency, if the project has discharged 

quantities of oil into or upon the navigable waters of the United 

States or adjoining shorelines, which:

1. Is more than 1,000 gallons of oil in a single spill event; or

2. Is in harmful quantities as defined by 40 CFR Part 110, Oil 

Pollution Prevention regulations, in two spill events occurring 

within a twelve month period. Harmful quantity includes a film 

or sheen or discoloration of the surface of the water of 

adjoining shorelines or a sludge or emulsion deposited 

beneath the surface of the water or upon adjoining shorelines.

C. The report to the EPA Regional Administrator and the state agency 

will include:

1. Name of facility;

2. Name(s) of the owner or operator of the facility;

3. Location of the facility;

4. Date and year of initial facility operation;

5. Maximum storage or handling capacity of the facility and 

normal daily throughput;

SPCC DRAFT
6. Description of facility, including maps, flow diagrams and 

topographical maps;

7. A complete copy of the SPCC Plan with amendments;

8. The cause of the spill, including a failure analysis of the 

system or subsystem in which the failure occurred;

9. The corrective actions and/or countermeasures taken, 

including description of equipment repairs and replacements;

10. Additional preventive measures taken or contemplated to 

minimize the possibility of recurrence; and,

11. Any additional information the EPA Regional Administrator 

may require pertinent to the SPCC Plan or spill event.

II. If a hazardous waste or hazardous substance has been released into the 

environment in quantities equal to or in excess of reportable quantities listed 

in 40 CFR 302, the NRC must be notified.

A. Contact the required agencies with the pertinent spill information.

B. Provide verbal notification of the following information:

1. Name and telephone number of reporter;

2. Name and address of facility;

3. Type of substance discharged;

4. Quantity of substance discharged;

5. Location of discharge;

6. Actions the person reporting the discharge proposes to take 

to contain, cleanup and remove the substances, if any; and,

7. Any other information concerning the discharge which may be 

requested by the Agency at the time of notification.

III. 

A. If a hazardous waste, hazardous substance or extremely 

hazardous substance has been released in quantities equal to or in 

excess of reportable quantities the State Emergency Planning 

Commission and Local Emergency Planning Committee must be 

notified. Contact the required agencies with the pertinent spill 

information as soon as possible.

B. Submit a written report on the incident to the appropriate state and 

local agency. The report will include the following:

1. Name, address and telephone number of the owner or 

operator;

2. Name, address and telephone number of the facility;

3. Date, time and type of incident; 

4. Name and quantity of material(s) involved;

5. The extent of injuries, if any;

6. An assessment of actual or potential hazards to human health 

or the environment, where this is applicable;

7. Assessment of the scope and magnitude of the spill;

SPCC DRAFT
8. Description of the immediate actions that have been taken 

and the estimated quantity and disposition of recovered 

material that resulted from the incident; and,

9. Provide an implementation schedule for undertaking 

suggested measures to eliminate the spill.

Spill incident reports will be maintained in the project files for a minimum period of 

three years.

SPCC DRAFT
APPENDIX C

STATE REQUIREMENTS

These guidelines are intended to help the Environmental Manager determine what is a 

reportable spill. In addition to the guidelines listed below, any substantial natural gas 

release which could cause an agency to initiate an unneeded emergency response 

should be considered reportable. The Environmental Manager and Spill Coordinator 

shall maintain a copy of federal reportable quantities (RQs) established under the 

Comprehensive Environmental Response, Compensation and Liability Act (CERCLA). A 

complete list of CERCLA-regulated hazardous substances and associated RQs are 

listed in Table 302.4 in 40 CFR § 302.4. This list can also be found online at: 

http://www.epa.gov/ceppo/pubs/title3.pdf. 

State Specific Reporting Requirements

The state-specific minimum quantities for mandatory reporting of spills have not been 

established for the State of North Dakota. All spills which may potentially impact waters 

of the state, either surface water or groundwater, must be reported. This includes all 

substances, not just "hazardous materials." 

SPCC DRAFT
APPENDIX D

HANDLING CONTAINERS AND DRUMS

PURPOSE: 

This procedure provides general requirements for the design of areas used to 

store containers and drums, in accordance with EPA regulations 40 CFR Part 112 

and 40 CFR Part 265.170.

RESPONSIBILITY FOR ADMINISTRATION:

The Contractor’s Spill Coordinator will be responsible for this procedure.

GENERAL:

I. This procedure covers container and drum storage areas storing oils and 

petroleum distillates and non-permitted Hazardous Waste container and 

drum storage areas.

II. It is not necessary to permit Hazardous Waste container and storage 

areas if the waste is stored for less than 90 days. Secondary containment 

is not required for non-permitted Hazardous Waste container and drum 

storage areas.

PROCEDURE:

I. All containers and drums must be stored to avoid contact with the ground 

and standing water and protected to prevent rupture or leakage and to 

facilitate inspection.

II. The areas with containers and drums in which oil and petroleum distillate 

are stored and have the potential to be spilled off site must be designed to 

contain spills and releases. Appropriate secondary containment may 

include dikes, berms or retaining walls sufficiently impermeable (10-5

centimeters per second) to contain spill oils.

III. The following applies to hazardous waste containers and drums:

A. Containers and drums holding ignitable or reactive Hazardous Waste 

must be stored at least 50 feet from the property line of boundary. 

Follow manufacturers’ instructions regarding appropriate storage of 

product containers and drums.

B. Hazardous Waste containers and drums must be separated and 

protected from incompatible materials by means of dike, berm, 

retaining wall or other approved means. Incompatible materials are 

wastes which, when mixed, can produce effects which are harmful to 

human health and the environment, such as (1) heat and pressure, 

(2) fire or explosion, (3) violent reaction, (4) toxic fumes or, (5) 

flammable fumes.

C. Hazardous Waste containers and drums must be inspected weekly. 

That inspection shall be documented, as per requirements listed in 

Appendix F.

SPCC DRAFT
IV. The Contractor shall comply with all rules for Hazardous Waste Generators 

for satellite accumulation under 40 CFR 262.24(c)(1)(ii):

A. Mark each container with the words “Hazardous Waste.”

B. Containers must be in good condition and kept closed except when 

adding or emptying waste. In addition, containers must not contain 

waste that is incompatible with the containers.

V. Conditionally Exempt Small Quantity Generators and Small Quantity 

Generators of Hazardous Waste must comply with the following:

A. Meet all conditions outlined in Procedure Section II.

B. Mark each drum or container with the words “Hazardous Waste.”

C. Label each drum or container with the date it is first used and the 

date it is last used.

RECORDS:

Storage area inspection records must be kept with the project files for a minimum 

period of three (3) years.

RESPONSIBILITY FOR PROCEDURE:

Address any questions to the Environmental Manager (Name and address to be 

announced.)

SPCC DRAFT
APPENDIX E

DOT-APPROVED CONTAINERS

PURPOSE:

This procedure provides a listing of containers which have been approved by the 

EPA for storage of contaminated materials or wastes. These drums may be 

ordered from drum suppliers by specification number:

I. Specification 5 - steel barrel or drum with removable head:

A. Body seams welded;

B. Chime (reinforced rim) reinforced;

C. Heads closed by 12 gauge bolted ring with drop forged lugs;

D. Marked “DOT-5.”

II. Specification 5B - steel barrel or drum with removable head:

A. Body seams welded;

B. Chime (reinforced rim) reinforced;

C. Heads closed by 12 gauge bolted ring with drop forged lugs;

D. Marked “DOT-5B.”

III. Specification 6D Overpack; cylindrical steel overpack, straight sided, for 

inside plastic container. Specification 6D Overpack must be used with the 

specification 2S of 2SL plastic container.

IV. Specification 2S - polyethylene container:

A. No removable heads;

B. Constructed with new polyethylene resin;

C. Marked “DOT-2S;”

D. Must fit snugly in overpack container (Spec. 6D).

V. Specification 2SL - molded or thermoformed polyethylene container:

A. No removable heads;

B. Constructed with new polyethylene resin;

C. Marked “DOT-2SL;”

D. Must fit snugly in overpack container (Spec. 6D).

VI. Specification 17C - single trip container, steel drum:

A. Removable heads are authorized;

B. Crowned head;

C. Heads closed by 12 gauge bolted ring with drop forged lugs;

D. Marked “DOT-17C.”

SPCC DRAFT
APPENDIX F

INSPECTION OF WASTE DRUMS AND CONTAINERS

PURPOSE:

This procedure outlines inspection requirements for waste drums and containers 

as required by Federal Regulations 40 CFR 262 - 265 and 40 CFR 761.

RESPONSIBILITY:

The Contractor’s Spill Coordinator is responsible for implementation of this 

procedure.

GENERAL:

I. Drums and containers used to store hazardous substances and wastes 

shall be inspected for leaks, malfunctions, deterioration, operator errors and 

discharges which may lead to a release into the environment or a threat to 

human health.

II. If problems are discovered during the inspection, remedial action shall be 

taken immediately. The action taken will be noted on the inspection report 

form.

PROCEDURE:

I. Each waste drum and container shall be inspected and records maintained 

on a Waste Container Inspection Form. Inspection records shall include the 

date and time of the inspection, the name of the inspector, observations and 

the date and nature of any problems, repairs and remedial action.

A. Waste drum and container storage areas shall be inspected weekly 

for the following:

1. Leaking containers, deterioration of containers and 

deterioration of the spill containment system.

2. Drums and containers shall be properly labeled and dated.

3. Drums and containers shall be stored on pallets or drum 

racks.

B. If a drum or container is leaking, the incident shall be recorded on 

the inspection form and immediately cleaned up according to the 

SPCC Plan.

RECORDS:

I. Inspection records shall be maintained in the project files for three (3) years 

from the date of inspection.

II. A report of the remedial action taken for leaks shall be prepared and kept 

with either the original inspection forms, inspection log or in the records of 

the project. These records shall be maintained for three (3) years with the 

project files.

RESPONSIBILITY FOR PROCEDURE:

Address any questions to the Company Environmental Manager (Name and 

address to be announced.)

SPCC DRAFT
WASTE CONTAINER INSPECTION FORM

Facility:______________________

_ 

Type of 

Container:__________________

Date

SPCC 

Deficiencies Noted Inspected By

DRAFT
APPENDIX G

TYPICAL PETROLEUM STORAGE AND HANDLING VOLUMES ON CONSTRUCTION 

SPREAD

Fluids Typical Amounts Storage

Typical Transport 

Mode

Fuels Diesel 6,000-12,000 

Gallons 

1-3 Tanks or Tankers 

stored at Contractor 

locations

5 gallon cans, 100 

gallon storage in 

pickups, etc.

1-3 Fuel Trucks,

1-3 "Fuel Skids"

Military Aviation 

Kerosene 1 

6,000-12,000 

Gallons

Kerosene 1 6,000-12,000 

Gallons

Gasoline 5,000 Gallons

Lubricant Engine Oil < 500 Gallons Bulk Storage or 

Retail Packaging at 

Contractor Yard 

Warehouse

1-3 "Grease" 

Trucks

Transmission/ 

Drive Train Oil < 500 Gallons

Hydraulic Oil < 500 Gallons

Gear Oil < 500 Gallons

Lubricating 

Grease

20-30 cases of 

24 cans per case

Coolants Ethylene Glycol 100 Gallons

Propylene Glycol 100 Gallons

1 Used straight or as additives only in extremely cold weather.

SPCC DRAFT
APPENDIX H

EMERGENCY RESPONSE CONTRACTORS; DISPOSAL AND TREATMENT 

FACILITIES

The Contractor must dispose of all wastes according to applicable state and local 

requirements. A listing of potential Emergency Spill Response Contractors and waste 

disposal facilities is provided below. This list was developed from state-wide databases. 

This list represents firms operating at the time the data base was produced. These firms 

are not necessarily endorsed by COMPANY. The Contractor is responsible for verifying if 

a contractor or facility is currently operating under appropriate permits or licenses. 

Selection of an Emergency Response Contractor or disposal facility is subject to 

approval. The Contractor is responsible for ensuring wastes are disposed of properly.

Spill Response Contractors located along the proposed route will be determined during 

project planning.

 

SPCC DRAFT
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX C 

SWPPP INSPECTION FORMS 
 Dakota Access Pipeline Project 1 of 2 

 SWPPP Inspection Form - Construction

 

Project Name: Dakota Access Pipeline Project Coverage Number: NDR10-000 

Inspector: Date: Time: 

Precipitation Amount: Date: 

Location of Inspection (station numbers or MP) 

Areas Inspected (Choose Applicable): Active areas 

 Stabilized areas with less than 70% cover 

 Areas that have achieved final stabilization 

Is there evidence of, or the potential for, pollutants entering drainage systems or waters of the state from: 

 Material Storage Areas Y N 

 Vehicle Maintenance Areas Y N 

Observations / Corrective Actions: 

 

 Y N Have all erosion and sediment controls and best management practices identified in the plan been installed or 

implemented? 

 Y N Are erosion and sediment controls operating correctly and in serviceable condition? 

 Y N Are erosion and sediment controls operating consistently and effectively? 

 Y N Are there any devices similar to silt fence or fiber rolls where sediment has reached more than 1/2 the height of 

the device? (Removal and repairs must be made within 24 hours.) 

 Y N Are there any sediment basins where collected sediment has reduced the storage capacity by 1/2? (Drainage 

and removal must be completed within 72 hours.) 

 Y N Is there evidence of sediment deposits in surface waters, drainage ditches or other stormwater conveyance 

systems? (Removal and stabilization must be completed within 7 days unless prohibited by legal, regulatory or 

physical access constrains. All reasonable efforts must be made to obtain access. Once permission is granted, 

removal must take place within 7 days.) 

 Y N NA Is there evidence of sediment being tracked off-site by vehicles or equipment? (Sediment tracked or deposited 

on paved surfaces must be removed within 24 hours.) 

 Y N Is there evidence of sediment depositing off-site other than in surface waters, drainage ditches and stormwater 

conveyance systems? (Sediment must be recovered in a manner and frequency sufficient to minimize off-site 

impacts – for example, sediment could wash away during the next precipitation event.) 

 Y N NA 

 Y N NA 

 Y N NA 

Is stormwater flow distributed evenly over vegetative buffers? 

Is sediment accumulating in vegetative buffers? 

Are rills forming within vegetative buffers? 

(If vegetative buffers are silted covered, contain rills or are otherwise rendered ineffective, other erosion and 

sediment controls must be implemented. Eroded areas must be repaired and stabilized.) 

 Y N Are litter, debris, chemicals and parts being managed properly to minimize stormwater pollution? 

 Y N Are liquid or soluble materials like oil, fuel, paint, etc., properly stored to prevent spills, leaks or other 

discharges? 
 Dakota Access Pipeline Project 2 of 2 

 SWPPP Inspection Form - Construction

 

 Y N Is there evidence of concrete wash water discharging to waters of the state, storm sewer systems or onto 

adjacent properties? 

 Y N Is there evidence of wastewater from processing operations or sanitary facilities (i.e., portable toilets) 

discharging from the site? 

(These types of discharges are not covered by the construction general permit, NDR10-0000. They must be 

stopped immediately if they are not covered by another type of permit. The following non-stormwater 

discharges are allowable if the appropriate prevention measures are in place: fire-fighting, fire hydrant 

flushing, potable water line flushing, infrequent building and equipment wash down without detergents, 

uncontaminated foundation drains, springs, lawn watering and air conditioning condensate. Please note that 

discharges from temporary dewatering activities, such as hydrostatic testing or disinfection of new pipelines 

may require coverage under the temporary dewatering general permit, NDG07-0000.) 

 Y N Is there evidence of wash water from tools or equipment draining to waters of the state, drainage ditches or 

storm sewer systems? 

 Y N NA Are permanent stormwater management measures (e.g., oil-water separators, rain gardens) functioning 

properly? 

 Y N NA Are dewatering structures/BMPs properly utilized for stormwater dewatering activities? 

 gallons 

Approximate volume of any discharged stormwater (if applicable) 

Corrective Actions and Schedule: 

 

 Are best management practices effective to minimize the discharge Y N 

of sediment from the site? 

 Do best management practices need to be adjusted? Y N 

 Are additional best management practices needed? Y N 

Comments: 

 

List all spills, leaks or hose-breaks that have occurred since the last inspection: 

-Size -Location -Was it reportable? -Was it reported? 

 Y N Y N 

 Y N Y N 

 Y N Y N 

 Were Spill Prevention Procedures adequate? Y N 

 What Spill Response Procedures were used? 

Comments 

 

 Has the ECP been updated as a result of this inspection? Y N 

 Has the Site Map been updated as a result of this inspection? Y N 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX D 

CORRECTIVE ACTION / MAINTENANCE LOG 

 
Dakota Access Pipeline Project 

Corrective Action/Maintenance Log

Page 1 of ___ 

Attach additional pages as needed 

Project Name: Dakota Access Pipeline Project Coverage Number: NDR10-000 

Inspection Date (required action identified) 

Inspector 

Name(s) 

Location Description of BMP or Protection Measures Deficiency and Corrective 

Action/Maintenance Required 

Respo

to 

Corre
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX E 

SWPPP REVISION RECORD 

 
Dakota Access Pipeline Project 

SWPPP Revision Record

Page 1 of ___ 

 Attach additional pages as needed Project Name: Dakota Access Pipeline Project Coverage Number: NDR10-000 

Revision 

No. 

Date of 

Revision 

Section of ECP 

Revised Description of ECP Revision 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX F 

DELEGATION OF AUTHORITY FORM 

 
Delegation of Authority Form

Delegation of Authority 

I, _______________________ (name), hereby designate the person or specifically described 

position below to be a duly authorized representative for the purpose of overseeing compliance 

with environmental requirements, including the Construction General Permit, at the 

____________________________________ construction site. The designee is authorized to 

sign any reports, storm water pollution prevention plans and all other documents required by the 

permit. 

________________________________________ (name of person or position) 

________________________________________ (company) 

________________________________________ (address) 

________________________________________ (city, state, zip) 

________________________________________ (phone) 

By signing this authorization, I confirm that I meet the requirements to make such a designation 

as set forth in ____________________________________ (Reference State Permit), and that 

the designee above meets the definition of a “duly authorized representative” as set forth in 

____________________________________ (Reference State Permit). 

I certify under penalty of law that this document and all attachments were prepared under my 

direction or supervision in accordance with a system designed to assure that qualified personnel 

properly gathered and evaluated the information submitted. Based on my inquiry of the person 

or persons who manage the system, or those persons directly responsible for gathering the 

information, the information submitted is, to the best of my knowledge and belief, true, accurate, 

and complete. I am aware that there are significant penalties for submitting false information, 

including the possibility of fine and imprisonment for knowing violations. 

Name: ________________________________________

Company: ____________________________________

Title: _________________________________________

Signature: ____________________________________ Date: ___________________

Page 8

Storm Water Pollution Prevention Plan

BakkenLink Pipeline LLC
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX G 

NOTICE OF INTENT TO OBTAIN COVERAGE UNDER NDPES GENERAL PERMIT 

(pending) 

 
DAKOTA ACCESS PIPELINE STORMWATER POLLUTION PREVENTION PLAN

APPENDIX H 

NDPDES CONSTRUCTION GENERAL PERMIT NDR10-0000 

 Page 2 of 29

NDR10-0000

Table of Contents

I. PERMIT COVERAGE AND LIMITATIONS ............................................................................................. 3

A. Discharges Covered........................................................................................................................... 3

B. Discharges Not Covered.................................................................................................................... 4

C. Obtaining Coverage and Authorization Effective Date .................................................................... 4

D. Application (Notice of Intent) Process .............................................................................................. 5

E. Notice of Termination (NOT).............................................................................................................. 6

F. Transfer of Ownership or Control ..................................................................................................... 6

II. STORMWATER DISCHARGE REQUIREMENTS................................................................................... 7

A. Prohibition of Non-Stormwater Discharges...................................................................................... 7

B. Releases in Excess of Reportable Quantities .................................................................................. 7

C. Stormwater Pollution Prevention Plans............................................................................................ 7

D. Local Requirements ......................................................................................................................... 13

E. Final Stabilization............................................................................................................................. 13

III. SELF MONITORING AND REPORTING .............................................................................................. 14

A. Inspection and Maintenance Requirements ................................................................................... 14

B. Records Location ............................................................................................................................. 16

IV. STANDARD CONDITIONS................................................................................................................... 17

A. COMPLIANCE RESPONSIBILITIES.................................................................................................. 17

B. GENERAL REQUIREMENTS ............................................................................................................ 20

V. DEFINITIONS ...................................................................................................................................... 22

Appendix 1 – Erosion and Sediment Control Requirements...................................................................... 25
 Page 3 of 29

NDR10-0000

I. PERMIT COVERAGE AND LIMITATIONS

A. Discharges Covered

1. This permit applies to all areas within the state of North Dakota, except for those areas defined as

Indian Country. Construction activity located within Indian Country within the state of North Dakota

must obtain a permit through the United States Environmental Protection Agency. If the 

construction activity is located with the jurisdiction of the state of North Dakota, and the United 

States Environmental Protection Agency, a permit must be obtained from both regulatory entities.

2. This permit applies to stormwater discharges associated with construction activity and small 

construction activity as defined in Title 40 of the Code of Federal Regulations (CFR), Parts 

122.26(b)(14)(x) and (b)(15), respectively. The reference to construction activity in this permit 

includes both large construction activity and small construction activity as described below.

a. Large construction activity includes clearing, grading and excavation, that disturbs land of equal 

to or greater than five (5) acres and includes the disturbance of less than five (5) acres of total 

land area that is a part of a larger common plan of development or sale if the larger common 

plan will ultimately disturb five (5) acres or more.

b. Small construction activity includes clearing, grading and excavation, that disturbs land of equal 

to or greater than one (1) acre, and includes the disturbance of less than one (1) acre of total 

land area that is part of a larger common plan of development or sale if the larger common plan 

will ultimately disturb equal to or greater that one (1) and less than five (5) acres.

c. Discharges of stormwater from oil and gas exploration, production, processing or treatment 

operations, or transmission facilities composed of contaminated runoff by contact with or that 

has come into contact with, any overburden, raw material, intermediate products, finished 

product, byproduct, or waste products located on the site of such operations.

3. Stormwater discharges from support activities (e.g., equipment staging yards, material storage 

areas, excavated material disposal areas, borrow areas) may be covered by this permit as part of a 

related construction site. The support activities may only be in association with one project. If the 

support activity is associated with more than one project, a separate stormwater permit (Industrial 

or mining, extraction or paving material preparation) is required.

4. Certain non-stormwater discharges from facilities covered by this permit and meeting the 

requirements specified in Part II(A).

5. Stormwater discharges from construction activity covered by the previous permit, issued October 

12, 2009, where a notice has been submitted to obtain coverage under this permit.

6. Projects which have obtained coverage under this permit shall amend and implement a Stormwater 

Pollution Prevention Plan (SWPPP) that meets the requirements of this permit within ninety (90)

days of the effective date of this permit.

7. Discharges from dewatering activities related to construction activities (discharges of 

uncontaminated stormwater).

8. Local Authority. This permit does not preempt or supersede the authority of local agencies or 

operators of municipal separate storm sewer systems to prohibit, restrict, or control discharges of 

stormwater to storm sewer systems or other water courses within their jurisdiction.
 Page 4 of 29

NDR10-0000

B. Discharges Not Covered

1. Stormwater discharges associated with industrial activity from any source other than construction

activities described in Part I(A).

2. Post-construction discharges from industrial activity that originate from the site after construction 

activities have been completed at the site. Industrial and post-construction stormwater discharges 

may need to be covered by a separate stormwater permit.

3. The placement of fill into waters of the state requiring local, state, or federal authorizations (such as 

U.S. Army Corps of Engineers Section 404 permits).

4. This permit does not substitute for obligations under the National Environmental Policy Act (NEPA), 

Endangered Species Act (ESA), Wild and Scenic Rivers Act, or National Historic Preservation Act 

(NHPA), it is your responsibility to ensure the project and resulting discharges comply with the 

respective requirements.

5. Discharges to waters for which there is a total maximum daily load (TMDL) allocation for sediment 

and/or parameters associated with sediment transport are not covered unless you develop a 

Stormwater Pollution Prevention plan (SWPPP) that is consistent with the assumptions and 

requirements in the approved TMDL. To be eligible for coverage under this general permit, the 

SWPPP must incorporate the conditions applicable to the discharge necessary for consistency with 

the assumptions, allocations and requirements of the TMDL. If a specific numeric wasteload 

allocation has been established that would apply to discharges from construction activity, the 

permittee must incorporate that allocation into the SWPPP and implement necessary steps to meet 

that allocation. Information about TMDL allocations may be found at the following website: 

www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

6. Stormwater discharges that the department determines will cause, or have the reasonable potential 

to cause or contribute to a violation of the standards for quality for waters of the state (North Dakota 

Administrative Code (N.D.A.C.) 33-16-02.1).

7. Discharges from hydrostatic testing, well points, water line disinfection and treatment of gasoline or 

diesel contaminated groundwater.

8. Discharges of wash water using detergents, wastewater, or sanitary waste.

C. Obtaining Coverage and Authorization Effective Date

1. To obtain authorization under this general permit for stormwater discharges you must submit a 

complete application and develop a SWPPP in accordance with Part II(C) of this permit. A SWPPP

must be in place as a condition of the permit and a copy of the SWPPP must be retained by the 

permittee.

2. Permit coverage will become effective seven (7) days after you submit a complete application 

unless otherwise notified by the department (based on the department receipt date).

3. Upon the effective date of permit coverage you, as the permit applicant, are authorized to discharge 

stormwater from eligible activities under the terms and conditions of this permit.
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NDR10-0000

D. Application (Notice of Intent) Process

1. You must use a Notice of Intent (NOI) to complete your application. An NOI form (or a replacement 

application form) is available at the following website: 

www.ndhealth.gov/WQ/Storm/Construction/ConstructionHome.htm.

2. Application Content and Conditions.

a. The owner, or owner jointly with the operator (usually the general contractor), shall submit a 

completed application for this permit. The owner is responsible for compliance with all terms 

and conditions of this permit. The operator has day to day supervision of construction activities 

and is jointly responsible with the owner for compliance with the permit conditions as they 

pertain to the construction activities delegated to the operator.

b. The application (Notice of Intent) shall contain, at a minimum, the following information:

(1) Owner name, mailing address and phone number;

(2) Project contact name and phone number;

(3) Project/site name;

(4) Project/site location (street address; section, township, range; or latitude and longitude) 

and county;

(5) A brief description of the construction activity;

(6) The anticipated start date and the anticipated completion date for the project (if known);

(7) The estimated total area of the site and the total area of disturbance in acres;

(8) The name of receiving water(s), or the name of the municipal storm sewer system and 

receiving water(s);

(9) The signature of the applicant(s), owner (and operator if co-applicants) signed in 

accordance with the signatory requirements in Part IV(A)(6) of this permit.

c. A SWPPP (Part II(C)) for the project must be prepared and available for review, upon request, 

by the department at the time of application. A partially complete plan is acceptable when it 

clearly identifies the item(s) to be completed, the person(s) responsible for completing the 

item(s) and the deadline for completing the item(s). The SWPPP must be completed prior to the 

start of construction (or the applicable construction phase). You are not required to submit the 

SWPPP with the application unless otherwise notified by the department.

3. For residential construction activity occurring within a common plan of development (such as a 

subdivision) subject to the permit requirements, coverage may be obtained by the following:

a. The owner of the lot(s) shall submit one (1) NOI for all of the owner’s construction activity within 

the common plan of development, or 

b. The operator, such as a homebuilder who may represent one (1) or more lot owners, shall

submit one (1) NOI for all of the operator’s construction activity within each addition of the 

common plan of development.

In addition, a SWPPP must be developed and implemented for the permittee’s activities within 

the common plan of development. Additional phases of the common plan of development may 

be included under the initial application and permit coverage provided the SWPPP is amended 

to include the additional area or phases. 
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NDR10-0000

4. For oil and gas exploration, production, processing, treatment operations, or transmission facilities, 

which discharge contaminated stormwater, permit applications may be submitted for individual 

project sites or for an area of operations such as well field or by county.

5. Completed applications and any reports required by this permit shall be submitted to:

North Dakota Department of Health

Division of Water Quality

918 East Divide Avenue

Bismarck, ND 58501-1947

E. Notice of Termination (NOT)

1. Permittees wishing to terminate coverage under this permit must submit a Notice of Termination 

(NOT) or other written request identifying the facility, reason why the permit is no longer needed 

and signed in accordance with Part IV(A)(6) of this permit. Compliance with the conditions of this 

permit is required until a NOT is submitted to the department.

2. Permittees may only submit a NOT after one of the following conditions have been met:

a. Final stabilization (Part II(E)) has been achieved on all portions of the site for which the 

permittee is responsible.

b. Another owner/operator/permittee has assumed control, in accordance with the transfer 

provisions (Part I(F)), over all areas of the site that have not achieved final stabilization.

c. For residential construction only, a NOT is not required for each lot that is sold, transferred, or 

has achieved final stabilization. The permittee must modify their SWPPP to indicate that permit 

coverage is no longer required for that lot. The SWPPP shall indicate the reason why coverage 

is no longer needed and the date the lot was sold, transferred, or achieved final stabilization. In 

order to terminate coverage, all lots under the control of the owner or operator must be sold, 

transferred, or achieved final stabilization (Part II(E)).

F. Transfer of Ownership or Control

1. When the owner or operator of a construction project changes, the new owner or operator must 

submit a written request for permit transfer/modification within fourteen (14) days of assuming 

control of the site or commencing work on-site, or of the legal transfer, sale or closing on the 

property; except as provided in Part I(F)(2). Late submittals will not be rejected; however the 

department reserves the right to take enforcement for any unpermitted discharges or permit 

noncompliance. For stormwater discharges from construction activities where the owner or 

operator changes, the new owner or operator can implement the original SWPPP created for the 

project or develop and implement their own SWPPP. Permittee(s) shall ensure either directly or 

through coordination with other operators that their SWPPP meets all terms and conditions of this 

permit and that their activities do not interfere with another party’s erosion and sediment control 

practices.

2. A permit transfer/modification request is not required for the legal transfer, sale or closing on a 

property between permittees covered by this permit. Examples include the sale of a property parcel 

from a developer to a builder, or the transfer of an easement from a developer to a local 

government authority. If the new party is not covered by this permit at the time of transfer or sale, 

then the new owner/operator must submit a completed application/NOI within 14 days of assuming 

control of the site.
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NDR10-0000

II. STORMWATER DISCHARGE REQUIREMENTS

A. Prohibition of Non-Stormwater Discharges

The discharge of wastewater is not authorized by this permit. The following sources of non-stormwater 

discharges are allowed if they are not a significant source of pollution and are identified in the SWPPP: 

fire-fighting, fire hydrant flushing, potable water line flushing, equipment wash down without detergents 

or hazardous cleaning products, uncontaminated foundation drains, springs, surface water, lawn 

watering, chemical treatment of stormwater and air conditioning condensate. Impervious surface wash 

water may not be directed into any surface water or storm drain inlet unless appropriate pollution 

prevention measures have been implemented. Discharges may not come into contact with oil and 

grease deposits or any other toxic or hazardous materials (unless cleaned up using dry clean-up 

methods). The SWPPP must include a description of the pollution prevention measures to be 

implemented while non-stormwater discharges are occurring.

If chemical treatment for sediment removal is intended to be used on-site, the permittee shall provide 

the department with the information outlined in Appendix 1(A)(14) of this permit for approval prior to 

use. This information shall be provided to the department no later than sixty (60) days prior to use.

B. Releases in Excess of Reportable Quantities

This permit does not relieve the permittee of the reporting requirements of 40 CFR 110, 40 CFR 117, 

and 40 CFR 302, nor the reporting requirements found in Chapter 33-16-02.1 of the North Dakota 

Administrative Code. Any releases which meet any reporting requirement, must be reported to the 

agencies identified in Part IV(A)(7). 

C. Stormwater Pollution Prevention Plans

All permittees shall implement a SWPPP for any construction activity requiring this permit until final 

stabilization is achieved. The SWPPP and revisions are subject to review by the department. The 

objectives of the SWPPP is to identify potential sources of sediment and other sources of pollution 

associated with construction activity, and to ensure practices are implemented and maintained to 

reduce the contribution of pollutants in stormwater discharges from the construction site to waters of the 

state and storm sewer systems. Stormwater management documents developed under other 

regulatory programs may be included or incorporated by reference in the SWPPP, or used in whole as 

a SWPPP if it meets the requirements of this part.

The SWPPP may identify more than one permittee and may specify the responsibilities of each 

permittee by task, area, and/or timing. Permittees may coordinate and prepare more than one SWPPP

to accomplish this. However, in the event there is a requirement under the SWPPP for which 

responsibility is ambiguous or is not included in the SWPPP, each permittee shall be responsible for 

implementation of that requirement. Each permittee is responsible for assuring that their activities do 

not render another permittee’s controls ineffective. 

The SWPPP must incorporate the requirements provided in Appendix 1 and shall include the following 

information.

1. Site Description. Each plan shall provide a description of the construction activity and potential 

sources of pollution as indicated below:

a. A description of the overall project and the type of construction activity;
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NDR10-0000

b. Estimates of the total area of the site and the total area that is expected to be disturbed by 

excavation, grading, grubbing, or other activities during the life of the project;

c. A proposed timetable/schedule, or chart, of activities that includes major phases/stages, BMP 

implementation, BMP removal, disturbances, and stabilization for major portions of the site;

d. A description of the soil within the disturbed area(s);

e. The name of the surface water(s) and municipal storm sewer system at or near the disturbed 

area that will receive stormwater runoff from the project site; and 

f. A site map which indicates the following items as applicable (more than one (1) map may be 

needed). If an item is not applicable, provide rationale describing why the item is not applicable 

to the construction activity:

1) Project boundaries;

2) Areas of ground disturbance during each phase/stage of the project;

3) Areas where disturbance will not occur, such as avoidance areas (e.g. wetlands, critical 

habitat, Threatened and Endangered Species, etc);

4) Drainage patterns including: flow direction (run-on and runoff);

5) Dividing lines, discharge points, and storm sewer system inlets which the site drains to or 

may be affected by the activity;

6) Pre-existing and final grades;

7) Location of all temporary and permanent sediment and erosion controls during each 

particular phase;

8) Location of any stormwater conveyances such as: retention ponds, detention ponds, 

ditches, pipes, swales, stormwater diversions, culverts, and ditch blocks;

9) Location of potential sources of pollution (e.g. portable toilets, trash receptacles, etc.);

10) Location of soil stockpiles;

11) Identify steep slopes;

12) Surface waters, including an aerial extent of wetland acreage; 

13) Location of surface water crossings;

14) Locations where stormwater is discharged to surface waters;

15) Location of dewatering discharge points;

16) Locations of where chemical treatment of stormwater will be performed, including discharge 

points;

17) Fueling locations, vehicle and equipment maintenance areas, designated wash water 

collection site, lubricant and chemical storage, paint storage, material storage, staging 

areas, and debris collection area;

18) Location of any impervious surfaces upon completion of construction; and

19) Where included as part of the project, the site maps for off-site concrete/asphalt batch 

plants, equipment staging areas, borrow sites or excavated fill material disposal sites. Site 

maps must show items 1 through 18 of this section.

g. Projects that discharge stormwater which flows to a water body listed as impaired under section 

303(d) of the Federal Clean Water Act due to sediment, suspended solids or turbidity must 

identify the water body and impairment in the SWPPP. The Department’s 303(d) list may be 

found at the following website under Integrated Reports: 

www.ndhealth.gov/WQ/SW/Z2_TMDL/Integrated_Reports/B_Integrated_Reports.htm.

h. For water bodies which have a TMDL, the SWPPP must describe and conform to the Waste 

Load Allocations (WLA) of the water body as per Part II(C)(4)(g) of this permit. Information 

about TMDL allocations may be found at the following website: 

www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.
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NDR10-0000

2. Narrative. The SWPPP must include a narrative description of the selected operational controls 

and sediment and erosion controls as outlined in Part II(C)(3), Part II(C)(4), and Appendix 1 of this 

permit. When applicable, a description of the requirements for any additional environmental

regulations (federal) and local requirements related to the project, as it relates to waters of the 

state, must also be included or incorporated by reference (e.g. The Wild and Scenic Rivers Act, The 

National Historic Preservation Act, The Endangered Species Act, Fish and Wildlife Coordination 

Act, National Environmental Policy Act, Section 404 of the Clean Water Act, etc.).

The narrative shall describe at a minimum:

a. The installation, removal (if applicable), and maintenance requirements of selected Best 

Management Practices (BMPs) for each phase/stage of construction activity;

b. The rationale for the selection of all BMPs (calculations should be included if appropriate);

c. Whether selected BMPs are temporary or permanent;

d. Any descriptions of infeasibility or explanations as required in Part II, Part III(A), and Appendix 1 

of this permit.

3. Operational Controls. The SWPPP shall describe the BMPs used in day to day operations on the 

project site that reduce the contribution of pollutants in stormwater runoff.

a. The SWPPP must identify a person knowledgeable and experienced in the application of 

erosion and sediment control BMPs who will oversee the implementation of the SWPPP, and 

the installation, inspection and maintenance of the erosion and sediment control BMPs before 

and during construction, until a NOT is filed or the permit is transferred. A knowledgeable and 

experienced person is someone who meets the requirements of Part II(C)(3)(e) of this permit.

The owner shall develop a chain of responsibility with all operators on the site to ensure that the 

SWPPP will be implemented and stay in effect until the construction project is complete, the 

entire site has undergone final stabilization, and a NOT has been submitted to the department. 

b. The SWPPP must include a description of good housekeeping practices used to maintain a 

clean and orderly site. The SWPPP shall describe how litter, debris, chemicals and parts will be 

handled to minimize exposure to stormwater. The SWPPP also shall describe what measures

will be used to reduce and remove sediment tracked off-site by vehicles or equipment. In 

addition, the SWPPP shall describe methods which will be used to reduce the generation of 

dust.

c. The SWPPP shall describe preventative maintenance practices used to ensure the proper 

operation of erosion and sediment control devices (e.g., fiber rolls, erosion control blankets and 

silt fences) and equipment used or stored on site. The SWPPP shall describe proper inspection 

procedures for ensuring proper operation of erosion and sediment control devices.

d. The SWPPP shall describe spill prevention and response procedures where potential spills can 

occur. Specific handling procedures, storage requirements, spill containment, cleanup 

procedures, and disposal must be identified. Storage structures for petroleum products and 

other chemicals shall have adequate leak and spill protection to prevent any spilled materials 

from entering waters of the state or storm sewer systems.

The potential discharge of hazardous substances in stormwater discharges shall be minimized 

by including measures onsite, detailed in the SWPPP to prevent and respond to releases of 

hazardous substances. If a reportable quantity release occurs, the SWPPP shall be revised to 

prevent the reoccurrence of such a release.
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NDR10-0000

e. The SWPP shall outline how employees and responsible parties shall be trained on the 

implementation of the SWPPP. Training must be provided at least annually, as new employees 

or responsible parties are hired or as necessary to ensure compliance with the SWPPP and the 

general permit. Employees and responsible parties include individuals who are responsible for 

design, installation, maintenance and repair of stormwater controls and conducting inspections.

1) On-site personnel must understand the requirements of this permit as it pertains to their role 

in implementing the SWPPP. On-site personnel must know:

a. The purpose of the SWPPP, requirements of the SWPPP, and how the SWPPP will be 

implemented;

b. The location of all BMPs identified in the SWPPP; and

c. Correct installation, function, maintenance and removal (if applicable) of BMPs identified 

in the SWPPP.

2) Personnel responsible for performing site inspections must understand when inspections 

must be conducted (Part III(A)), what must be inspected (Part II(C)(7), how to record 

findings, when to initiate corrective actions, and properly document corrective actions.

3) Maintenance personnel must understand when maintenance must be performed on BMPs in 

order to maintain properly functioning BMPs and what needs to be recorded for corrective 

actions/maintenance records in accordance with Part III(A)(5) of this permit.

f. The SWPPP must describe how concrete grindings and slurry will be managed. Wastewater

from concrete washout, cleanout or washout from: stucco, paint, joint compound, and other 

building materials shall not be discharged to waters of the state, storm sewer systems or curb 

and gutter systems.

1) Wash water must be collected in leak-proof containers or leak-proof pits. Containers or pits

must be designed and maintained so that overflows cannot occur due to inadequate sizing, 

precipitation events, or snowmelt.

g. The SWPPP shall describe any dewatering activities planned at the site. Dewatering or basin 

draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the permitted 

activity must be managed with appropriate BMPs, such that the discharge does not adversely 

affect the receiving water. The following conditions apply to dewatering activities: 

1) Dewatering is limited to un-contaminated stormwater, surface water, and groundwater that 

may collect on-site and those sources identified in Part II(A), if they are not a significant 

source of pollution. A separate permit must be obtained to discharge water from other 

sources such as hydrostatic testing of pipes, tanks, or other similar vessels; disinfection of 

potable water lines; pump testing of water wells; and the treatment of gasoline or diesel 

contaminated groundwater or surface water.

2) The permittee(s) must operate the discharge to minimize the release of sediment and 

provide adequate BMPs where necessary to minimize erosion due to the discharge. 

Discharges must not lead to the deposition of sediment within stormwater conveyance 

systems or surface waters. Discharges must not cause or potentially cause a visible plume 

within a surface water body.
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NDR10-0000

3) When dewatering, utilize structures or BMPs which allow for draw down to occur from the 

surface of the water, unless infeasible. If infeasible, documentation must be provided in the 

SWPPP. In addition, you must describe what BMP(s) will be used in its place.

4) In addition to the inspection requirements in Part III, dewatering activities shall be inspected 

daily. The inspection must include the dewatering site, areas where BMPs are being 

implemented and the discharge location. A record shall be maintained to document the 

inspections of the dewatering operation and actions taken to correct any problems that may 

be identified.

a. Records shall contain at a minimum:

i. Date and time of the inspection, 

ii. Inspector name,

iii. Approximate volume of water discharged,

iv. Findings of the inspection, including recommendations and schedule for corrective 

actions;

v. Corrective actions taken (including dates, times, and party completing maintenance 

activities); and

vi. Documentation that the SWPPP has been amended when changes are made to the 

dewatering activity in response to inspections.

5) Local authorities may require specific BMPs for discharges affecting their storm sewer 

system.

4. Erosion and Sediment Controls. Erosion and sediment controls and stabilization requirements

must be implemented for each major phase of site activity (e.g., clearing, grading, building, and 

landscaping phases). A description of the erosion and sediment controls and site stabilization 

methods must be provided in accordance with Part II(C)(2) of this permit. Erosion and sediment

controls, and site stabilization must conform to the requirements provided in Appendix 1. The 

description and implementation of controls shall address the following minimum components:

a. The selection of erosion and sediment controls, and site stabilization shall consider the 

following:

1. The expected amount, frequency, intensity, and duration of precipitation events;

2. The nature of stormwater run-on and runoff from the site as well as changes during, and as 

a result of, construction activity. This includes changes to impervious surfaces, slopes,

seasonal changes, and drainage features on-site;

3. Channelized flow, must be handled in order to minimize erosion at outlets and to minimize 

impacts to downstream receiving waters; 

4. Soil types (wind and water erodibility, and settling time); and

5. Seasonal conditions.

b. Sediment basins, or an appropriate combination of equivalent sediment controls such as smaller 

sediment basins and/or sediment traps, silt fences, fiber logs, vegetative buffer strips, berms, 

etc., are required for all down slope boundaries of the disturbance area and for those side slope 

boundaries as may be appropriate for site conditions.
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NDR10-0000

c. Temporary or permanent erosion protection and stabilization (such as cover crop planting or 

mulching) must be initiated immediately, as described in Appendix 1(A), for all exposed soil 

areas where activities have been completed or temporarily ceased.

d. All control measures must be properly selected, installed and maintained in accordance with the 

manufacturer’s specifications and good engineering practices. If periodic inspections or other 

information indicates a control has been used inappropriately or incorrectly, the permittee must 

replace or modify the control for site situations. Corrective actions must be made prior to the 

next anticipated rainfall event of within 24 hours of discovery (whichever comes first) or as soon 

as field conditions allow. Documentation must be provided in the maintenance records if field 

conditions do not allow access along with a plan of action for performing maintenance activities. 

The permittee may deviate from the manufacturer’s specifications and erosion and sediment 

control requirements in Appendix 1 if they provide justification for the deviation and document 

the rationale for the deviation in the SWPPP. Any deviation must provide equivalent erosion 

and sediment control.

e. If sediment escapes from the site, off-site accumulations of sediment must be removed in a 

manner and frequency sufficient to minimize off-site impacts as outlined in Appendix 1(B). The 

SWPPP must be modified to prevent further sediment deposition off-site. 

f. Stormwater controls are expected to withstand and function properly during precipitation events 

of up to the 2-year, 24-hour storm event. Visible erosion and/or off-site sediment deposition 

from such storm events should be minimal. The 2-year, 24-hour rainfall event in North Dakota 

ranges from about 1.9 inches in the west to 2.3 inches in the east.

g. For projects that discharge stormwater which flows to a water body for which there is a TMDL 

allocation for sediment and/or parameters associated with sediment transport, the SWPPP must 

be consistent with the assumptions, allocations, and requirements in the approved TMDL. If a 

TMDL specifies certain BMPs or controls to meet a WLA applicable to the project’s discharges, 

the BMPs or controls must be incorporated into the SWPPP. Information about TMDL 

allocations may be found at the following website: 

www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

5. Stormwater Management. The SWPPP must identify permanent practices incorporated into the 

project to control pollutants in stormwater discharges occurring after construction operations have 

been completed. 

a. Identify stormwater ponds; flow reduction methods; infiltration of runoff on-site; sequential 

systems which combine several practices or other post-construction stormwater management 

features. 

b. Identify velocity / energy dissipation devices placed at discharge locations and appropriate 

erosion protection for outfall channels and ditches.

c. Maintenance for on-site stormwater management features is the responsibility of the permittee 

until the NOT is submitted or the feature is accepted by the party responsible for long term 

maintenance.

d. The design, installation and use of stormwater management features must comply with 

applicable local, state or federal requirements. 
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NDR10-0000

6. Maintenance. All erosion and sediment control measures and other protective measures identified 

in the SWPPP must be maintained in effective operating condition. The SWPPP must indicate, as 

appropriate, the maintenance or clean out interval for sediment controls. If site inspections, 

required in Part III of this permit, identify BMPs that are not operating effectively, maintenance shall 

be arranged and accomplished in accordance to Appendix 1 or as soon as practicable.

7. Inspections. The SWPPP must provide for site inspections as outlined in Part III. The permittee 

shall ensure that personnel conducting site inspections are familiar with permit conditions and the 

proper installation and operation of control measures. Inspectors must be knowledgeable in their 

role of the SWPPP, as outlined in Part II(C)(3)(e) of this permit. The erosion and sediment control 

measures and stabilized areas identified in the SWPPP shall be observed to ensure they are 

operating correctly and in serviceable condition. Inspections shall include areas used for storage of 

materials, permanent stormwater control measures and vehicle maintenance areas. These areas 

shall be inspected for evidence of, or the potential for, pollutants entering a drainage system. If 

necessary, the plan shall be revised based on the observations and deficiencies noted during the 

inspection.

8. SWPPP Review and Revisions.

a. The SWPPP shall be signed in accordance with the Signatory Requirements, Part IV(A)(6), and 

retained on-site for the duration of activity as outlined in Part III(B).

b. The permittee shall make the SWPPP available upon request to the department, EPA, or, in the 

case of discharges to a municipal storm sewer system, the operator of the municipal system.

c. The permittee shall amend the SWPPP whenever there is a change in design, construction, 

operation, maintenance, or BMPs. The SWPPP shall be amended if the plan is found to be 

ineffective in controlling pollutants present in stormwater. The SWPPP shall be amended as 

soon as practicable.

D. Local Requirements

All stormwater discharges must comply with the requirements, policies, or guidelines of municipalities 

and other local agencies as applicable to the construction site. Any discharges to a storm sewer, ditch 

or other water course under the jurisdiction of a municipality must comply with any specific conditions or 

BMPs required by the municipality or agency. 

E. Final Stabilization

The permittee(s) must ensure final stabilization of the site. The permittee(s) should submit a NOT 

within 30 days after final stabilization has been achieved, or another owner/operator (permittee) has 

assumed control according to Part I(F) for all areas of the site that have not undergone final 

stabilization. Final stabilization can be achieved in one of the following ways.

1. All soil disturbing activities at the site have been completed and all soils must be stabilized by a 

uniform perennial vegetative cover with a density of 70 percent of the pre-existing cover over the 

entire pervious surface area, or other equivalent means necessary to prevent soil failure under 

erosive conditions and;

a. All drainage ditches, constructed to drain water from the site after construction is complete, 

must be stabilized to preclude erosion;
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NDR10-0000

b. All temporary erosion prevention and sediment control BMPs (such as silt fence) must be 

removed as part of the site final stabilization; and 

c. The permittee(s) must remove all sediment from conveyances and temporary sedimentation 

basins that will be used as permanent water quality management basins. Sediment must be 

stabilized to prevent it from being washed into basins, conveyances or drainage ways 

discharging off-site or to surface waters. The cleanout of permanent basins must be sufficient 

to return the basin to design capacity.

2. For areas of the state where the average annual rainfall is less than 20 inches, all soil disturbing 

activities at the site have been completed and erosion control measures (e.g., degradable rolled 

erosion control product) and stabilization methods are selected, designed, and installed along with 

an appropriate seed base to provide erosion control for at least three years and achieve 70 percent 

of the pre-existing vegetative cover within three (3) years without active maintenance. Sites must 

meet the criteria outlined in items 1(a), (b), and (c) above.

3. Disturbed areas on land used for agricultural purposes that are restored to their pre-construction 

agricultural use are not subject to these final stabilization criteria. If the construction activity 

removed standing crop, the area must be restored in accordance with the landowner.

Areas disturbed that were not previously used for agricultural activities, such as buffer strips 

immediately adjacent to waters of the state, and areas which are not being returned to their predisturbance use must meet the final stabilization criteria in (1) or (2) above.

4. For residential construction only, final stabilization may be achieved when soil is stabilized (see 

Appendix 1(A)(3)) and down gradient perimeter control for individual lots has been implemented

and the residence has been transferred to the homeowner. Additionally, the permittee must 

distribute a “homeowner fact sheet” to the homeowner to inform the homeowner of the need for, 

and benefits of, final stabilization. The permittee also must demonstrate that the homeowner 

received the fact sheet.

III. SELF MONITORING AND REPORTING

A. Inspection and Maintenance Requirements

1. Inspections shall be performed by or under the direction of the permittee at least once every 14 

calendar days and within 24 hours after any storm event of greater than 0.25 inches of rain per 24-

hour period. Inspections are only required during normal working hours. The permittee shall use a

rain gauge on-site or utilize the nearest National Weather Service precipitation gauge station. Rain 

gauge locations or stations must be representative of the site.

a. “Within 24 hours after any storm event greater than 0.25 inches rain per 24-hour period” means 

that you are required to conduct an inspection within 24 hours once a storm event has produced 

0.25 inches, even if the storm event is still continuing. If there is a storm event at your site that 

continues for multiple days, and each day of the storm produces 0.25 inches or more rain, you 

are required to conduct an inspection within 24 hours of the first day of the storm and within 24 

hours after the end of the storm.
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NDR10-0000

2. There may be times when a site inspection may not be practical at the specified time. Adverse 

climatic conditions, such as flooding, high winds, tornadoes, electrical storms, site access 

constraints, etc., may prohibit inspections. The permittee must include a description of why the 

inspection(s) could not be performed at the designated time in the next inspection record. If an 

inspection is delayed due to adverse weather conditions or rain events outside normal working 

hours, an inspection must be conducted during the next working day, or as conditions allow.

3. Some erosion and sediment control measures may require more frequent inspection based on 

location (e.g., sensitive areas or waters of the state) or as a result of recurring maintenance issues. 

Erosion or sediment control measures found in need of maintenance between inspections must be 

repaired or supplemented with appropriate measures as soon as practicable. Erosion and 

sediment control measures which require more frequent inspection based on location or as a result 

of recurring maintenance issues must be identified in the SWPPP.

4. All inspections conducted during construction must be recorded in writing and these records must 

be retained in accordance with Part III(B). Records of each inspection activity shall include:

a. Date and time of inspections;

b. Name of person(s) conducting inspections;

c. Findings of inspections, including recommendations and schedule for corrective actions;

d. Date and amount of all rainfall events greater than 1/4 inch (0.25 inches) in 24 hours; and 

e. Documentation that the SWPPP has been amended when changes are made to BMPs in 

response to inspections.

f. All inspection reports shall be signed in accordance with Part IV(A)(6) of this permit.

5. Corrective actions (maintenance activities) performed during construction must be recorded in 

writing and these records must be retained in accordance with Part III(B). Records for maintenance 

activity shall include:

a. Best Management Practice corrected;

b. Date and time of corrective action;

c. Name of person(s) performing corrective actions;

d. Corrective actions taken; and 

e. Corrective actions/maintenance records shall be signed in accordance with Part IV(A)(6) of this 

permit.

6. Completed areas that have been stabilized but do not meet the 70 percent perennial vegetative 

cover criteria for final stabilization may be inspected once per month. Inspections may be 

suspended for parts of the construction site that meet final stabilization requirements of Part II(E) of 

this permit. The SWPPP must update to identify any areas which meet this condition.
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NDR10-0000

7. Inspections may be suspended where earthwork has been suspended due to frozen ground 

conditions. The required inspections and maintenance must resume as soon as runoff occurs or

the ground begins to thaw at the site. The permittee must record freeze/thaw and runoff dates as 

part of the inspection records.

B. Records Location

A copy of the completed and signed NOI, coverage letter from the department, SWPPP, site inspection 

records, and this general permit shall be kept at the site of the construction activity in a field office, 

trailer, shed, or in a vehicle that is on-site during normal working hours. If the site does not have a 

reasonable on-site location, then the documents must be retained at a readily available alternative 

location; preferably with the individual responsible for overseeing the implementation of the SWPPP. 

Electronic copies of records are acceptable if the records can be accessed on-site. If the site is 

inactive, then the documents may be stored at a local office. Permittees should avoid using personal 

electronic devices for storing electronic records.
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NDR10-0000

IV. STANDARD CONDITIONS

A. COMPLIANCE RESPONSIBILITIES BP 2014.12.08

1. Duty to Comply

The permittee must comply with all conditions of this permit. Any permit noncompliance constitutes 

a violation of the Act and is grounds for enforcement action; for permit termination, revocation and 

reissuance, or modification; or for denial of a permit renewal application.

2. Proper Operation and Maintenance

The permittee shall at all times maintain in good working order and operate as efficiently as possible 

all treatment or control facilities or systems installed or used by the permittee to achieve compliance 

with the terms and conditions of this permit. If necessary to achieve compliance with the conditions 

of this permit, this shall include the operation and maintenance of backup or auxiliary systems.

3. Planned Changes

The department shall be given advance notice of any planned changes at the permitted facility or of 

an activity which may result in permit noncompliance. Any anticipated facility expansions, 

production increase, or process modifications which might result in new, different, or increased 

discharges of pollutants shall be reported to the department as soon as possible. Changes which 

may result in a facility being designated a "new source" as determined in 40 CFR 122.29(b) shall 

also be reported.

4. Duty to Provide Information

The permittee shall furnish to the department, within a reasonable time, any information which the 

department may request to determine whether cause exists for modifying, revoking and reissuing, 

or terminating this permit, or to determine compliance with this permit. The permittee shall also 

furnish to the department, upon request, copies of records required to be kept by this permit. When 

a permittee becomes aware that it failed to submit any relevant facts or submitted incorrect 

information in a permit application or any report, it shall promptly submit such facts or information.

5. Records Retention

All records and information (including calibration and maintenance) required by this permit shall be 

kept for at least three years or longer if requested by the department or EPA.

6. Signatory Requirements

All applications, reports, or information submitted to the department shall be signed and certified.

All permit applications shall be signed by a responsible corporate officer, a general partner, or a 

principal executive officer or ranking elected official.

All reports required by the permit and other information requested by the department shall be 

signed by a person described above or by a duly authorized representative of that person. A 

person is a duly authorized representative only if:

a. The authorization is made in writing by a person described above and submitted to the 

department; and

b. The authorization specifies either an individual or a position having responsibility for the overall 

operation of the regulated facility, such as the position of plant manager, superintendent, 

position of equivalent responsibility, or an individual or position having overall responsibility for 

environmental matters.

If an authorization under 6. Signatory Requirements is no longer accurate for any reason, a new 

authorization satisfying the above requirements must be submitted to the department prior to or 

together with any reports, information, or applications to be signed by an authorized representative.
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NDR10-0000

Any person signing a document under this section shall make the following certification:

"I certify under penalty of law that this document and all attachments were prepared under my 

direction or supervision in accordance with a system designed to assure that qualified personnel 

properly gather and evaluate the information submitted. Based on my inquiry of the person or 

persons who manage the system, or those persons directly responsible for gathering the 

information, the information submitted is, to the best of my knowledge and belief, true, accurate, 

and complete. I am aware that there are significant penalties for submitting false information, 

including the possibility of fine and imprisonment for knowing violations."

7. Twenty-four Hour Notice of Noncompliance Reporting

1. The permittee shall report any noncompliance which may endanger health or the environment.

Any information shall be provided orally as soon as possible, but no later than twenty-four (24) 

hours from the time the permittee first became aware of the circumstances. The following 

occurrences of noncompliance shall be included in the oral report to the department at 

701.328.5210:

a. Any lagoon cell overflow or any unanticipated bypass which exceeds any effluent limitation in 

the permit under 8. Bypass of Treatment Facilities;

b. Any upset which exceeds any effluent limitation in the permit under 9. Upset Conditions; or

c. Violation of any daily maximum effluent or instantaneous discharge limitation for any of the 

pollutants listed in the permit.

2. A written submission shall also be provided within five days of the time that the permittee 

became aware of the circumstances. The written submission shall contain:

a. A description of the noncompliance and its cause;

b. The period of noncompliance, including exact dates and times;

c. The estimated time noncompliance is expected to continue if it has not been corrected; and

d. Steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance.

Reports shall be submitted to the address in Part I(D) Application (Notice of Intent) Process. 

The department may waive the written report on a case by case basis if the oral report has been 

received within 24 hours by the department at 701.328.5210 as identified above.

All other instances of noncompliance shall be reported no later than at the time of the next 

Discharge Monitoring Report submittal. The report shall include the four items listed in this 

subsection.

8. Bypass of Treatment Facilities

1. Bypass not exceeding limitations. The permittee may allow any bypass to occur which does not 

cause effluent limitations to be exceeded, but only if it also is for essential maintenance to assure 

efficient operation. These bypasses are not subject to any of the following provisions in this 

section.
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NDR10-0000

Bypass exceeding limitations-notification requirements.

a. Anticipated Bypass. If the permittee knows in advance of the need for a bypass, it shall 

submit prior notice, if possible at least ten (10) days before the date of bypass.

b. Unanticipated Bypass. The permittee shall submit notice of an unanticipated bypass as 

required under 7. Twenty-four Hour Notice of Noncompliance Reporting.

2. Prohibition of Bypass. Bypass is prohibited, and the department may take enforcement action 

against a permittee for bypass, unless:

a. Bypass was unavoidable to prevent loss of life, personal injury, or severe property damage;

b. There were no feasible alternatives to the bypass, such as the use of auxiliary treatment 

facilities, retention of untreated wastes, or maintenance during normal periods of equipment 

downtime. This condition is not satisfied if adequate back-up equipment should have been 

installed in the exercise of reasonable engineering judgment to prevent a bypass which 

occurred during normal periods of equipment downtime or preventive maintenance; and 

c. The permittee submitted notices as required under the 8(a). Anticipated Bypass subsection of

this section.

The department may approve an anticipated bypass, after considering its adverse effects, if the 

department determines that it will meet the three (3) conditions listed above.

9. Upset Conditions

An upset constitutes an affirmative defense to an action brought for noncompliance with erosion and 

sediment or site stabilization methods if the requirements of the following paragraph are met. No 

determination made during administrative review of claims that noncompliance was caused by upset, 

and before an action for noncompliance, is final administrative action subject to judicial review.

A permittee who wishes to establish the affirmative defense of upset shall demonstrate, through 

properly signed, contemporaneous operating logs, or other relevant evidence that:

1. An upset occurred and the permittee can identify its cause(s);

2. The permitted facility was, at the time being, properly operated;

3. The permittee submitted notice of the upset as required under 7. Twenty-four Hour Notice of 

Noncompliance Reporting and

4. The permittee complied with any remedial measures required under 10. Duty to Mitigate.

In any enforcement proceeding, the permittee seeking to establish the occurrence of an upset has the 

burden of proof.

10. Duty to Mitigate

The permittee shall take all reasonable steps to minimize or prevent any discharge or sludge use or 

disposal in violation of this permit which has a reasonable likelihood of adversely affecting human 

health or the environment. The permittee, at the department's request, shall provide accelerated or 

additional monitoring as necessary to determine the nature and impact of any discharge.

11. Removed Materials

Collected screenings, grit, solids, sludges, or other pollutants removed in the course of treatment 

shall be buried or disposed of in such a manner to prevent any pollutant from entering any waters of 

the state or creating a health hazard.
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NDR10-0000

12. Duty to Reapply

Any request to have this permit renewed should be made 15 days prior to its expiration date.

B. GENERAL REQUIREMENTS

1. Inspection and Entry

The permittee shall allow department and EPA representatives, at reasonable times and upon the 

presentation of credentials if requested, to enter the permittee's premises to inspect the

construction activity and monitoring equipment, to sample any discharges, and to have access to 

and copy any records required to be kept by this permit.

2. Availability of Reports

Except for data determined to be confidential under 40 CFR Part 2, all reports prepared in 

accordance with the terms of this permit shall be available for public inspection at the offices of the 

department and EPA. As required by the Act, permit applications, permits, and effluent data shall 

not be considered confidential.

3. Transfers

This permit is not transferable except upon the filing of a Transfer/Modification request (Part I(F)) by 

the new party. The current permit holder should inform the new controller, operator, or owner of the 

existence of this permit and also notify the Department of the possible change.

4. New Limitations or Prohibitions

The permittee shall comply with any effluent standards or prohibitions established under Section 

306(a), Section 307(a), or Section 405 of the Act for any pollutant (toxic or conventional) present in 

the discharge or removed substances within the time identified in the regulations even if the permit 

has not yet been modified to incorporate the requirements.

5. Permit Actions

This permit may be modified, revoked and reissued, or terminated for cause. This includes the 

establishment of limitations or prohibitions based on changes to Water Quality Standards, the 

development and approval of waste load allocation plans, the development or revision to water 

quality management plans, or the establishment of prohibitions or more stringent limitations for toxic 

or conventional pollutants and/or sewage sludges. The filing of a request by the permittee for a 

permit modification, revocation and reissuance, or termination, or a notification of planned changes 

or anticipated noncompliance does not stay any permit condition.

6. Need to Halt or Reduce Activity Not a Defense

It shall not be a defense for a permittee in an enforcement action that it would have been necessary 

to halt or reduce the permitted activity in order to maintain compliance with the conditions of this 

permit.

7. State Laws

Nothing in this permit shall be construed to preclude the institution of legal action or relieve the 

permittee from any responsibilities, liabilities, or penalties established pursuant to any applicable 

state law or regulation preserved under Section 510 of the Act.

8. Oil and Hazardous Substance Liability

Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the 

permittee from any responsibilities, liabilities, or penalties to which the permittee is or may be 

subject under Section 311 of the Act.

9. Property Rights

The issuance of this permit does not convey any property rights of any sort, nor any exclusive 

privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor 

any infringement of federal, state or local laws or regulations.
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NDR10-0000

10. Severability

The provisions of this permit are severable, and if any provision of this permit or the application of 

any provision of this permit to any circumstance is held invalid, the application of such provision to 

other circumstances and the remainder of this permit shall not be affected thereby.
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NDR10-0000

V. DEFINITIONS Permit Specific BP 2009.02.05

“303(d) List” or “Section 303(d) List” means a list of North Dakota’s water quality-limited waters needing total 

maximum daily loads or TMDLs developed to comply with section 303(d) of the Clean Water Act. A copy of 

the latest integrated report is available on the state’s web site at: 

www.ndhealth.gov/WQ/SW/Z2_TMDL/Integrated_Reports/B_Integrated_Reports.htm.

“Act” means the Clean Water Act.

“Bankfull” means the channel is filled to the top of one or both of its banks.

"BMP" or "Best Management Practices" means schedules of activities, prohibitions of practices, maintenance 

procedures, and other management practices to prevent or reduce the pollution of waters of the state. BMPs 

also include treatment requirements, operating procedures and practices to control construction site runoff, 

spillage or leaks, sludge or waste disposal, or drainage from raw material storage.

"Bypass" means the intentional diversion of waste streams from any portion of a treatment facility.

“Common Plan of Development or Sale” means a contiguous area where multiple separate and distinct land 

disturbing activities may be taking place at different times, on different schedules, but under one proposed 

plan. One plan is broadly defined to include design, permit application, advertisement or physical demarcation 

indicating that land-disturbing activities may occur.

“Construction Activity” means construction activity as defined in 40 CFR part 122.26(b)(14)(x) and small 

construction activity as defined in 40 CFR part 122.26(b)(15). This includes a disturbance to the land that 

results in a change in topography, existing soil cover (both vegetative and non-vegetative), or the existing soil 

topography that may result in accelerated stormwater runoff, leading to soil erosion and movement of sediment 

into surface waters or drainage systems. Examples of construction activity may include clearing, grading, 

filling and excavating. Construction activity includes the disturbance of less than one acre of total land area 

that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb one

(1) acre or more. Construction activity does not include routine maintenance that is performed to maintain the 

original line and grade, hydraulic capacity, or original purpose of the facility.

"Department" means the North Dakota Department of Health, Division of Water Quality.

"Energy Dissipation" means methods employed at pipe outlets to prevent erosion. Examples include, but are 

not limited to: concrete aprons, riprap, splash pads, and gabions that are designed to prevent erosion.

“Indian Country” means (1) All land within the limits of any Indian reservation under the jurisdiction of the 

United States Government, notwithstanding the issuance of any patent, and including rights-of-way running 

through the reservations; (2) All dependent Indian communities within the borders of the United States 

whether within the originally or subsequently acquired territory thereof, and whether within or without the limits 

of a state; and (3) All Indian allotments, the Indian titles to which have not been extinguished, including rightsof-way running through the same.

“Infeasible” means not technologically possible or not economically practicable and achievable in light of best 

industry practices.

“Immediately” means as soon as practicable, but no later than the end of the next work day, following the day 

when the earth-disturbing activities have temporarily or permanently ceased.
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NDR10-0000

“Large Construction Activity” means land disturbance of equal to or greater than five (5) acres. Large 

construction activity also includes the disturbance of less than one acre of total land area that is part of a larger 

common plan of development or sale, if the larger common plan will ultimately disturb equal to or greater that 

five acres.

“Normal Wetted Perimeter” means the area of a conveyance, such as a ditch, channel, or pipe that is in 

contact with water during flow events that are expected to occur once every year. 

“Non-Stormwater Discharges” means discharges other than stormwater. The term includes both process and 

non-process sources. Process wastewater sources that require a separate NDPDES permit include, but are 

not limited to industrial processes, domestic facilities and cooling water. Non-stormwater sources that may be 

addressed in this permit include, but are not limited to: fire-fighting, fire hydrant flushing, potable water line 

flushing, equipment wash down without detergents or hazardous cleaning products, uncontaminated 

foundation drains, springs, surface water, lawn watering, chemical treatment of stormwater and air conditioning 

condensate.

“Operator” means the person (usually the general contractor) designated by the owner who has day to day 

operational control and/or the ability to modify project plans and specifications related to the SWPPP. The 

person must be knowledgeable in those areas of the permit for which the operator is responsible and must 

perform those responsibilities in a workmanlike manner.

“Owner” means the person or party possessing the title of the land on which the construction activities will 

occur; or if the construction activity is for a lease holder, the party or individual identified as the lease holder; or 

the contracting government agency responsible for the construction activity.

“Permanently Ceased” means clearing and excavation within any area of your construction site that will not 

include permanent structures has been completed.

“Permanent Cover” means final stabilization. Examples include grass, gravel, asphalt, and concrete.

"Severe Property Damage" means substantial physical damage to property, damage to best management 

practices which causes them to become inoperable, or substantial and permanent loss of natural resources 

which can reasonably be expected to occur in the absence of a bypass. Severe property damage does not 

mean economic loss caused by delays in construction.

"Significant Materials" includes, but is not limited to: raw materials; fuels; materials such as solvents, 

detergents, and plastic pellets; finished materials such as metallic products; hazardous substances designated 

under Section 101(14) of CERCLA; any chemical the facility is required to report pursuant to Section 313 of 

Title III of SARA; fertilizers; pesticides; and waste products such as ashes, slag and sludge that have the 

potential to be released with stormwater discharges.

"Significant Spills" includes, but is not limited to: releases of oil or hazardous substances in excess of 

reportable quantities under Section 311 of the Clean Water Act (see 40 CFR 110.10 and CFR 117.21) or 

Section 102 of CERCLA (see 40 CFR 302.4).

“Small Construction Activity” means land disturbance of equal to or greater than one acre and less than five 

acres. Small construction activity also includes the disturbance of less than one acre of total land area that is 

part of a larger common plan of development or sale, if the larger common plan will ultimately disturb equal to 

or greater than one and less than five acres

"Stabilized" means the exposed ground surface has been covered by appropriate materials such as mulch, 

staked sod, riprap, erosion control blanket, or other material that prevents erosion from occurring. Grass 

seeding alone is not stabilization. Snow cover and frozen ground conditions are not considered stabilized.
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NDR10-0000

“Steep Slopes” means slopes which are fifteen (15) percent or greater in grade.

"Stormwater" means stormwater runoff, snow melt runoff, and surface runoff and drainage.

“Stormwater Associated with Industrial Activity” means stormwater runoff, snow melt runoff, or surface runoff 

and drainage from industrial activities as defined in 40 CFR 122.26(b)(14).

“Stormwater Associated with Small Construction Activity” means the discharge of stormwater from:

(i) Construction activities including clearing, grading, and excavating that result in land disturbance of equal 

to or greater than once acre and less than five acres. Small construction activity also includes the 

disturbance of less than one acre of total land area that is part of a larger common plan of development or 

sale if the larger common plan will ultimately disturb equal to or greater than one and less than five acres. 

Small construction activity does not include routine maintenance that is performed to maintain the original 

line and grade, hydraulic capacity, or original purpose of the facility.

(ii) Any other construction activity designated by EPA or the department, based on the potential for 

contribution to a violation of a water quality standard or for significant contribution of pollutants to waters of 

the state.

“Temporarily Ceased” means clearing, grading, and excavation within any area of the site that will not include 

permanent structures, will not resume (i.e., the land will be idle) for a period of 14 or more calendar days, but 

such activities will resume in the future.

"Temporary Erosion Protection" means methods employed to prevent erosion. Examples of temporary cover 

include; mulch, straw, erosion control blanket, wood chips, tackifiers, and erosion netting.

"Upset" means an exceptional incident in which there is unintentional and temporary noncompliance with 

permit requirements because of factors beyond the reasonable control of the permittee. An upset does not 

include noncompliance to the extent caused by operational error, improperly designed erosion and sediment 

controls or site stabilization methods, inadequate erosion and sediment controls or site stabilization methods, 

lack of preventive maintenance, or careless or improper operation.

“Waters of the State” means any and all surface waters that are contained in or flow in or through the state of 

North Dakota as defined in NDCC 61-28-02. This definition includes all water courses, even if they are usually 

dry.

“You” means the owner, operator or permittee as appropriate.
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NDR10-0000

Appendix 1 – Erosion and Sediment Control Requirements

Requirements for designing, implementing and maintaining erosion and sediment controls.

A. Erosion and Sediment Control Practices

1. Sites using temporary (or permanent) sediment basins must meet the following requirements:

a. Sediment basins shall be designed for a calculated volume of runoff from a 2-year, 24-hour storm

per acre drained to the basin and provides not less than 1,800 cubic feet of sediment storage below 

the invert of the outlet pipe from each acre drained to the basin; or

b. Basins shall be sized to provide 3,600 cubic feet of sediment storage below the invert of the outlet 

pipe per acre drained to the basin if calculations are not performed.

c. Basin outlets must be designed to avoid short-circuiting and the discharge of floating debris. Basins

must be designed with the ability to allow complete basin drawdown for maintenance activities. 

Basins must release the storage volume in at least 24 hours. Outlet structures must be designed to 

withdraw water from the surface, unless not practicable. If not practicable, rationale must be 

provided in the SWPPP. The basin must have a stabilized emergency overflow to prevent failure of 

pond integrity. Energy dissipation must be provided for the basin outlet.

2. Erosion, sediment, and stabilization practices shall be provided. Erosion, sediment and stabilization

practices include such things as: silt fences, fiber logs, vegetative buffer strips, erosion control blankets, 

mulch, hydro-seeding combined with mulch or tackifiers, etc.

3. All exposed soil areas must be stabilized (see definitions). Stabilization must be initiated immediately 

where activities have been permanently or temporarily ceased on any portion of the site and will not 

resume for a period exceeding fourteen (14) calendar days. Stabilization must be completed as soon 

as practicable, but no later than fourteen (14) calendar days after the initiation of soil stabilization. 

Temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate 

stockpiles, demolition concrete stockpiles, sand stockpiles) are exempt from this requirement.

a. For slopes with a grade of 3:1 or greater, stabilization must be initiated immediately once activities 

have been completed or temporarily ceased. Stabilization must be completed as soon as 

practicable, but no later than seven (7) calendar days after the initiation of soil stabilization.

4. Temporary soil stockpiles must have effective sediment controls, and cannot be placed in surface 

waters, including stormwater conveyances such as curb and gutter systems, or conduits and ditches.

5. The normal wetted perimeter of any temporary or permanent drainage ditch that drains water from a 

construction site, or diverts water around a site, must be stabilized at least 200 linear feet from the 

property edge, or from the point of discharge to any surface water. Stabilization shall be completed 

prior to connection with a surface water. Any remaining portion of the temporary or permanent 

drainage ditch must be stabilized within fourteen (14) calendar days for portions which construction 

activities have temporarily or permanently ceased.

6. If stabilization requirements cannot be met due to circumstances beyond the control of the permittee, 

the permittee may comply with following:

a. If vegetative stabilization is to be used, immediately initiate, and within 14 calendars days complete, 

the installation of temporary non-vegetated stabilization; or

b. Complete all methods of initiating stabilization as soon as conditions or circumstances allow. 
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NDR10-0000

If any conditions in parts a or b above are encountered, the permittee must document the 

circumstances which prevented you from meeting the stabilization requirements in the SWPPP of this 

paragraph and provide a schedule in the SWPPP which will be followed in order to meet the 

stabilization requirements. 

Permittees are responsible for implementing winter stabilization methods during frozen ground 

conditions if the site was not stabilized prior to the ground freezing.

7. Stream diversions or any temporary or permanent drainage ditch or trench, which will have continuous 

flow, shall be stabilized with appropriate controls prior to connection with any surface water. The entire 

area (channel and bank) of the stream diversion or temporary or permanent drainage ditch, or trench, 

must be appropriately stabilized to bankfull height.

8. While working in or around surface waters, sediment and erosion controls must be used above the 

anticipated level of the surface water. Floating silt curtain does not satisfy the down slope and side 

slope boundary requirements in Part II(C)(4)(b) of this permit, unless the construction activity is on or 

below the elevation of the surface water. The floating silt curtain must be placed as close to shore as 

possible. Sediment control must be installed where exposed soils drain to the surface water 

immediately after construction activity along the waterline has been completed.

9. Pipe and culvert outlets must be provided with energy dissipation within 24 hours of connection to a 

surface water.

10. Splash pads and/or downspout extensions must be provided for roof drains to prevent erosion from roof 

runoff.

11. All storm drain inlets in the immediate vicinity of the construction site must be protected by appropriate 

BMPs during construction until all disturbed areas and stockpiles with the potential to discharge to the 

inlet have been stabilized. This includes storm drain inlets which may be affected by sediment tracked 

onto paved surfaces by vehicles or equipment.

12. Inlet protection devices are a last line of control – erosion and sediment control practices must be used 

on-site. Inlet protection devices must conform to local ordinances or regulations. In general, inlet 

protection devices need to provide for adequate drainage to prevent excessive roadway flooding. Inlet 

protection may be removed for a particular inlet if a specific concern (i.e., street flooding/freezing, snow 

removal) has been identified and documented in the SWPPP. In this situation, additional erosion and 

sediment control practices, or stabilization methods must be used to supplement the loss of the inlet 

protection device to prevent sediment from entering the storm sewer system.

13. Vegetated buffers must have a minimum width of 1 foot for every 5 feet of disturbed area that drains to 

the buffer. The width of the buffer shall have a slope of 5 percent or less and the area draining to the

buffer shall have a slope of 6 percent or less. Concentrated flows should be minimized throughout the 

buffer.

Buffers shall consist of dense grassy vegetation, 3 to 12 inches tall with uniform coverage over 90 

percent of the buffer. Woody vegetation shall not be counted for the 90 percent coverage. No more 

than 10 percent of the overall buffer may be comprised of woody vegetation.

14. A 50 foot natural buffer or equivalent erosion and sediment controls must be provided when a project is 

within 50 feet of a surface water and stormwater flows to the surface water. If equivalent erosion and 

sediment controls are used, rationale for using equivalent controls must be provided in the SWPPP.
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NDR10-0000

If working within 100 feet of a surface water listed as impaired for sediment, suspended solids or 

turbidity, a 100 foot natural buffer or equivalent sediment and erosion controls must be provided. If 

equivalent erosion and sediment controls are to be used, rationale for using equivalent controls must be 

provided in the SWPPP.

15. If the permittee(s) intend to use chemical treatment for sediment removal, they must be used in 

accordance with the manufacturer’s specifications. Treatment chemicals must be selected 

appropriately for the anticipated soil particle size and characteristics of the stormwater (pH, turbidity, 

flow rate of stormwater flowing into the chemical treatment system, etc.). A description of the chemical 

treatment process must be included in the SWPPP.

a. To ensure selection and management of chemicals minimize the potential for harmful effects in the 

discharge, the permittee shall provide a written request to the department for review and approval. 

Additional monitoring and reporting may be required as a condition for the approval to discharge.

A request to discharge chemically treated water shall include all of the following information and be 

provided sixty (60) days prior to use:

i. Material Safety Data Sheet/Safety Data Sheet (MSDS/SDS);

ii. Proposed water additive discharge concentration;

iii. Discharge frequency (i.e., number of hours per day and number of days per year);

iv. Monitoring point for product discharge;

v. Type of removal treatment, if any, that the water additive receives prior to discharge;

vi. Product function (e.g., coagulant, flocculant, etc.);

vii. A 48-hour LC50 or EC50 for a North American freshwater planktonic crustacean (Ceriodaphnia 

sp., Daphnia sp., or Simocephalus sp.); and

viii. Results for a toxicity test for one other North American freshwater aquatic species (other than a 

planktonic crustacean).

b. Discharges from the chemical treatment of stormwater must not cause a violation of the standards 

of quality for waters of the state (N.D.A.C. § 33-16-02.1). The discharge must meet the dewatering

or basin draining requirements provided in Part II(C)(3)(g) of this permit.

16. Minimize the duration of exposed soils on steep slopes.

B. Maintenance Requirements for Erosion and Sediment Controls

1. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness. 

All nonfunctional BMPs must be repaired, replaced, maintained or supplemented with functional BMPs. If a 

nonfunctioning BMP is supplemented, the nonfunctional BMP shall be removed. Corrective actions must 

be made prior to the next anticipated rainfall event or within 24 hours of discovery (whichever comes first), 

or as soon as field conditions allow access. Documentation must be provided in the maintenance records 

if field conditions do not allow access along with a plan of action for performing maintenance activities. 

Permittee(s) must investigate and comply with the following inspection and maintenance requirements:

a. All control devices similar to, and including, silt fence or fiber rolls must be repaired, replaced,

maintained or supplemented when they become nonfunctional (torn from posts, visible tears, etc.). 

Collected sediment must be removed as it approaches 1/2 of the above ground capacity of the control 

device. 

b. Fiber rolls must be replaced when 1/2 of the original above ground height of the device when it was 

installed has been lost as a result of flattening or other damage.
 Page 28 of 29

NDR10-0000

c. Sedimentation basins must be drained and the sediment removed when the depth of sediment 

collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed 

within 72 hours of discovery, or as soon as field conditions allow access. Documentation must be 

provided in the maintenance records if field conditions do not allow access along with a plan of action 

for performing maintenance activities.

d. Maintenance and cleaning of inlet protection devices must be performed when sediment accumulates, 

the filter becomes clogged, and/or performance is compromised.

2. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of 

sediment deposited by erosion. Permittees must remove all deltas and sediment deposits in surface 

waters, drainage ways, catch basins, and other drainage systems. Areas where sediment removal results 

in exposed soil must be stabilized. Removal and stabilization must take place immediately, but no more 

than, seven (7) calendar days after the discovery unless precluded by legal, regulatory or physical access 

constraints. Permittees shall use all reasonable efforts to obtain access. If precluded, removal and 

stabilization shall take place immediately, but no more than, seven (7) calendar days after obtaining 

access. Permittees are responsible for contacting all local, regional, state, and federal authorities, and 

receiving any applicable permits prior to conducting any work.

3. Vehicle tracking of sediment from the site must be minimized by BMPs. This may include having a 

designated egress with aggregate surfacing from the site or by designating off-site parking. Permittees are

responsible for (or making the arrangements for) street sweeping and/or scraping if BMPs are not 

adequate to prevent sediment from being tracked onto the street from the site.

Construction site egress locations must be inspected for evidence of sediment being tracked offsite by 

vehicles or equipment onto paved surfaces. Accumulations of tracked and deposited sediment must be 

removed from all off-site paved surfaces by the end of the work day, shift or if applicable, within a shorter 

time specified by local authorities or the department.

4. If sediment escapes the construction site, off-site accumulations of sediment must be removed in a manner 

and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed 

into storm sewers by the next rain event and/or pose a safety hazard to users of public streets).

5. Vegetative buffers must be inspected for proper distribution of flows, sediment accumulation and signs of 

rill formation. If a buffer becomes silt covered, contains rills, or is otherwise rendered ineffective, other 

control measures shall be implemented. Eroded areas shall be repaired and stabilized within 24 hours of 

discovery, or as soon as conditions allow access. Documentation must be provided in the maintenance 

records if field conditions do not allow access along with a plan of action for performing maintenance 

activities.

C. Operational Controls

1. Properly handle construction debris and waste materials.

a. Debris and waste must be handled appropriately until disposal. Litter and debris shall be collected and 

stored to reduce the potential for wind and water to carry the materials off-site or leachate discharging 

from a site. Collected material shall be taken to the appropriate facility for disposal or recycling.

b. Liquid or soluble materials including oil, fuel, paint and any other hazardous substances must be 

properly stored, to prevent spills, leaks or other discharges. Restricted access to storage areas must 

be provided to prevent vandalism. Storage and disposal of liquid or soluble material must be in 

compliance with applicable regulations.
 Page 29 of 29

NDR10-0000

2. Wash water containments must be cleaned out (solids and liquid) before 80 percent of storage capacity is 

attained.

3. Best management practices used in surface waters must be cleaned immediately upon removal from 

surface waters to prevent the transfer of aquatic nuisance species. 
APPENDIX B 

HDD Construction Plan 

and 

HDD Contingency Plan 
DIRECTIONAL DRILL 

PLAN of PROCEDURE 

DAKOTA ACCESS 

DAKOTA ACCESS PIPELINE PROJECT 

LAKE OAHE HDD CROSSING 

Morton & Emmons Counties, North Dakota 

Installation of 30” Steel Pipe 

Horizontal Directional Drilling 

August 18, 2015 

Page 1
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

HDD EXECUTION PLAN 

Michels Directional Crossings 

Dakota Access Pipeline Project 

Lake Oahe Crossing (~7,500’ / 30” Steel Pipe) 

Drill Support and Manpower:

Michels proposes drilling and installing this crossing utilizing the pilot-hole intersect method, which requires 

cutting edge directional drilling technology and the use of two drill rigs drilling simultaneously to perform the 

operation. Michels has been perfecting this unique operation for the past 15-years, successfully completing 

numerous long distance directional drill installations. Each drill rig site requires one shift of 8-12 men. The 

primary drill rig to be utilized will be a Hercules 1200 Drill Rig with the secondary drill rig being an Atlas 840 

minimum. The crews will be scheduled to work approximately 12 to 14 hours per day and up to 7-days per 

week. 24-hour per day operations may be required at any given time on the crossing depending on conditions 

encountered in the bore-hole and specific requirements which must be met. 

 (Attachment – On Site Specialized Manpower and Resumes) Page 8 through 93 

Drill Configuration:

Directional drilling using the pilot-hole intersect method is proposed for this major crossing. The planned 

borehole for the crossing is anticipated to follow the attached HDD Plan and Profile drawing. Adequate depth 

of cover is required depending on the formation and diameter being installed in order to minimize the risk for 

inadvertent drilling fluid returns. 

(Attachment – HDD Plan and Profile) Page 94 and 95

Drill Work Sites Preparation:

The drill work sites required for staging equipment should be prepared by a prime contractor readied for 

Michels’ mobilization to the job site. A cleared and level work pad at both sides of the crossing is necessary for 

the support and movement of heavy equipment. The pad may require the installation of matting, gravel or 

other means for a stable workable surface. A work pad is required at either side of the proposed crossing 

capable of supporting a drill rig with ancillary equipment. The minimum work area requirements at entry and 

exit are 250’ long (parallel to drill centerline) by minimum 150’ in width. A drill rig dead-man is typically 

installed in front of the rig to support minimal movement of the rig during drilling operations. The dead-man 

consists of an 8’ x 20’ steel plate installed vertically down into the ground placed in front of the drill rig. It is 

used to distribute load bearing support during rigorous drilling operations. 

(Attachment – Typical Entry/Exit Site Layout Requirements) Page 96 through 98

Surface Casing:

Michels intends to install large diameter surface casing on both ends of the crossing. It is estimated that 120’ 

of casing will be installed on the east side and 200’ on the west side to mitigate the anticipated soft soil 

conditions. A Grundoram pneumatic hammer will drive the steel surface casing along the proposed bore path 

from the entry point to a depth where a more competent soil condition is encountered. The surface casing is

augured out in intervals as the casing advances to clean it out. After the product pipe is installed Michels will 

attempt to extract the steel surface casing. In the unlikely event that it cannot be removed, the steel casing 

would be cut below the tie in location approximately 10 feet below surface grade and the annular space 

between the casing and the product pipe will be filled with grout. 

(Attachment – Grundoram Pneumatic Hammer) Page 99 through 104

Page 2
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Pilot Hole:

The 12-3/4” drill bit or mud motor will be advanced from the entry point to the pre-designated intersect point 

along the proposed bore-hole path using a directional jetting bottom-hole assembly or mud motor with bit and 

bottom-hole assembly. The bottom-hole assembly will be advanced from the entry side toward the second 

pilot hole currently being drilled from the other side. The bottom-hole assembly includes the bit (12-5/8” in 

diameter), drilling mud motor, orientation and pressure measurement sub, steering guidance tool (Vector 

Magnetics Para Track2 Survey and Guidance System) and non-magnetic drill collars. The drill stem added 

behind this bottom-hole assembly will be S-135 grade minimum 6 5/8” FHDS (Full Hole Double Shoulder) 

series drill pipe or better and in random 30(±) foot lengths. The location of the pilot-hole drill paths will be 

continuously monitored, surveyed then recorded from its respective drill rig location utilizing the data from the 

down-hole probe (Para Track2 Probe) as drilling proceeds. Critical tracking information to be processed 

includes elevation, alignment and distance away from each rig which is calculated then recorded in accordance 

with industry standard, once at the end of every drill stem length (approximately 30-feet). 

Michels anticipates the intersect point to be between station 30+00 and 60+00 with a most likely location at 

approximately station 42+00. Constant communication is maintained between the two drill crews as pilot-hole

intersect operations progress. Prior to the pilot holes reaching the projected intersect location, magnetic signal 

being monitored on the instrument tracking computer inside the control trailer will increase in strength. After 

the two pilot holes are overlapped by approximately 30’, a PMR (Passive Magnetic Ranging) survey will be 

conducted. At this time, the Para Track2 Probe will be used to collect static magnetic field readings relative to 

the adjacent drill stem. To perform this operation the 6 5/8” drill pipe positioned in the previously drilled 

borehole from the entry end will be retracted in predetermined distance increments, these distance retractions 

are sensed by the probe and recorded. The magnetic field readings collected by the Para Track2 probe will 

then be analyzed to verify that sufficient and accurate data has been collected and a position offset between 

the two boreholes can be calculated and determined. This PMR survey will be repeated once every 30’ until 

the two boreholes are separated by approximately 3’ of distance, center of borehole to center of borehole. See 

following example. 

(Attachment – MGS Steer Tool System; Attachment – Gyroscope; Attachment - Para Tracker, Attachment – 

Drill Rig Specification Hercules 1200, Atlas-840) Page 105 through 116

Page 3
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Drilling Fluids:

Essential to any successful HDD process is the selection and proper utilization of drilling fluid which is made up 

of primarily water and bentonite (de-hydrated clay) having pH values between 8 and10. Bentonite is a 

naturally occurring, non-toxic, inert substance that meets NSF/ANSI-60 Drinking Water Additive Standards and 

is frequently used for drilling potable water wells. Therefore, the ecological and environmental impacts of an 

inadvertent release of drilling fluid into a water body is a temporary increase in local turbidity until the drilling 

fluid dissipates with the water current or settles out. 

Bentonite serves many notable purposes in the HDD process, which includes but is not limited to: 

1) Cleans the drilled cuttings from the bore hole and cools the drilling tools,

2) Transports cuttings to the surface for recycling,

3) Aids in stabilizing formations by supplying a cohesive nature to the surrounding geological formation

and preventing fluid loss from the bore hole,

4) Provides lubrication for the drill string and downhole assembly, which reduces frictional forces at the

formation,

5) Drives a down-hole drill motor for rock drilling,

6) Provides hydrostatic fluid pressure in the bore hole to offset ground formation pressures.

Drilling fluid is composed of a carrier fluid and solids. The selected carrier fluid for this crossing consists of 

water (approximately 96%) and an inorganic, bentonite clay (approximately 4%). Michels has access to

several different brands of bentonite. The selection of which brand to use is typically based on price, 

availability and proximity to the proposed drill site. The following brands all exhibit similar characteristics 

providing the same results as listed above. 

(Attachment – Potential Bentonite Brands – Product Data/MSDS Sheets) Page 117 through 144

Potential Bentonite Brands 

 Max Gel

 Super-Gel X

 Bara-Kade

The bentonite will be mixed in a mud mixing tank of up to 5,000 gallons, depending on mud rig size, in 

accordance with manufacturer’s recommendation. Approximately 15 to 20 pounds of powder bentonite will be 

mixed with 100 gallons of fresh water (Mud Composition), and will be used throughout the entire drilling 

process to establish and maintain optimum drilling fluid properties. Estimated drill spoils listed above are 

based on past experience and do not take into account unexpected conditions encountered. Michels 

maintains fluid performance through the daily sampling, testing and recording of fluid properties throughout 

drilling operations. Fluid properties will be tested six times per day. The items that will be tested are listed on 

the attached daily mud testing report. This provides Michels’ Mud Technician the information required to make 

educated recommendations regarding maintenance of efficient drilling fluid rheology consistent with holestabilization with the intention of limiting inadvertent surface returns. Following is one of the tables used as a 

guideline by the Mud Technician referencing recommended fluid consistencies targeted during typical testing. 

Ratios of bentonite and water are varied to achieve these recommended viscosities. 

(Attachment – Daily Mud Testing Report) Page 145 and 146 

Page 4
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Targeted Drilling Fluid Viscosities Recommended

Sand 60-80 Viscosity

Silt 50-70 Viscosity

Clay 40-50 Viscosity

Rock 60-80 Viscosity

Gravel 70-90 Viscosity

Once the drilling fluid is thoroughly mixed to an acceptable consistency, it is pumped from the mud tank to the 

back end of the drill rig. From here it is injected under high pressure through the drill stem at a rate of between 

300 to 800 gpm to the apex of the drill head. The spent drill fluid with mixed cuttings maintains a return flow 

back along the annular space created between the drill stem and the formation wall. Drill fluid returns to the 

entry pit where it is pumped by a 6hp submersible pump to the fluid recycle and processing system. 

Michels does not foresee the need for additives; however, additives may be deemed necessary based on 

evaluations and recommendations made by the Mud Technician during drilling and hole-opening operations. If 

the need for drill fluid additives does arise, it is anticipated that one of the following additives may be required 

in order to maintain adequate fluid rheology down-hole: 

(Attachment – List of Potential Additives – MSDS provided upon award and/or a need determined)

Page 147 and 148

Brand Purpose 

Environmental Effect If 

Spilled 

Suspend-IT

Used in Rock Formation - Increase Gel 

Strength Non-Toxic / Non-Hazardous 

Drill_Terge 

Used in Clay Formation – Prevents Clay 

Balling and Swelling Non-Toxic / Non-Hazardous 

InstaVis Plus

Used in Clay Formation – Improves 

Viscosity Non-Toxic / Non-Hazardous 

Rel-Pac Xtra Low Used in Sand & Cobble - Control Fluid Loss Non-Toxic / Non-Hazardous 

Soda Ash Increase Ph in Make-up Water Non-Toxic / Non-Hazardous 

Solids Control and Separation: 

The first phase of the mud cleaning system is displacement of solid returns at the shaker. Solid control 

systems will vary for the various drill rigs however the end product is the same. Heavy solids are sifted out by

a shaker with screens and deposited into a pit. From here they will be transported by dump truck to a site for 

disposal. Spent drill fluids are collected at the drill site and transferred to tanker trucks for disposal at an 

approved location. (Attachment – Drill Fluid Recycle Flow Chart) Page 179 and 180

Page 5
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Reaming Passes:

Michels anticipates performing two reaming passes with a final hole diameter of up to 48” in diameter. 

However, the final determination as to size and number of ream passes will be based on conditions 

encountered during pilot-hole drilling and the initial reaming operation. 

The reamers proposed for the crossings will be various types of dirt and rock reamers custom fabricated by 

Michels specifically for this type of formation, which could include conventional fly-cutter type reamers and 

hole-openers. Michels also has additional resources for various rock-tooling which can be supplied at a 

moment’s notice if needed. Equivalent or better tools may be substituted depending on availability of other 

supplier’s products or if changes in anticipated drilling conditions are encountered. 

(Attachment- Michels’ Downhole Tools) Page 149 through 152

Cleaning Pass:

A swab pass will need to be conducted up to the same size as the final ream pass but no larger. The swab 

pass is typically pulled back from exit to entry. 

Drill Mud Cleaning:

The first phase of the mud cleaning system is displacement of solid returns at the shaker. Heavy solids are 

sifted out by a shaker with screens and deposited into a pit. From here they will be transported by dump truck 

to a site for disposal. 

Drill Mud Cleaning Equipment Specifications 

Volume of Mixing/Scalper Tank ................ 54.0-Bbls 

Volume of Desander Tank ........................ 72.0-Bbls 

Volume of Desilter Tank ........................... 72.0-Bbls 

Quantity of Scalping Shakers ..................... 1.0-Shakers 

Mesh Size of Scalping Shakers ................ 10-20 Double Stacked 

Desander Capability ................................... 2 @ 500-GPM (1,000 GPM Total) 

Desander Cones ........................................ 2.0-Cones 

Desander Mesh Size ................................ 40 to 165 

Quantity of Desilter Cones ....................... 10 Ea @ 100-GPM 

Desilter Mesh Size ................................... 60 to 250 

Steel Mud Circulating Tank Volume ....... 160-Bbls 

Returns Tank Volume (Mud Pit) ............. 320-Bbls 

Cuttings Tank Volume (20-yd Roll-off) ... 150-Bbls 

Mud Screening, Max Pass Size................ 40-Mesh 

(Attachment – Mud Cleaning Equipment Specifications) Page 153 through 155 

Bentonite Pump Capabilities (ENTRY/EXIT) (Based on Availability) 

Name Brand .................................................... Ellis Williams W-446 

Triplex Piston Model 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,027 PSI 

Maximum Flow Rate ......................................................... 661 GPM 

Page 6
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Gallons Per Stroke .................................... 2.20 Gallons Per Stroke 

Bentonite Pump Capabilities (ENTRY/EXIT) (Based on Availability) 

Name Brand ............................................ Gardner Denver OPI-350 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,469 PSI 

Maximum Flow Rate ......................................................... 529 GPM 

Gallons Per Stroke .................................... 2.94 Gallons Per Stroke 

Pull Pipe:

The pipe will be welded and placed on top of rollers in preparation for pullback. The pipe will be pulled into 

place utilizing an approved pull head, swivel and reamer from exit to entry. This is a continuous operation 

which takes place until the product pipe is pulled through the opened hole back to the entry point. 

(Attachment - Michels’ Support Rollers) Page 156 and 157

Contingency Planning:

Contingency planning is conducted in response to unforeseen events and conditions which could occur during 

normal operating sequences. One of the most significant contingency plans has been developed for the 

mitigation and handling of inadvertent drilling fluid returns. This is addressed in an independent document 

supplemental to this plan. Michels has developed an environmentally responsive set of contingency plans to

be invoked for expeditious attention and handling of various incidence as they arise. In the unlikely event that

the drilled borehole needs to be abandoned, the borehole will be filled with bentonite slurry and abandoned. 

(Attachment – Contingency Plans for HDD crossings). Page 158 through 178

Demobilization:

Excess drilling fluid is removed from the site and transported to the approved disposal site. Equipment and 

personnel will be moved off-site after successful completion of the hydrostatic test and clean-up operations will 

take place. 

Page 7
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

ON SITE 

SPECIALIZED MANPOWER 

AND RESUMES 

Page 8
 PERSONNEL STATEMENT

Personnel for each newly contracted job, from the Project Manager to the Mud 

Technician, are duly assigned to a project based on a number of circumstances. These 

may include but are not limited to the following; current projects under contract, 

geographic location of previous project, scope of work required for the directional drill. 

Our personnel and equipment have been assembled so that they are interchangeable 

from project to project. 

The key to any directional drilling project is obviously having qualified personnel who are 

experienced in dealing with unforeseen circumstances as they arise. Michels’ 

personnel are some of the most experienced and highly qualified drilling experts in the 

industry, as demonstrated on past projects accumulated on our reference list. With the 

appropriate resources at their disposal, Michels has overcome risks associated with 

some of the most difficult drilling projects ever attempted and has evolved into one of 

the foremost leaders in the directional drilling industry. 

Each of the Drilling Superintendents employed by Michels is highly experienced in 

utilizing drill rigs of every size. Michels’ Drilling Superintendents are well respected 

throughout the industry, as represented on the attached resumes. Each has completed 

countless difficult drills including installation of large diameter pipe and at great lengths. 

Our Drilling Superintendents have worked up through the ranks providing them a 

complete and comprehensive understanding of safety, hazards, environmental 

monitoring, manpower, equipment operations and repairs for each phase of the 

directional drilling operation. Michels’ personnel maintain continuous schooling for all 

phases of the drilling operation. 

As noted on the attached resumes, each Superintendent has drilled throughout North 

America as well as internationally, and has encountered various soil conditions, from 

sands, gravels, clay and cobble to solid rock formations. 

Page 9
Michels Directional Crossings

A Division of Michels Corporation

Ken Coleman

Project Manager

Jim McGovern

Project Manager

Larry Shilman

Project Manager

Dusty 

Branscomb

Surveyor/Drilling 

Foreman 

Tom Forconi

Surveyor/Drilling 

Foreman

Doug Houska

Surveyor/Drilling 

Foreman

Cale Mullenix

Surveyor/Drilling 

Foreman

Jeff Nehmer

Surveyor/Drilling 

Foreman

Dan Reynolds

Surveyor/Drilling 

Foreman

Dennis Bush 

Field Operations 

Superintendent

Marcus Carratt

Field Operations 

Superintendent

Ryan Jackson 

 Field Operations 

Superintendent

Karl Kornkven

Field Operations 

Superintendent

Bryan Ketter

Field Operations 

Superintendent

Nick Leblanc 

Field Operations 

Superintendent 

Eric McBrair

Direct Pipe

Superintendent

Clifford Mclain

Field Operations 

Superintendent

Dale Schinderle

Field Operations 

Superintendent

Project Managers Survey Engineers Field Operations Superint

Tim McGuireVice President of 

Michels Directional Crossings

Diane 

Dalle Nogare

Administrative Assistant

Robert Westphal

Senior Vice President of 

Construction Operations

Gr

E

E

Dave Melum

Environmental 

Manager

Ray Viator

Marine Operations 

Manager

Ted Foltz

Asst. Operations 

Manager

Don Mueller 

Asst. Operations 

Manager

Scott Nehls

HDD Logistics

QA/QC Manager

Jeff Mueller

HDD Operations 

Manager

Br

Eng

Rick Zavitz

Drilling Fluid Specialist/

Project Manager

Deno Darden

Project Manager

Mark 

Zimmerman

Project Manager

Steve Sanders

Field Operations 

Superintendent

Eric 

Frawley

Project Manager

Wendell Long

Project Manager

Bob Spennati

Project Manager

Patrick O’Donogh

Trenchless Crossings Ma

Jeremiah 

Yliniemi

Field Operations 

Foreman

Sean 

Nicholson

Safety Director

Greg Warner

Project Safety 

Manager

 10 plus 

Safety Managers

Toni Budahn 

Administrative 

Assistant

Darrell Tise 

Surveyor/Drilling 

Foreman

Matt Smith

Direct Pipe 

Manager

Cody

Abler

Survey Technician 

Jeremiah 

Erickson

Survey Technician

Page 10
2009-Present Senior Vice President of Construction Operations, Michels Corporation, Brownsville, WI

2000-20009

1989-2000

1981-1988

1979-1980

Robert H. Westphal

Senior Vice President of Construction Operations

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 924-4375

Michels Pipeline Construction, Brownsville, WI

Michels Directional Crossings, Brownsville, WI

Project Manager, Mid-America Line & Cable Division, Michels Construction, Inc., Brownsville, WI 

Responsible for project management, including the coordination of labor, equipment, materials, 

construction scheduling and production. Projects included various OSP telephone cable and rural water 

construction projects.

 MICHELS CORPORATION

www.michels.us

Responsibilities include executive oversight of all operations with Pipeline Construction and Directional 

Crossings divisions. Complete profit and loss responsibility for all projects related to Pipeline and 

Crossings divisions. Oversee business development, finalizing estimates of all major projects, negotiation 

of contract agreements, subcontractor management, utility owner interface from project start to finish, 

human and equipment resource allocation, and general management of all Pipeline and Crossings 

division operations. Report directly to the President of the company.

Vice President, Michels Pipeline Construction, Inc. Michels Corporation, Brownsville, WI

Responsible for general and regional construction operations of this telecommunications OSP 

construction division. Duties include complete profit and loss responsibility for multiple and simultaneous 

telephone cable, gas and directional drilling construction projects including, but not limited to, bid 

estimating, bid preparation, project management, and interface with utility construction managers, 

engineers and consulting engineers. Report directly to the President of the company.

General Superintendent, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., 

Brownsville, WI

Michels Canada, Nisku, Alberta, Canada

Responsible for leadership encompassing but not limited to: the development and execution of strategic 

business initiatives both domestically and internationally; operational and administrative process 

improvement; workforce leadership, knowledge transfer, mentoring, development and diversification; and 

strategic issue resolution. Executive oversight of multiple diverse operating divisions as well as domestic 

and international joint ventures and strategic alliances. Senior Executive Corporate Representative for the 

company on multiple industry related Boards of Directors and Charitable Foundations. 

Email: westphal@michels.us

Senior Vice President, Michels Corporation, Brownsville, WI 

Complete profit and loss responsibility for hundreds of fiber optic and OSP telecommunication 

construction projects varying in size up to $10-million. Duties include bid estimating and preparation and 

complete control of all phases of utility OSP construction projects.

Page 11
1973-1978

1969-1972

1966-1969

1965-1966

1964-1965

1962-1964

Education:

1962 Graduate of Mayville High School, Mayville, WI 

Managed a utility construction crew as well as operated heavy equipment for cable construction as a 

working foreman.

Equipment Operator, Michels Pipeline Construction, Inc., Brownsville, WI

Project Superintendent, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., 

Brownsville, WI

Responsible for overall supervision for construction crews on various cable construction projects.

Parts and Sales Department, Humphrey Chevrolet/Krause Oldsmobile

Operated all types of utility construction equipment and specialized in backhoe operations.

Laborer on various utility construction projects.

Laborer, Cooks Masonry, Brownsville, WI

Crew Foreman, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., Brownsville, WI

Laborer, Michels Pipeline Construction, Inc., Brownsville, WI

Page 12
2002-Present

1998-2002

1994-1998

1992-1994

1991-1992

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for horizontal directional drilling division construction operations. Duties 

include profit and loss responsibility for multiple and simultaneous directional drilling 

gas, product, water, sewer, civil, electric, telephone cable, and environmental projects. 

Day to day involvement with bid estimating, construction feasibility evaluation, 

specification and design criteria review, proposal preparation, contract and subcontract 

negotiations, project planning and oversight, cost scheduling, allocation of divisional 

resources, and interface with utility construction managers, engineers and owners. 

Report directly to the Senior Vice President and President of the company.

Vice President, Michels Directional Crossings, Brownsville, WI

Drilling Division Manager, Harrison Western Mining Corporation, Denver, CO

Responsible for estimating, planning and managing various vertical, angle and 

horizontal drilling projects for geotechnical investigations, civil construction, mining 

operations and environmental evaluation and remediation. Evaluated, designed and 

implemented various drilling methods, equipment, materials and tools while managing 

day-to-day drilling operations on geotechnical, civil, mining and environmental drilling 

projects.

Tim McGuire

Vice President - Directional Crossings Division

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tmcguire@michels.us

General Manager, Michels Directional Crossings, Brownsville, WI

Responsible for estimating, planning and managing horizontal directional drilling 

projects for various size utilities up to 48” in diameter and 6,000’ in length in a wide 

range of unconsolidated soil and bedrock conditions.

Project Engineer/Project Manager, Michels Corporation, Brownsville, WI

Responsible for assessing feasibility of design specifications, recommendation and 

implementation of construction methods, and day-to-day on-site management and 

coordination of horizontal directional drilling projects for various utilities.

Division Manager, Michels Environmental Services, Michels Corporation, Brownsville, 

WI

Responsible for estimating, designing, planning and coordinating underground 

environmental remediation projects utilizing horizontal directional drilling technology.

Page 13
1987-1991

Education:

1986

Presentations:

1998

1996

1995

MCI Engineer Training Seminar “Horizontal Directional Drilling Design, Specification 

and Construction for Trenchless Placement of Underground Utilities”

Midwest Gas Association “Horizontal Directional Drilling Large Diameter Pipeline 

Installations”

National Groundwater Association Outdoor Action Conference “Horizontal Directional 

Drilling Demonstration for Installation of Horizontal Wells”

Project Manager/Geotechnical & Environmental Engineer, Ebasco Corporation, 

Denver, CO

Responsible for coordinating and managing remedial investigations, feasibility studies, 

risk assessments, and remedial construction projects at various hazardous waste 

contaminated sites in the United States. Designed, specified, coordinated and 

implemented geologic, hydro geologic, geophysical and environmental field 

investigation programs to evaluate specific site conditions utilizing various drilling 

technologies throughout the United States. Interpreted geotechnical and geochemical 

data and complied with all other available site information to produce comprehensive 

summary reports. Installed monitoring wells and conducted hydro geological field 

investigations at numerous locations. Conducted field logging and laboratory testing to 

determine quantitative properties of soil and rock materials. 

BS Geological Eng., Minor in Hydrogeology from the Colorado School of Mines

Page 14
1988-Present

5/1986-5/1987

6/1981-8/1984

Education:

Relevant

Courses General Construction Estimating

Route Laying and Photogramitry

Engineering Mechanics - Statics

Elements of Surveying

Involved in the bid process using skills in estimating and pricing. Scheduled materials 

for architect’s review and approval. Responsible for the purchasing of materials and 

coordinating shipments to job sites.

Machine Operator, Badger Wood Products, Inc., De Pere, WI

Machine operator responsible for setup operations for various machines in a production 

line process. Responsible for quality control at various machines.

Bachelor of Science with Construction Management Major

Construction Materials & Techniques

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

1986 University of Wisconsin – Platteville

Greg Goral

Design Engineer

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ggoral@michels.us

Design Engineer, Michels Corporation, Brownsville, WI

Create forms for and compile various informational submittals for Directional Drilling 

and Line and Cable Divisions. Planning and design drawings on AutoCAD from 

preliminary designs to as-built drawings. Developed computer programs for simplifying 

preliminary and correction computations required for Directional Drilling. Composed 

dissertations for various projects proposed and awarded. Complied engineering 

computations and studied stress and loading analysis for pipeline installation. 

Responsible for take-offs, material estimates, material purchasing and project 

coordination, and map route reproduction.

Estimator/Purchasing, LaForce Hardware and Manufacturing, Green Bay, WI

Page 15
2005-Present

2004-2005

Diameter Length Location Year

24" 2645' Corning, NY 2011

36" 4992' Melville, LA 2011

30" 5786' Sussex, NJ 2010

16" 9931' Goose Creek, SC 2010

42" 4512’ 2009

30” Steel 34,000’ (19 Drills) 2008-2009

30” HDPE 3076’ 2008

36” HDPE 2144’ Charleston, SC 2007

8” Steel 8400’ 2006

20” HDPE 2300’ 2006

30” Steel 5700’ Trinidad 2006

36” Steel 2130’ Albuquerque, NM 2006

42” Steel 2078’ 2006

24” Steel 24,000’ (6 Drills) 2005-2006

Education:

2005

1995

Atlanta, GA

Phone: (920) 583-3132 / Fax: (920) 924-4323

Email: beifert@michels.us

Assistant Project Coordinator, Michels Corporation, Brownsville, WI

Performed As-builts, scheduling, dispatch, and project tracking for communication cable 

burial.

Designed and preformed anticipated loads and stress calculations for the 

following projects:

Moraine Park Technical College, Fond du Lac, WI 

Associate Degree- Civil Engineering Technician

Graduate Hartford Union High School

Relevant Courses: Surveying, Structural Analysis, Strength of Materials, Design & 

Drafting, Construction Estimating, Geo-technical

Albany, NY

Okaloosa, FL

Honolulu, HA

Sacramento, CA

South Amboy, NJ

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Create forms for and compile various informational submittals for Directional Drilling. 

Planning and design drawings on AutoCAD from preliminary designs to as-built 

drawings. Developed computer programs for simplifying preliminary and correction 

computations required for Directional Drilling. Composed dissertations for various 

projects proposed and awarded. Compiled engineering computations and studied 

stress and loading analysis for pipeline installation. Responsible for take-offs, material 

estimates, and map route reproduction.

Engineering Technician, Michels Corporation, Brownsville, WI 

Vicksburg, MS

Bradley J. Eifert

Engineering Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 16
2003-Present

Diameter Length Crossing/Location Year

24" 2020' Unnamed Creek, AL 2014

30" 2344' Delaware River, PA/NJ 2013

30" 1881' Bennekill Stream, NJ 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 4905' Merseles Street, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4861' 18th Street, NJ 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

42" 3211' Arthur Kill, NY/NJ 2013

30" 5378' Hudson River, NY/NJ 2012

30" 4850' Red River, Thackerville, TX/OK 2012

30" 3042' Wyalusing, PA 2012

24" 2458' Jonestown, PA 2012

30" 3454 Michigan/Canada 2011

42" 4952' Kingston, LA 2011

42" 5117' Westdale, LA 2011

36" 5325' Kingston, LA 2011

42" 5340' Boyce, LA 2011

16" 9931' Cooper River, SC 2010

36" 3492' Trinidad/Tabago 2010

36" 5240' Superior, WI 2009

20" 4968' Jacksonville, NC 2009

24" 6518' 2008

36" 3899' 2008

30" 4174' 2007

24" 6418' 2007

30" 4174' 2006

10" 8400' 2006

24" 6183' 2005

20" 7456' 2005

6" 15684' Point Harbor, NC 2004

8" (2) 7025' & 7074' Cooper River, SC 2004

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: Jsmueller@michels.us

Toronto, Canada

Athabasca River, WI

Richland Creek, TX

Trois River, Quebec

Latham Slough, CA

Fort MacKay, Canada

Walton Co., FL

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Supervisor of field operation superintendents and directional drilling project managers. Oversee 

large inventory of drilling tools and materials during storage and field use. Monitors production 

by Fleet Department of directional drilling personnel and equipment. Duties include coordinating 

and scheduling the mobilization of equipment, personnel and materials to remote job sites 

throughout the United States and Internationally. Involved in estimating of various directional 

drilling projects. Specialize in the engineering design, build and maintenance of directional 

drilling fleet. Responsible for pilot hole drilling & survey for complicated bores which include 

implementing and integrating new technology necessary for successful completion of leading 

edge HDD crossings (i.e. hole-intersects). Some more notable crossings include, but are not 

limited to:

Operations Manager, Michels Directional Crossings, Brownsville, WI

Stone Lakes, CA

Jeffrey S. Mueller

Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 17
1996-2003

Diameter Length Location Year

20" 3130' 2003

30" 5174' 2003

20" 4309' 2002

36"(3) 1585' & 2853' 2002

20" 3232' 2002

42" (2) 2369' & 2372' 2001

8" 4862' 2001

4" 3581' 2000

46" (2) 3500' & 3450' 2000

24" 6041' 1999

48" (2) 2360' & 1814' 1998

28" 4716' 1997

1991-1996

1989-1991

Education:

1989 Graduate of Lomira High School, Lomira, WI

Responsible for surveying, staking and design of directional drill path and curve, monitoring the 

drill path and calculating and interpreting the ground elevations and contours. Computer literate 

with knowledge and experience operating various software. Complete surveying skills and 

experience utilizing a Total Station for lay out of grade elevations over all types of topography in 

establishing alignment tying into existing surveyed points. Additional duties include on-site 

maintenance of technical equipment and necessary record-keeping of plots and drilling logs.

Skilled Laborer, Michels Directional Crossings, Brownsville, WI

Van Buren State Park, MI

Van Buren State Park, MI

Forest Preserve, IL

Mississippi River, MO

St. Charles, MO

Georges Island, MA

Black River, WA

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation.

Destin, FL

Honolulu, HI

Apex, NC

Guadalupe Rvr & Victoria Barge Canal, TX

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Hwy 607 & 73, NJ

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines as well as environmental wells. Duties include 

mobilization of all equipment and personnel to remote job sites throughout the United States; 

the set-up and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Oversees drilling survey 

during crossing. 

Page 18
David A. Melum Revised 4/15/2009 

David A. Melum 

MANAGER, ENVIRONMENTAL RESOURCE GROUP

& ENVIRONMENTAL COMPLIANCE SPECIALIST

MICHELS CORPORATION

817 West Main Street·Brownsville, WI 53006 

Phone: (920) 583-3132 / Fax: (920) 583-3429 

Cell: (920) 737-2648 

PROFESSIONAL EXPERIENCE: 

2005 – Present Manager, Environmental Resource Group & Environmental Compliance Specialist

Michels Corporation, Brownsville, WI 

 Manage Environmental Resource Group Staff. 

 Environmental review and due diligence during the preliminary bid process. 

 Review permits conditions and summarize the information into training sessions prior to 

starting construction. 

 Maintain over 250 permits for Michels Corporations various construction and industrial 

properties and processes. 

 Conduct environmental audits and compliance checks on construction and industrial sites. 

 Perform annual environmental training for all operating divisions. 

 Prepare conditional use permit applications and present applications to local governmental 

agencies. 

 Assist in the development of an internal GIS system to track properties and permits. 

1997 – 2005 Hydrogeologist/Project Coordinator & Environmental Technician 

Northern Environmental Technologies, Inc. 

 Manage a variety of projects and environmental programs related to environmental 

regulation, permitting, mitigation, and compliance. 

 Direct and supervise contractors during environmental remediation and mitigation projects. 

 Act as the client liaison with regulatory authorities and provide community outreach. 

 Develop and prepare various manuals and plans associated with construction and industrial 

processes. 

 Designed and implemented comprehensive groundwater sampling schedule. 

 Performed inspections required by NPDES permits for both construction and industrial sites.

 Field work required during investigation, remediation, and mitigation of various 

environmental and construction projects. 

EDUCATION: 

1998 University of Wisconsin-Oshkosh 

Bachelor of Science in Geology 

Professional Emphasis in Hydrogeology 

AFFILIATIONS: 

 Member of the Wisconsin Manufacturing and Commerce Environment Committee 

 Member of Wisconsin Transportation Builders Association Environmental Committee 

CREDENTIALS:

 Professional Geologist (31196-013), Wisconsin 

 Occupational Safety and Health Administration (OSHA) 40-Hour Hazardous Waste Site 

Worker Training 

 EPA Method 9 (40 CFR Part 60 Appendix A) Certified Visual Emissions Observer 

Page 19
2007-Present

·Periodically evaluate the effectiveness of the safety program and revise as necessary.

·Assist in accident investigations, conduct audits and operations reviews to identify safe 

and unsafe trends, behaviors and conditions. 

·Review accident/incident reports and ensure corrective/preventative actions are 

undertaken.

·Provide executive management with support in regards HS&E regulatory compliance 

issues involving OSHA, EPA, DOT, etc.

·Manage and develop a highly qualified staff of 14+ Safety Professionals.

·Assist in developing, coordinating and delivering HS&E training to managers and other 

employees. 

Sean Nicholson

Director of Health & Safety

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: snichols@michels.us

Primary responsibilities include: 

·Develop and maintain HS&E practices, procedures and training programs that 

reinforce safe behaviors and conditions.

·Serve as a technical resource and consultant on safety, industrial hygiene, fire 

protection, ergonomics and environmental issues.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Assigned the responsibility of developing, implementing and maintaining the health, 

safety and environmental program for Michels Corporation.. Advise executive 

management pertaining to matters of safety and health, and monitor day-to-day 

operations to ensure compliance with applicable regulatory requirements and the 

company’s health and safety policies and procedures.

Director of Health & Safety, Michels Corporation, Brownsville, WI

·Develop, implement and maintain a comprehensive system for auditing Michels’ 

construction operations and services.

·Interface and communicate with owner/client management regarding all facets of the 

Michels Health and Safety Program and compliance efforts.

Page 20
2001-2007

·Correspond with government agencies as required.

·Advise estimators, purchasing and engineers regarding safety issues.

Corporate Director, HSE/RISK, MearsGroup, Inc., Rosebush, MI

·Responsible for all facets of HSE initiatives, compliance and training on an 

international level (USA, Canada, Mexico).

·Coordinate the disciplinary action policy and procedure.

Responsible for identification and correction of unsafe acts or environmentally 

threatening conditions. 

·Acquired the Certificate of Recognition (COR) from the Alberta Construction Safety 

Association for Mears Canada Corp.

·Compiled and reviewed incident/injury data to determine trends and develop corrective 

actions and/or programs to prevent recurrence and improve performance.

·Director of DOT Operator Qualification (OQ) Program for the pipeline industry. 

·Director of the DOT Fleet Safety Compliance program.

·Managed and directed all aspects of litigation issues and legal proceedings.

·Conducted investigations on suspected workers’ compensation and property damage 

fraud cases.

·Developed, implemented and maintained a comprehensive system for auditing Mears 

construction operations and services, and subcontractor performance and compliance.

·Managed a professional and administrative support staff (HSE/RISK) and provide 

direction in regards to carrying out the mandates of the HS&E program. 

·Proven track record of excellent planning and operational support to line leadership 

and field locations consistent with required project schedules, operational deadlines, 

and regulatory and stakeholder requirements.

·Provide advice and support in all HSE matters, including HSE policy, processes, and 

standards.

·Mediated and negotiated citations/claims with regulatory agencies.

·Designed and implemented an effective “position-specific” training program for all 

operating units (HDD, Construction, and Technical Services). 

·Responsible for development of HS&E program policies and standards, Hazard 

Communication program, job procedures and safe work practices, training programs 

and job specific requirements.

·Successfully integrated HSE program into business plans and procedures

·Developed and audited HSE programs and policies to ensure compliance with 

regulatory agencies governing the energy industry (OSHA, RSPA, EPA, FHWSA).

Page 21
1999-2001

1999-1999 Clearing Foreman – Railway Services Division, 360networks/Ledcor Ind. 

·Trained and managed 45 flagmen and achieved significant improvements in their 

productivity and safety. 

·Conferred with department heads concerning problems such as near misses and 

accidents, and recommended measures and procedures to improve safety. 

·Responsible for ensuring separated work groups working on live railroad tracks were 

afforded proper protection and that they were off the tracks, and in their place of safety 

before trains arrived. 

·Observed the work of subcontractors to ensure they conformed with company 

specifications. 

·Prepared and presented various required training for 360networks and subcontractors. 

·Devised, produced and implemented Emergency Response Plans.

·Lead investigations of accidents and injuries, security breaches, and environmental 

breaches as well as responsible for the assembly and preparation of material and 

evidence for use in hearings, lawsuits, and insurance investigations.

·Perform routine environmental and safety inspections to detect existing and potential 

accident and health hazards, environmental hazards, security gaps, determined 

corrective or preventative measures where indicated, and followed up to ensure 

measures have been implemented.

·Contributed to profitability by ensuring management and personnel were properly 

trained in job procedures and risk assessments, which in turn, lead to a notable 

reduction in accidents. 

·Provided personalized safety service to contractors and subcontractors for 

360networks and conducted system audits and evaluations.

·Reviewed, updated and developed health and safety training programs.

·Reviewed formal audits, inspections and accident/incident investigations and 

coordinated follow up initiatives.

·Planned implemented and coordinated programs to reduce and eliminate occupational 

injuries, illnesses, fatalities and financial losses. 

·Developed accident-prevention, loss-control systems and programs for incorporation 

into operational policies of organization. 

·Wrote, designed and produced safe work practices and job procedures for companywide implementation. 

Regional Manager of Safety Training & Environmental Compliance, 360networks, 

Inc.

Page 22
Certifications:

Education: B.A., (Honors), Trent University (1997)

Stephen Covey’s “7 Habits of Highly Effective People” seminar.

“Results in Learning” Leadership Course

“Principles in Health and Safety Management”

“Leadership for Safety Excellence” - ACSA

“Prime Contractor” course – ACSA

“Effective Claims Management” Course- ACSA

Certified Medic First Aid/CPR

Working towards completion of NCSO certificate (National Construction Safety Officer)

Certified Defensive Driving Instructor with National Safety Council

Certified Instructor – “SPEED SHORE” (Competent Person, Trenching and 

Excavations)

Certified Instructor – American Traffic Safety Services (ATSSA)

Traffic Control Supervisor

Traffic Control Technician

“TapRooT” Investigations Course

Completed the “Auditor Certification Training Program” with the NCCER (National 

Center for Construction & Research)

OSHA 500 and OSHA 510

OSHA Outreach Instructor

Certificate in Health, Safety & Environmental Law from the Institute of Applied 

Management and Law (IAML)

Advanced Certificate in Health, Safety & Environmental Law from the Institute of 

Applied Management and Law (IAML)

Master Trainer – NCCER (National Center for Construction Education & Research)

Certified HS&E Auditor with the Alberta Construction Safety Association

Page 23
2007-Present

2006-2007

2001-2005

Responsible for total operations for 5 states/8 individual utility companies. Large 

renewal projects in major city arterials

Greg Warner

HDD Project Safety Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Contract Manager – IUCS Southeast, IUCS Northeast, IUCS-NBL

 AP/AR, payroll, client contract management, employee training

Exelon / Infrasource, New Berlin, Wisconsin

General Manager, Southeast Region

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Directional Crossings Project Safety Manager, (Chevron) Project in Buras, LA. (2) 5,000 

ft. Levy sensitive Mississippi River crossings in southern LA.

HDD Project Safety Manager, Michels Corporation, Brownsville, WI 

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: gwarner@michels.us

Directional Crossings Project Safety Manager, (Georgia Power) 

Project in Atlanta, GA. (19) drill sites on the 21 mile, 30” gas pipeline project which 16 

are rock bores.

Directional Crossings Project Safety Manager, “Golden Pass” Project (Exxon Mobil) in 

Beaumont TX. (19) 42” Directional Drilling sites through the bayou’s ranging from 1,800 

ft. to 6,000 ft. bores along the 52 mile project.

Project Safety Manager, Southern Lights Project (Enbridge) in Wisconsin. Over 300 

miles of 42 & 20”joint trench crude oil pipeline including several Station projects along 

the Pipeline route with over 400 employees. 

Directional Crossings Project Safety Manager, (Shell) Project in Mansfield Pennsylvania 

area with multiple drill sites along pipeline route.

Directional Crossings Project Safety Manager, (Conoco Phillips) Project in Missoula 

MT. river sensitive crossing.

Directional Crossings Project Safety Manager, (NGC) Project in Trinidad / Tobago W.I. 

36" shore to ocean floor & pull back product line off barge.

Directional Crossings Project Safety Manager, (Dominican) Project in Pittsburg, 

Pennsylvania area with various severe elevation challenges.

Project Safety Manager, MinnCan Project (Koch Pipeline Co.) 

Cold Spring MN. 150 miles of 24” crude oil pipeline 

Project Safety Manager, Buckeye Project, Monee IL

 13 miles of 12” Natural Gas Pipeline

Infrasource, Maysville, Georgia

Page 24
1998-2001

1992-1998

1977-1992

Education:

MDC, Duluth, Georgia

Wichita Falls, TX – Supervised Replacement of 3206 Polyethylene 

MDC, Duluth Georgia

Contract Manager/Equipment Manager

AP/AR, payroll, client contract management, employee training, equipment 

maintenance and replacement

Operations Manager for Georgia/Tennessee

Mueller Pipeliners, New Berlin, Wisconsin

Laborer/Welder/Foreman/General Foreman

Denver, Co – Helped Mueller Pipeliners start-up Denver operations with the contract for 

Excel Energy

Professional Training

Attended & instructed Company Safety Training Seminars 

First aid, CPR, trench safety, static electricity, competent person, drug & alcohol, 

electricity safety, rigging, welding, driving, respirator, scaffolding, 

Marquette University MRM 5 Yr. Leadership Training Program 

Management Training 

Dale Carnegie Continuing Education Courses 

Level 1A Georgia Soil & Water Certification

CDL Class A

Norfolk Southern Rail Road Certified

CSX Rail Road Contractors Certified.

OSHA 30 hour 510 Course

OSHA 500 Course

First–Aid & CPR trainer

Awards, Designations, Licenses

Safety Achievement Award for achieving 0 injuries - 2002, 2003

State of Georgia Utility Manager License

Page 25
2011 to Present Assistant Opertations Manager, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

10" 1971' Tank Farm/Central Ave, PA 2015

10" 4654' Allegheny River, PA 2015

18" 12,459 Houston Ship Channel, TX 2015

24" 2003' Highway 612, MS 2014

24" 2750' Escatawpa River, MS 2014

36" 9040' Mississippi River, IL/MO 2014

20" 2364' Missouri River, IA/NE 2014

8" 4911 115 KV Power Duct, SC 2013

16" 1717' Morales, TX 2012

16" 1664' Morales, TX 2012

42" 3205' Dewitt, TX 2012

42" 1661' Morales, TX 2012

36" 2373' Ravenswood, LA 2011

42" 5732' Melrose, LA 2011

42" 2696' Natchez, LA 2011

42" 2202' Cloutierville, LA 2011

1998-2011

Diameter Length Location Year

42" 5242' Saline Bayou, LA 2010

42" 3230' Dugdemona River, LA 2010

42" 4067' LA State Hwy 34, LA 2010

36" 2886' 2009

36" 3999' 2009

36" 5237' 2009

28" 1756' 2008

34" 1943' 2007

30" 1301' 2006

20" 7455' 2005

Red River, ND

Mississippi River, MN

Pokegama Carnegie, WI

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various 

size gas, water, sewer, electrical and communication lines as well as 

environmental wells. Duties include mobilization of all equipment and personnel 

to remote job sites throughout the United States and Canada; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Oversees 

drilling survey during crossing. Some more notable crossings include, but are 

not limited to:

Don Mueller

Assistant Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: donmuellermc@aol.com

Tumon, Guam

Guam

Jackson Creek, WI

St. Lawrence Seaway, Canada

Responsible for coordinating directional boring projects for various size gas, 

water, sewer, electrical and communication lines throughout the United States 

and Canada. Complete knowledge of directional drilling technology and 

procedures. Duties include project coordination from start-up to completion, 

union relations, subcontractor coordination, production recordkeeping, and 

overall on-site management.

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Page 26
1996-1998

1995-1996

1993-1995

1987-1993

Education:

1987

United States Marine Corps, Stationed in San Diego, CA

Pipe-Side Superintendent/Pullback Coordinator, Michels Directional Crossings, 

Brownsville, WI

Graduate of Winnebago Lutheran Academy, Fond du Lac, WI

Lead person responsible for coordinating the pipe string-out and welding 

subcontractor located at the exit side of directional drill. Duties include 

overseeing of pipe string for pullback without delay, maintenance of equipment, 

material organization, and coordination of labor for specialized pipe coating and 

testing. Accountable for the critical path of having pipe prepared for pullback. 

Responsible for maintaining constant communication with Drilling 

Superintendent during pullback operation and coordinating efforts to pull the pipe 

in one well-balanced effort.

Operator, Michels Directional Crossings, Brownsville, WI

Crane operator responsible for safe operation and timely placement of drill stem 

and equipment. Integral link in the drilling operation, from drill rig set-up, pipe 

pull back and rig-down of equipment. Also conducted pipe support operations at 

the exit side during pipeline pullback. Responsible for permitting and 

mobilization/demobilization of heavy and non-dimensional equipment to drill 

sites.

Specialized in mechanical repairs, land surveying, hydraulics, fluids, set-up and 

operation of drill motors, power generators, mud pumps, bentonite mixers, drill 

pipe, reamers, couplings and overall equipment maintenance and operation.

Skilled Laborer, Michels Directional Crossings, Brownsville, WI

Page 27
2003-Present

Diameter Length Location Year

36" 2697' Barrington Rd, IL 2015

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

36" 3805' Williamette River, OR 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

24" 2884' Hatchett Creek, AL 2014

42" 4441' Staten Island, NY 2013

42" 3211' Staten Island, NJ/NY 2013

30" 5378' Hudson River, NJ/NY 2012

30" 1633' Brooklyn, NY 2012

20" 869' Centerview, MO 2012

10" 1495' Missoula, MT 2012

20" 2108' Bayonne, NJ 2012

24" 2645' Corning, NY 2011

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

Tool System, Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tfoltz@michels.us

Ted Foltz

Assistant Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project coordination 

from start-up to completion, union relations, subcontractor coordination, production 

recordkeeping, and overall on-site management. Some more notable crossings include, but are 

not limited to:

Assistant Operations Manager,Directional Crossings, Michels Corporation, 

Brownsville, WI

Page 28
30" 5786' Vernon, NJ 2011

36" 5325' Kingston, LA 2011

30" 3455' St. Claire, MI 2011

42" 4322' Cache River, AR 2010

42" 3000' White River, AR 2010

(3) 3" 1839' Coquille River, OR 2010

42" 5084' Mississippi River, AR 2010

36" 3236' 2009

36" 5240' Pokegama Carnegie, WI 2009

26" 4968' Camp Lejune, NC 2009

42" 2564' Kishwaukee River, IL 2008

24" 3009' Mokulume/Cosumes River, CA 2008

20" 3835' Angeles National Forest, CA 2008

32" 3938' 6th St, WA 2007

24" 5896' Middle River, CA 2007

24" 6764' 2007

2001-2003

1993-2000

1989-1992

1980-1989

1976-1979

1972-1975

Education:

1972

Responsible for horizontal directional drilling division construction operations. Duties 

include profit and loss responsibility for multiple and simultaneous directional drilling of 

gas, product, water, sewer, civil, electric, telephone cable, and environmental projects. 

Day to day involvement with bid estimating, construction feasibility, specification and 

design criteria review, proposal preparation, contract and subcontract negotiations, 

project planning and cost scheduling. 

Red Lake River, MN

Project Manager, Mears, Rosebush, MI

Managed directional drilling crews. Duties include mobilization of equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of 

crossings; on-site maintenance of mechanical and technical equipment; and necessary 

record keeping of plots and production. Project Management skills include 

subcontractor coordination, union negotiations, and overall on-site management. 

Shop Manager, Mears, Rosebush, MI

Managed equipment and maintenance shop of six employees.

Vice President – Drilling Division, Mears, Rosebush, MI

Old River, CA

Graduate of Mt. Pleasant High School, Mt. Pleasant, MI

Para-Track Tracking System

Welding Inspector, Bechtel Power Corporation

Work consisted of training welders and testing personnel on welding in nuclear power 

plants. Worked in Michigan, Arizona, California and Alaska.

Mechanic, Mears, Rosebush, MI

Mechanic for fleet consisting of 50 pieces of equipment. Repaired and maintained pickup trucks, semis, dozers, excavators, rail plows and trenchers.

Truck Mechanic, Lee Implement, Mt. Pleasant, MI

Repaired gas diesel engines, transmissions, rear ends, lights and brakes.

Page 29
2009-Present

1989-2009

Diameter Length Location Year

20” & 42” 1544’ & 2127’ 2007

20” & 42” 2530’ & 2299’ 2007

20” & 42” 2280’ & 2294’ 2007

42” (2) 2294’ & 2775’ 2007

24” 2172’ 2006

30” 2453’ 2006

30” 1301’ 2006

30” (2) 1400’ & 2661’ 2005

24” 2429’ 2005

36” (3) 1276’ to 1531’ 2005

8” 1374’ 2005

12” (10) 375’ to 750’ 2004

16” (2) 2723’ & 2925’ 2004

22” 2308’ 2004

30” (2) 1532’ & 1661’ 2004

6” (6) 1564’ to 1880’ 2004

12” (3) 1668’ to 3524’ 2003

30” 1673’ 2002

36” 3395’ 2002

New York/New Jersey

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for truck load out and receiving, organization of HDD tooling and 

equipment, coordination of drill stem supply, tracking and calibration, new hire training, 

orientation, dispatch, manage divisional labor pool, tractor trailer 

inspection/maintenance program implementation, safety training/OQ program 

implementation, on-site review of HDD personnel & operations.

HDD Logistics QA/QC Manager, Michels Directional Crossings, Brownsville, WI

Lansing, MI

Packard Rd & Washtenaw Ave, MI

Biscayne Bay, FL

Jackson Creek, WI

Jackson Creek, WI

Rausonville & Willis Rd, MI

Kinnickinnic River, WI

Clarkston, MI

Detroit, MI

St. Joseph River, MI

Darien, WI

Scott Nehls

HDD Logistics QA/QC Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: snehls@michels.us

Lean, WI

Project Manager, Michels Directional Crossings, Brownsville, WI

Responsible for coordinating and drilling directional boring projects across the country. 

Duties include mobilization of all equipment and personnel to remote job sites; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Provides safety 

training and performs evaluations. Assists with estimating and bid preparation. Some 

more noteable crossings include, but are not limited to:

Wisconsin River, WI

Chippewa River, WI

Flambeau River, WI

Lake Arrowhead, WI

Huron River, MI

Huron River, MI

Page 30
1986-1989

1980-1986

1977-1980

1977-1983

1973-1977

Education:

2003-Present

1977

Rubber tire backhoe operator responsible for location of utility line obstructions and the 

timely placement of telephone pedestals to keep production oriented cable placing 

operations flowing smoothly.

Superintendent, Michels Mid-America Line & Cable, Brownsville, WI

Working foreman responsible for managing utility construction crews. Accountable for 

tie-ins behind our rail-mounted plow which consists of horizontal boring operations and 

dig downs. Implemented supervisory skills for material and labor coordination.

Equipment Operator, Michels Mid-America Line & Cable, Brownsville, WI

Involved in coordinating materials and supplies for various job locations. Helped in 

attaining storage yards for equipment and supplies around the United States. 

Responsible for establishing accounts at various retailers and suppliers within the job 

working area.

Midwest Energy Association (MEA) Evaluator

Graduate of Lomira High School, Lomira, WI

General Laborer/Operator, Michels Mid-America Line & Cable, Brownsville, WI

General laborer responsible for boring operations for telephone cable with various types 

of equipment.

Marine Corp Sergeant/Section Leader, Madison, WI

Project Set-Up Coordinator, Michels Pipeline Construction, Inc., Brownsville, WI

Active Reserve Company-G, 24th Marines, 4th Division

Page 31
2002‐Present

Diameter Length Location Year

36" Beach Approach 3492' Trinidad/Tabago 2010

42” Land to Water 2208’ 2008

32” Land to Water 1943’ 2007

30” Land to Water 5668’ 2006

24” 6183’ 2005

30” 2996’ 2005

24” Beach Approach 3402’ 2005

12” Beach Approach 2714’ 2004

30” Beach Approach 2823’ 2004

30” Beach Approach 2836’ 2004

30” Beach Approach 2728’ 2004

30” Water to Water 4300’ 2003

30” Water to Water 4631’ 2003

30” Land to Water 4829’ 2003

30” Land to Water 3041’ 2003

1989‐2001

2001

2001

2001

Columbia, LA

Trinidad & Tobago

Hadera, Israel

Ray J. Viator

Marine Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583‐3132 / Fax: (920) 583‐3429

Email: Rviator7@aol.com

Dor, Israel

North Redding, Israel

   MICHELS DIRECTIONAL CROSSINGS

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects across the country. 

Duties include mobilization of all equipment and personnel to remote job sites; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Some more noteable 

crossings include, but are not limited to:

Marine Operations Manager, Michels Directional Crossings, Brownsville, WI

Guam

Guam

Trinidad

Corsicana, TX

South Redding, Israel

Georges Island, MA

Beverly, MA

Salem, MA

Weymouth, MA

Operations Manager, Smit Land & Marine, Inc., Houston, TX

Provided pre-contract technical input and operational management of directionally 

drilled crossings. Contracts completed are briefly described below:

Jacob Riis State Park, Rockaway, New York: Construction of 5800’ of 12”steel water 

main pipe. 

City of Newport, Oregon: Construction of a 24" HDPE x 2800' and a 20" HDPE with 

two 4” steel cable ducts x 2800’ crossing of Yaquinna Bay on the Pacific coast at 

Newport Oregon. The pipelines will be used for sewer/reclaimed water and fiber optic 

cables.

Georgetown County Water & Sewer District: Design and construction of a 10" HDPE x 

4530' crossing of the Waccamaw River near Myrtle Beach South Carolina. The pipeline 

will be used for potable water supply to Sandy Island.

Page 32
2000

2000

2000

2000

1999

1999

1999

1998

1998

1998

1998

1998

1997

AT&T (Concert Global Networks USA): Construction of four 5” x 3000’ to 3600’ shore 

crossings drilled in rock and exiting in 35’ water depths on the Pacific coast of California 

at Manchester. The 5" dia. drill pipe will be used as a conduit for fiber optic cables 

linking the US with Japan.

Daikin America: Design and construction of a 16" HDPE x 3000' shore crossing into the 

Tennessee River at Decatur, Alabama. The pipeline will be used as a NaCl/water 

outfall.

City of Fort Lauderdale: Construction of a 24” x 1230’ steel water main and 7 No. 6” x 

1220’ HDPE ducts crossing the Intracoastal Waterway at Fort Lauderdale, Florida.

City of Austin: Construction of two 24” steel water main crossings for the Davenport 

Ranch Water Supply Line Project in Austin, Texas: 1640’ Lake Austin (Colorado River) 

crossing and 1170’ FM 2222 crossing

Solutia: Construction of a 24" x 900' railroad and pipeline corridor crossing at 

Chocolate Bayou, Texas.

Exxon Pipeline Company: Construction of a 20" x 3830' shore crossing for the Hoover 

Offshore Oil Production System in Freeport, Texas.

Conoco Inc.: Construction of a 10” x 4650’ crossing of the Old & Lost River Lake to 

replace an existing ethane line in Mont Belvieu, Texas.

Exxon Pipeline Company: Construction of the following crude and products pipelines for 

the “SOLA Project” in Baton Rouge, Louisiana:

24" x 2300' Mississippi River crossing

Dual 12” x 4300’ Mississippi River crossing

24” x 4300’ Mississippi River crossing

Dual 12” + 24” x 1200’ Intracoastal Waterway crossing

Dual 12” + 24” x 1800’ Interstate Highway 10 crossing

A.K. Steel: Design and construction of a 16" x 2350' crossing through rock, below 

Interstate 75 and a creek for gas distribution in Middletown, Ohio.

Dauphin Island Gathering Partners: Design and construction of a 24" x 1800' shore 

crossing for gas distribution in Mobile Bay, Alabama.

Transco: Design and construction of a 30" x 4000' shore crossing for gas distribution in 

Mobile Bay, AL and a 30” x 2800’ water-to-water crossing of Dauphin Island. Drilled 

from 7' of water to 22' of water.

Beaufort Jasper Water & Sewer Authority: Design and construction of a 28" x 2550' 

and 28”x 1675’ river crossings for water distribution to Hilton Head Island, South 

Amoco Trinidad Oil Company: Design and construction of a 12" x 4030' shore crossing 

for Trinidad LNG Project at Galeota Point, Trinidad.

Page 33
1997

1997

1996‐1997

1996

1996

1996

1995

1995

1995

1995

1994‐1995

1994

1994

Dauphin Island Gathering Partners (OEDC): Construction of a 24” x 4700’ water-towater crossing of Dauphin Island, Alabama. Drilled from 12' of water to 20' of water.

City of Charleston, CPW, South Carolina: Construction of a 30" x 5000' crossing of the 

Wando River with a 28" HDPE pipeline within a 30" steel casing pipe, associated ductile 

iron tie-ins and meter house.

Mobil E & P, Alabama: Design and construction of a 5" x 5200' and a dual 2" x 5200' 

water-to-water crossings of Little Dauphin Island and a bundled 6"+2-3"+2" x 900' shore 

approach in Aloe Bay.

Texas Eastern Products Pipeline, Louisiana: Construction of an 8" x 5500' crossing of 

the Red River, an 8" x 570' crossing of the Old River and 2900' of 8" conventionally laid 

with two (2) valve sites and tie-ins.

Shell Pipeline, Louisiana: Construction of a 20” x 4000’ crossing of the Mississippi 

River at Nairn from outside the flood protection levee.

City of Savannah, Georgia: Construction of a 30” x 5300’ crossing under Presidents 

Street, Savannah with a 28” HDPE pipeline within a 30” steel casing pipe.

Dixie Pipeline, Louisiana: Construction of 10" x 2800' gas pipeline crossing the 

Atchafalaya River.

Chevron Pipeline, Alabama: Design and construction of a 12" x 3500' water-to-water 

crossing of Dauphin Island, Alabama. Drilled from 21' of water to 12' of water.

City of Charleston, CPW, S. Carolina: Construction of a 26” x 5280' crossing of the N. 

Cooper River with a 24” HDPE pipeline within a 26” steel casing pipe. Construction of a 

26” x 5100' shore crossings into 30' of water from Fort Moultrie into Charleston Bay 

near Fort Sumter again with a 24” HDPE pipeline in a 26” casing.

AT&T: Construction of four (4) 5” x 4300’ shore crossings drilled in rock and exiting in 

35’ water depths on the Pacific coast of Oregon at Bandon. The 5" dia. drill pipe will be 

used as a conduit for fiber optic cables linking the US with Japan (the TPC-5 project).

Hampton Roads Sanitation District, Virginia: Construction of five (5) river crossings:

Pagan River 24” x 1300’; Bennetts Creek 36” x 1600’; Cypress Creek 30” x 1850’; 

Nansemond River 30” x 4750’; and Chuckatuck Creek 30” x 3100’.

Chevron Company USA, Louisiana: Construction of two shore approaches with bundled 

pipelines from Fourchon with exits in 13' of water: 10"+8" x 1560' and 2-8"+3" x 1350'.

Exxon Company USA, Louisiana: Construction of a 12" x 3550' shore approach drilled 

from Grand Isle with an exit in 12' of water and pipe lay by the SubSea Constructor.

Page 34
1994

1993

1993

1993

1992

1992

1991

1991

1991

1991

1990

1990

1990

1990

1990

Mobile Gas Service Corp., Alabama: Construction of a 12" x 2000' gas pipeline crossing 

of the Mobile River.

Dixie Pipeline, Louisiana: Construction of a 12" x 3500' gas pipeline crossing of the 

Amite River.

Dixie Pipeline, Louisiana: Construction of a 12" x 2500' gas pipeline crossing of Baton 

Rouge Bayou in Baker.

ARCO, Jakarta, Indonesia: Operational assistance to South East Asian office for the 

construction of a 26" x 3300' shore approach (drilled from land with pullback from the 

McDermott derrick / laybarge DB15) and a 26" x 4000' crossing in the open waters of 

the Java Sea. The 4000' crossing was drilled from the DB15 and pullback was assisted 

by a construction barge in water depths of 32 feet.

Chevron Pipeline, Mississippi: Construction of a 20" x 1600' crude oil pipeline 

replacement crossing of a ship channel in open waters in the approaches to Gulfport. 

Drilled from lift-boat barges and pullback from a laybarge in water depths of 20'.

Corpoven, Venezuela: Construction of a 36" x 4450' pipeline crossing of the Rio 

Orinoco at Puerto Ordaz.

BP Exploration, Alabama: Construction of 3-12" pipeline bundle under Dauphin Island 

with a drilled length of 3900'. Drilled from self elevating platforms (lift-boats) and 

pullback from a laybarge in water depths of 14' and 20' respectively.

Lagoven, Venezuela: Installation of a 36" x 3300' pipeline crossing of the Rio Morichal 

Largo on the "orimulsion" trunkline project. 

Lagoven, Venezuela: Construction of a 36" x 1700' pipeline crossing of the Rio Tigre as 

part of the "orimulsion" project.

Shell Pipeline, Michigan: Construction of a 4" x 3500' crossing of the Saginaw River in 

Bay City.

Columbia Gas, New Jersey: Installation of two 20" diameter pipeline river crossings - 

Mantua Creek (1650') and Raccoon Creek (1550').

Sun Pipeline, Ohio: Replacement of an 8" x 2200' gas pipeline by drilling through rock 

on hillside.

Shell Pipeline, Michigan: Construction of a 10" x 1500' crossing of the Kawkawlin River.

Amoco Gas, Texas: Construction of a 16" x 3900' crossing of Wolf Creek in Dollar Bay, 

Texas City.

City of Norfolk, Virginia: Construction of a 20" x 1600' water pipeline crossing of the 

Elizabeth River in Norfolk.

Page 35
1990

1990

1990

1990

1990

1990

1989

1989

1989

1989

1989

1989

1989

1989

1985‐1989

Seagull, Texas: Installation of two beach crossings (drilled from land) and two water-towater crossings (drilled from spud barges) for a 1-10" and 3-8" pipeline bundle across 

the Houston Ship Channel at Baytown. The pipelines were pulled from a shallow draft 

laybarge. The beach crossings were 500', while the water-to-water crossings were 900' 

and 2400'.

Dixie Pipe Line, Louisiana: Construction of a 12" x 3000' emergency replacement 

crossing of the Tangipahoa River at Zachary.

City of Chesapeake, Virginia: Construction of a 24" x 1600' water pipeline crossing of 

the Elizabeth River at Chesapeake.

Dixie Pipe Line, Louisiana: Installation of a 12" x 2300' crossing of the Comite River at 

Baton Rouge.

Phillips Petroleum, Texas: Construction of two 12" diameter crossings near Houston: a 

700' crossing of the Brazos River and a similar length crossing of Clear Creek.

ARKLA, Oklahoma: Installation of two 12" crossings near Fort Coffee: 2000' at the 

Arkansas River and 950' at the Poteau River

Texas Power, Texas: Construction of three 16" crossings at Freeport as part of 

Wacker Oil's offshore development: 1600' Ship Channel crossing, 2300' Intracoastal 

Waterway crossing and 2700' shore approach.

Transco, Texas: Installation of two 20" diameter crossings at Corpus Christi: an 1800' 

highway crossing and a 2000' lagoon crossing.

Rig Superintendent, Smit Land & Marine, Inc., Houston, TX

Provided technical input and site supervision of all horizontal directional drilled 

crossings throughout the United States.

Rig Superintendent, Drilled Crossings

Dixie Pipeline, Mississippi: Installation of a 12" x 1800' crossing of the Pearl River near 

Columbia.

Union Camp, Georgia: Construction of two Savannah River crossings: 42" x 1850' and 

10"+6" bundle x 1850'.

Contel, Georgia: Construction of a 5" x 750' crossing of the Altamaha River crossing 

near Jessup.

Phillips Petroleum, Texas: Installation of a 20" x 1800' crossing of the Brazos River at 

Freeport.

Phillips Petroleum, Missouri: Construction of two 2300' crossings of the Osage River at 

Jefferson City for 12" and 6" pipelines.

AT & T, Arkansas & Oklahoma: Installation of five crossings with 5" conduit between 

Little Rock and Tulsa: Little Maumelle River - 1100' and 650', Fourche La Fave River - 

550', Arkansas River - 2000' and Petit Jean River - 550'.

Page 36
PROFESSIONAL EXPERIENCE:

2011 - 

Present

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,092' Lubrizol Drainage, LaPorte, TX - HK300PT Installation 2015

48" 2,455' Rio Grande River, El Refugio, TX - HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX - HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada - HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

HDD INSTALLATIONS

Diameter Length Crossing/Location Year

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Alberta, Canada 2014

36" 1020' Range Rd 124, Alberta, Canada 2014

36" 925' Hwy 36, Alberta, Canada 2014

6" 1576' Muskwa River, BC, Canada 2014

30" 4400' Saline Creek, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

2010-2011

2008-2010

2003-2008

1999-2003

1998-1999

1995-1998

Patrick O' Donoghue

TRENCHLESS CROSSING MANAGER

MICHELS CANADA CO.

1102-16 Avenue, Nisku, Alberta T9E 0A9 Canada

Phone: (780) 955-2120 / Fax: (780) 955-4240

Estimator and Project Manager, Terraco Excavating Ltd. Calgary, Alberta

Business Development responsible for maintaining a high utilization rate 2 maxi horizontal directional drilling rigs. 

Terrace's business focus was the owners and contractors of the energy sector in the western Canada basin.

Site Foreman and Sales, Rodriques Directional Drilling, Nisku, Alberta

Site foreman and operator for various size directional drilling rigs up to 80,000lbs class for oilfield and civil work in 

northern Alberta. Sales and business development to maximize asset utilization during strategic times of the 

construction season.

Owner/Operator, Geo Trenchless Inc. Edmonton, Alberta

Owner/Operator for 3 HOD rigs up to the 30,000lbs class for utility construction focusing on fibre optic, electrical 

and telecommunication installations throughout western Canada.

Trenchless Crossing Manager, Michels Canada Co. Nisku, Alberta

Responsible for the management of HDD and Direct Pipe construction Projects.

HDD Construction Inspector, Complete Crossings Ltd. Cochrane, Alberta

Provided HOD inspection services for various oilfield crossing projects in Alberta and BC. Primary responsibility 

was serving as the onsite representative of the energy company.

Corporate Development & Senior Estimator, Kamloops Augering & Boring Ltd.

Kamloops, British Columbia

Senior Management position responsible for estimating, managing and invoicing and specialty trenchless projects 

throughout Canada and into Alaska. Industries sectors included oilfield, civil construction and private owners for 

trenchless projects up to 3000mm diameter.

Manager of Business Development, Rampro Casing & Crossing. Calgary, Alberta

Senior management position responsible for maintaining a high utilization rate for the assets which consisted of 

cased crossing and tunneling equipment up to 1370mm diameter tunnels. Revenue growth in 2008 to 2010 was 

62%.

Page 37
2008-Present

Diameter Length Location Year

36" 1755' New York St, IL 2015

36" 2303' Liberty Street,IL 2015

24" 3275' Transfer Line 1, IN 2014

8" 2545' MP266, Mountain Green, UT 2013

30" 1881' Bennekill Stream, NJ 2013

30" 6544' 1st Street, NJ 2013

36" 1392' Seacaucus, NJ 2012

30" 1186' Bowman Cty., ND 2011

20" 1814' Marion, OR 2011

20" 3075' Marion, OR 2011

30" 5786' Vernon, NJ 2011

42" 3008' White River, AR 2010

42" 1010' Albany Ave, NJ 2010

20" 2096' 2009

20" 5222' 2009

30" 2174' 2009

20" 4968' 2009

36" 4512' 2009

16" 6230' 2009

42" 5209' 2009

1993-2008

1990-1993

1968-1990

Education:

1962 Harrison Central HS, Gulfport, MS

Farnell Bay, NC

Mississippi River, MS

Supervisor, Mears

Supervised over HDD projects with pipe diameters of 6” to 60” with lengths of 600’ to 

7,200’ in the United States, Canada, and Mexico.

Operator, ARB

Operator, Reading & Bates

Newark Bay, NJ

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: kcoleman@michels.us

Experience operating the following equipment: forklift, front end loader, dozer scraper, 

motor grader, back hoe, excavator, crane, hot mix plants, trenching machine, rock 

crusher, horizontal drilling rig and fusing machines from 4” to 32” HDPE.

Worked as Operator, low boy driver, horizontal drilling rig, and supervisor of 

equipment yard and warehouse.

Sulfer River, TX

Northeast Creek, NC

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some 

more notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Praire River, WI

Pokegama Carnegie, WI

Ken Coleman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 38
2012-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

24" 1,692' Marshall Smith Rd, MS 2014

30" 1,376' Tom's Creek, MS 2014

24" 2,003' Highway 612, MS 2014

24" 2,750' Escatawpa River, MS 2014

30" 2,890' Gaines Creek. MS 2014

24" 1,961' County Road 2, AL 2014

24" 2,020' Unnamed Creek, AL 2014

24" 2,884' Hatchett Creek, AL 2014

36" 1,874' Wetland S-517C, IN 2014

36" 2,355' Salt Fork River, MO 2013

30" 2,344' Delaware River, PA/NJ 2013

12" 6,209' Jamacian Bay, NY 2013

26" 6,215' Jamacian Bay, NY 2013

8" 10,053' Potomac River, VA/MD 2012

20" 3,048' St. Clair River, Marysville, MI 2012

8" 12,902' MP 66, Wyola, MT 2012

8" 4,475' MP 57, Lodge Grass, MT 2012

Jun-Aug 2011

Apr-Jun 2011

Feb-Mar 2011

Oct-Dec 2010

Jun-Oct 2010

Superviser to approx. 6 employees that completed the mapping, route reconnaissance 

on a 419 mile HDD project.

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ddarden@michels.us

Job located in Plaquemine, LA

Construction Manager, Mustang Engineering, Houston, TX

Civil Inspector & Counter Bore Inspector, Kestrel Engineering, Houston, TX

Simsboror, LA

Utility Inspector, Kestrel Engineering, Houston, TX

Supervised the clearing of the right of way, building bridges, some cathothic protection 

on the tie ins, (including inspection of tie-ins, coating, lowering in, backfilling and partially 

finished grade and all HDD projects.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some more 

notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Utility Inspector, Petro Logistics for Devon Energy, Paradise, TX

Oversaw Hydrostatuc testing on existing lines.

Dalton Deno Darden

Project Manager

Michels Corporation

Utility Inspector, Gulf Interstate Field Services, Houston, TX

Page 39
Apr 09-Jun 10

Oct 08-Apr 09

2006-2008

2006-2007

2005

1994-2004

1993-1998

1990-1993

1985-1990

Education:

1984

2009

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011 Liquid Pipeline General Abnormal Operating Conditions

2011

Inspect Internal Pipe Surfaces

Apply Coatings Using Spray Applications

Excavating and Backfilling

Pipeline Inspection

Hydrostatic Testing

Abnormal Operating Conditions

Maintenance Welding on Pipelines

Performing In-Line Inspections

Perform High-Pressure Blasting/Surface Preparation

Operating and maintaining log truck.

NCCER #6419246 Certified in following listed modules: Inspect buried pipe when 

exposed, place and maintain line markers, inspect conditions of right-of-way, monitoring 

excavation activities, backfilling a trench, conduct pressure tests, inspection activity for 

tie-ins, pipe replacement, or components connected to existing pipeline, provide 

temporary marking of buried pipeline prior to excavation, inspect and perform prevention 

methods for atmospheric corrosion, apply and repair external coating on buried or 

submerged pipe, and abnormal operating conditions - field operations (liquid and gas).

40 Hour Hazwoper Training

Measurement Pit Depth and Wall Thickness

Inspect Buried and Submerged Pipe When Exposed

Aboveground Pipe Coating and Inspection

Graduated from Caldwell Parish High School, Columbia, LA

AYUDA Assessment, Training, Consulting & OQ Edmond, OK

Managed logging operation which employed 4-12 employees, depending on the size of 

the job. Tasks included maintenance and operation of heavy equipment and 

administrative duties.

ROW/Welding Inspector, Mustang Engineering, Houston, TX

Inspected welding to insure proper procedure and welds along with inspection of and 

proper clearing of ROW. Inspected horizontal directional drills for pipeline under 

orchards and subdivisions and I-10. Civil Inspector for a gas and diesel terminal.

Operator/Supervisor, RPI Wilbros, Houston, TX

Supervised hydraulic testing crew. Operated dozer and track hoe. Worked with the 

HDD crew.

Truck Driver T.K. Stanley, Jena, LA

Maintenance Supervisor Billhorn Board and Paper, West Monroe, LA

Managed and operated a log hauling business. Tasks included operation, maintenance 

and administrative duties.

Oversight of drilling operation. Additionally, I located, tested and repaired gas lines.

Maintenance, design, welding and machinery construction. Supervision of other 

employees.

Truck Driver Donald Wayne Wallace Logging, Grayson, LA

Field Supervisor/Technician, Trans La Gas, Olla, LA

Owner/Operator, Denmar Logging, Inc., Columbia, LA

Tank inspector for tank farm and material control specialist. In charge of preparing and 

updating civil, structural, electrical and tank job books for DOT compliance.

Asst. Chief, on & Offshore Quality Control Specialist, Austin, TX

Owner/Operator, DDD Trucking, Columbia, LA

Transported oil field equipment and cranes.

Page 40
2002-Present

Diameter Length Location Year

36" 2697' Barrington Rd, IL 2015

48" 2060' Tres Palacios River, TX 2014

48" 1692' Navidad River, TX 2014

24" 2750' Escatawpa River, MS 2014

24" 3030' Big Creek Lake, AL 2014

30" 2774' South Canadian River, OK 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

36" 3618' Johnson Creek, TX 2013

36" 3314' East Fork Angelina River, TX 2013

36" 3130' Cypress, TX 2012

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

20" 2108' Bayonne, NJ 2012

24" 6091' Homestead, FL 2011

36" 2373' Ravenswood, LA 2011

10' 778' Ft. Lauderdale, FL 2011

10" 964' Ft. Lauderdale, FL 2011

16" 9931' Cooper River, SC 2010

42" 1998' I-49, LA 2010

16" 2566' Hitchcock Plaza, SC 2010

30" 2176' I-285, Atlanta, GA 2010

30" 2629' Chattahoochie River, GA 2009

30" 2505' Camp Creek Parkway, GA 2009

30" 2342' S. Fulton Parkway, GA 2009

36" 4022' 2008

36" 3899' 2008

42" 2073' 2007

42" 1666' 2007

42" 2866' 2006

10" 8400' 2006

24" 6183' 2005

Santa Rosa Beach, FL

Wendell Long

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: wlong@michels.us

Corsicana, TX

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some 

more notable crossings include, but are not limited to:

Project Manager, Michels Directional Crossings, Brownsville, WI

Toronto, Canada

Alberta, Canada

Crossway Creek, NJ

Prairie River, LA

Red River, LA

Page 41
1994-2002

1987-1991

1985-1986

In charge of engineering and fiber construction for several miles.

1981-1984

1964-1980

1962-1963

Education:

1956

Project Manager, Michels Mid-America Line and Cable, Brownsville, WI

Job estimating, profit and loss coordination of materials and equipment. Labor and 

production jobs varying in size up to $25 million. Projects include aerial, buried, 

underground, cooper and fiber routes.

Project Manager, U.S. Sprint, Midwest and Eastern U.S.A.

Responsible for construction management, permits, schedules and daily work 

operation to meet completion dates. Jobs varying in size to $20 million.

Senior Engineer, U.S. Sprint, Midwest and Eastern U.S.A.

Construction and Maintenance Supervisor, United Telephone of Florida, Fort Meyers, FL

Responsibilities include new construction, maintenance, splicing and cutover of 

offices in eight exchanges. Responsible for daily operation of 35 splicers.

Cable Splicer, United Telephone of Florida, Fort Meyers, FL

Spliced paper and plastic cable, exchange cutover and maintenance of all types of 

cable.

Lineman, United Telephone of Florida, Fort Meyers, FL

Worked on open wire circuits including toll circuits and placements of cable.

Graduate of Hardee High School, Wauchula, FL

Page 42
1995-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

36" 9040' Mississippi River, IL/MO 2014

36" 2264' Otter Creek, IL 2013

36" 3544' Illinois River, IL 2013

36" 1611' Mackinaw Rover, IL 2013

36" 3892' Red River, OK 2013

36" 4213' Menard Creek, TX 2013

36" 3571' Angelina River, TX 2013

36" 2908' Neches River & RR, TX 2013

36" 1867' Flora, TX 2012

36" 1740' Sabine River, TX 2012

36" 2567' South Sulphur River, TX 2012

30" 2906' Hickory Creek, Marietta, OK 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 1717' Morales, TX 2012

16" 1664' Morales, TX 2012

42" 3205' Dewitt, TX 2012

42" 1661' Morales, TX 2012

24" 1386' Jonestown, PA 2012

24" 2458' Jonestown, PA 2012

8" 6675' Wilmington, NC 2012

8" 6669' Wilmington, NC 2012

8" 7019' Missouri River, NE 2011

42" 3035' Rambling Bayou, LA 2011

42" 5340' Boise Cascade, LA 2011

42" 4932' Bayou Jean De Jean, LA 2011

12" 2484' Wetland #13, NC 2011

42" 2094' Hwy 9, LA 2010

42" 5248' Saline Bayou, LA 2010

42" 1838' Steep Bayou, LA 2010

42" 2243' Beouf River, LA 2010

42" 2975' 2009

42" 3800' 2009

42" 3629' 2009

42" 3018' 2009

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project 

coordination from start-up to completion, union relations, subcontractor coordination, 

production recordkeeping, and overall on-site management. Some more notable 

crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Mississippi River, MO

Jim McGovern

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Salt River, MO

State Route 96, IL

Email: jmcgover@michels.us

Illinois River, IL

Page 43
1991-1995

1987-1991

1972-1987

1968-1972

Education:

1967 Graduate of Waupun High School, Waupun, WI.

Responsible for coordination of pipe welding subcontractor located on exit side of 

directional drill. Duties include operation and maintenance of equipment, coordination of 

labor for specialized pipe coating and testing. Solely responsible for maintaining constant 

communication with the driller during control of ballasting, which is one of the most critical 

aspects of pipe pulling.

Laborer working with underground construction crew. Responsibilities include upholding 

safety consciousness while performing various duties to help maintain progressive 

pipe/cable laying production.

Skilled Laborer, Michels Pipeline Construction, Brownsville, WI

Operator/Foreman, Michels Directional Crossings, Brownsville, WI

Skilled in the operation of technical, lifting and heavy equipment for directional drilling 

operation. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Experience in working on and around directional drilling rigs as an integral 

member of a specialized team. Familiar with mechanical repairs, hydraulics, fluids, set-up 

and operation of drill motors, power generators, mud pumps, bentonite mixers, drill pipe, 

reamers, couplings and overall equipment maintenance and operation.

Operator, Gas Division of Michels Pipeline Construction, Brownsville, WI

Trackhoe and backhoe operator responsible for maintaining line and grade on civil and 

gas pipeline projects. Duties include trench maintenance and safety as well as 

equipment repairs and maintenance.

Pipe-Side Superintendent/Pullback Coordinator, Michels Directional Crossings,

Brownsville, WI

Page 44
1999-Present

Diameter Length Crossing/Location Year

10" 1971' Tank Farm/Central Ave, PA 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

20" 2364' Missouri River, IA/NE 2014

16" 2951' Line 82, ND 2014

36" 5687' Missouri River, MO 2013

36" 2355' Salt Fork River, MO 2013

36" 2077' Chariton River, MO 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

36" 1792' North Canadian River, OK 2013

8" 3503' Hamlin Creek, Charleston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

36" 1366' Big Sandy, Maple Springs, TX 2012

36" 1444' Hwy 155 & UPRR, Big Sandy, TX 2012

36" 1761' Private Lake, Maple Springs, TX 2012

30" 4850' Red River, Thackerville, TX/OK 2012

30" 3042' Wyalusing, PA 2012

24" 2458' Jonestown, PA 2012

36" 4992' Atchafalaya & 2 Levees, LA 2011

42" 1826' Interstate 49 and RR, LA 2011

42" 3443' Wetland R2, LA 2011

36" 3030' Black Bear Protected Forest, LA 2011

42" 4322' Cache River, AR 2010

42" 3008' White River, AR 2010

42" 5084' Mississippi River, AR 2010

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project 

coordination from start-up to completion, union relations, subcontractor coordination, 

production recordkeeping, and overall on-site management. Some more notable 

crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Larry Shilman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: Lshilman@aol.com

Page 45
1998-1999

1998

1990-1997

1988-1990

Education:

1990 State of Indiana, Real Estate License 

1973 Graduate of Warner High School, Warner, SD

Project Manager, C & S Contract Services, Inc., Martinville, IN 

Responsibilities include project management for concurrent multiple projects including 

route selection, courthouse search, surveying, land acquisition, writing job specifications, 

bid meetings, inspection, as-built records and permitting. Total start up to completion 

construction

Responsibilities include all start up activities, pre-construction, construction and postconstruction damages for 126 miles of fiber optic projects across Northern Indiana as well 

as three diversity routes in South Bend, Indiana. 

Construction Supervisor, InterCon Construction, Inc., Lakeville, MN 

Supervisor of 210 mile fiber optic installation, underground and aerial in Minneapolis and 

surrounding suburbs. Responsible for subcontractors, directional drilling, underground, 

aerial and InterCon crews

Project Engineer, Brungardt, Honimichl & Company, P.A., Overland Park, KS 

Right-of-Way Supervisor, Bucher, Willis & Ratliff, Inc., Aurora, IL 

AT&T switched engineering firms from C&S Contract Services to Brungardt, Honimichl & 

Company. Responsibilities included project management for concurrent multiple projects 

including route selection, courthouse search, surveying, land acquisition, writing job 

specifications, bid meetings, inspection, as-built records and permitting. Total start up to 

completion construction. 

Page 46
1993-Present

Diameter Length Location Year

10" 1971' Tank Farm/Central Ave, PA 2015

10" 4654' Allegheny River, PA 2015

28" 1741' Lafayette River, VA 2014

12" 2557' Arkansas River, AR 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

36" 1277' Bear Creek, IL 2013

36" 2264' Hwy 336 & 172, IL 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

42" 992' Bunkie, LA 2011

42" 1223' Bunkie, LA 2011

24" 1519' Homestead, FL 2011

8" 1823' Tioga, PA 2011

10" 1819' Tioga, PA 2011

16" 1818' Tioga, PA 2011

36" 3030' Bunkie, LA 2011

24" 1141' Homestead, FL 2010

16" 9931' Cooper River, SC 2010

42" 5084' Mississippi River, AR 2010

42" 2129' 2009

42" 2171' 2009

42" 2206' 2009

42" 3043' 2009

42" 3719' 2008

42" 2514' 2008

42" 4975' 2008

42" 1899' 2008

42" 4378' 2007

Robert Spennati

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: bspennati@michels.us

Neches River, TX

Port Aruthur Canal, TX

Indian Bayou, TX

Four Mile Creek, OH

Taylor Bayou, TX

Big Darby Creek, OH

Little Miami River, OH

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some more 

notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Caesars Creek, OH

Embarrass River, IL

Page 47
1988-1993

1987-1988

1985-1987

1978-1988

Education:

1978 Graduate of Mount Union High School

Labor/Operator/ Foreman, Henkles & McCoy

Fiber work

Drywall/Construction

Gas work/Service Lines, Circle M Construction

United States Army

1978-80, Germany, 1980-82 Georiga, 1982-84 Germany, 1984-85 Georiga, 1985-88 

US Army Reserves PA

Page 48
2007-Present

Diameter Length Crossing/Location Year

36" 1755' New York Street, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

36" 3805' Williamette River, OR 2014

24" 1935' Coosa River, AL 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

36" 2264' Otter Creek, IL 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 4861' 18th Street, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

30" 5786' Lake Conway, Vernon, NJ 2011

16" 2667' Ward Ave, N. Crosswicks, NJ 2010

16" 1012' Columbus Rd., Robbinsville NJ 2010

36" 3236' Red Lake River, MN 2009

20" 5222' Pokegama Carnegie, WI 2009

36" 4818' Cache River, AR 2009

32" 3058' Hudson River, NY 2009

20" 3835' Angeles National Forest, CA 2009

24" 3009' Middle Salinas River, CA 2008

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties 

include project coordination from start-up to completion, union relations, 

subcontractor coordination, production recordkeeping, and overall on-site 

management. Some more notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

Tool System, Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Mark Zimmerman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: mzimme@michels.us

Page 49
2004-2007

2000-2004

1997-2000

Education:

B.S. Production and Operations Management (with Honors) - Central Michigan University

Coordinated construction projects in the U.S. and Canada with contract values 

ranging from $750,000.00 to $5,262,000.00. Analyzed project designs and 

specifications; prepared project estimates. Designed crossings from owner provided 

information and performing site surveys. Drew for submittal as-built drawings upon 

project completion.

Field Engineer, Mears/CPG, LLC, Rosebush, MI

Managed and trained survey and construction crews. Performed testing, analysis, 

design, and installation of cathodic protection systems for pipelines.

Project Manager/Estimator, InterCon Construction, Madison, WI

Estimated construction projects with contract values in excess of $16,000,000. 

Coordinated construction projects in the U.S. and Canada of various sizes. 

Negotiated contracts with owners, subcontractors and vendors. Designed crossings 

from owner provided plans, designs and contract specifications. Drew for submittal 

as-built drawings upon project completion.

Project Coordinator/Estimated, Mears/HDD, LLC, Rosebush, MI

Page 50
2012-Present Drilling Fluids Specialist/Project Manager, Michels Corporation, Brownsville, WI

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

36" 1002' Highway 255, TX (Direct Pipe) 2015

36" 1092' Lubrizol Drainage, TX (Direct Pipe) 2015

18" 12,459' Rio Grande River, TX 2014

48" 2400' Rio Grande River, TX (Direct Pipe) 2014

42" 1200' RR Crossing, TX (Direct Pipe) 2014

36" 9040' Mississippi River, IL/MO 2014

30"

& 24"

2,850',1,991'

2,732',2,983' 2014

36" 1640' LaMoine River, IL 2013

36" 3544' Illinois River, IL 2013

36" 1344' Fraizer Creek, IL 2013

36" 1518' Vermillion River, IL 2013

36" 4304' Bois D' Arc, TX 2013

36" 3892' Red River, OK/TX 2013

36" 3077' UP RR & Jefferson St, OK 2013

36" 2908' Neches River & RR, TX 2013

36" 4213' Menard Creek, TX 2013

36" 3239' Clear Boggy Creek, OK 2013

36" 3130' Big Cypress Creek, TX 2012

2011-2012 Drilling Fluid Specialist, Mears Group Inc., Billings , MT

2010-2011 Territory Manager, Akkerman Inc., Billings, MT

2000-2010 Technical Sales Engineer, Wyo-Ben Inc., Billings, MT

1998-2000 Sales Representative, Surface to Surface, London, Ontario, Canada

Trained new HDD operators. Sold pipe and cable locating equipment.

Develop detailed drilling fluid plans and contingencies based upon geotechnical reports, 

equipment and scope of project. Measure and testing of drilling fluids and supervising the 

mixing and pumping operations. Perform technical analysis and interpret geotechnical 

reports. Control and maintain drilling fluids parameters and provide technical 

recommendations. 

SE Market Expansion Project

MS & AL

Developed detailed drilling fluid plans and contingencies based upon geotechnical 

Sold tunneling and pipe jacking equipment. Analyzed and interpreted geotechnical 

Engineered fluids on HDD, microteunneling, pipe ramming, pipe jacking and auger boring 

email: rzavitz@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Richard Zavitz

Drilling Fluids Specialist/Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 51
Education:

Bachelor of Arts, Kinesiology, University of Western Ontario - 1988

Graduated Wyo-Ben, Inc. Intensive Mud School, 2000

Apprenticed under oil field qualified mud engineer working on HDD projects

10 Hour OHSA (current)

Multiple OQ courses for various energy companies

Multiple safety courses required by various energy companies

OFITE trained in repair and calibration of OFITE Model 900 viscometer

Colorado School 

of Mines

Taught bentonite and polymer course at Microtunneling Short Course

Page 52
2011-Present

Diameter Length Crossing/Location Year

8" 7321' MP 49.3 Landslide, MT 2014

36" 9040' Mississippi River, IL/MO 2014

36" 2264' Otter Creek,IL 2013

36" 1311' Fraizer Creek, IL 2013

36" 1518' Vermillion River, IL 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

36" 3571' Angelina River, TX 2013

36" 2908' Neches River & RR, TX 2013

8" 3503' Hamlin Creek, Charleston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

36" 1444' Hwy 155 & UPRR, TX 2012

36" 1740' Sabine River, TX 2012

30" 2906' Hickory Creek, Marietta, OK 2012

30" 4850' Red River, Thackerville, TX/OK 2012

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 1664' Morales, TX 2012

8" 6675' Wilmington, NC 2012

8" 6669' Wilmington, NC 2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Directional Crossings, Michels Corporation, Brownsville, WI

Dustin Branscomb

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dbransco@michels.us

Responsible for surveying, staking and design of directional drill path and curve, drilling the pilot 

hole, tracking and monitoring the drill path and calculating and interpreting the ground elevations 

and contours. Computer literate with knowledge and experience operating various software 

including: 1) Magnetic Guidance System, 2) Survey, 3) Tru-Tracker and 4) Microsoft applications. 

Applied working knowledge of advanced mathematics including: 1) Fluid Dynamics, 2) Advanced 

Algebra, 3) Trigonometry, 4) Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying 

skills and experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing surveyed points 

(benchmarks). Additional duties include on-site maintenance of technical equipment, and necessary 

record-keeping of plots and drilling logs. Performed the above operations for crossings which 

include, but not limited to:

Page 53
2006-2011

2004-2006

Education and El Molino High School, Forestville, CA - 4 years, Diploma

Endorsements:

Bachelor of Science, Civil Engineering 2004

California Polytechnic State University, San Luis Obispo, CA

Registered Professional Engineering, Licence No. 20100000796

Missouri Board for Architects, Professional Engineers, Professional Land Surveyors,

and Landscape Architects

Registered Professional Engineer, License No. 108030

Texas Board of Professional Engineers

LEED Accredited Professional

Leadership in Energy and Environmental Design Green Building Accredited

Professional (LEED AP)

National Association of the Remodeling Industry Certified Green Building Professional

Specialized Dustin has specialized training and experience in the following areas:

Training: HDD profile design

HDD construction observation

Site layout and access requirements

Surface and subsurface route assessment

Analysis of operating and installation stresses

Determination of minimum allowable radius of curvature

Evaluation of pipe buoyancy and potential pull loads

Managing site access and drilling

Slope stability analysis

Subsurface exploration

Laboratory testing

Structural design

GeoEngineers, Inc., Springfield, MO (Project Engineer)

Responsible for project management, HDD Design, construction observation, field program planning 

and conducting technical briefings of field staff, feasibility studies for various natural gas and product 

pipeline projects, geotechnical exploratin, geotechnical borehole logging and soil classificatino, 

completion of technical reports and proposals, budget management, client billings and collections, 

and client interaction.

BP Pipelines North America, 20 inch HDD crossing with length of 1,220 feet crossing beneath 

Interstate 70 as part of the Freeman to East Fort Madison #1 crude oil pipeline repair project in 

Osessa, MO

Gulfstream Natural Gas System, three 30 inch HDD crossings up to 2,700 feet on the Gulfstream 

Natural Gas pipeline expansion (Phase III) near Lake Okeechobee, Florida.

BP Pipelines North America, 22 inch HDD crossing 4,630', Griffith, IN.

Coastland Civil Engineering, Inc., Santa Rosa, CA (Assistant Civil Engineer)

Responsible for project management, land development projects, improvement plan and map 

review, flood and drainage review, city master plan development, specification and eingineer's 

estimate development, city engineering and all-embracing experience in struction inspection.

Kinder Morgan, 24 HDD crossings, including two shore approaches, on a Louisiana pipeline, 

including pipeline diameters of 42 and 24 inches and lengths up to 5,700 feet.

AMEC Paragon/Enbridge, nine 20 inch and nine 42 inch HDD crossings with lengths up to 2,755 

feet on the Southern Access Expansion and Southern Lights Oil pipelines in Illinois and Wisconsin 

(Phases I and II).

AMEC Paragon/ExxonMobil Company, 21 42 inch HDD crossings on the Golden Pass Pipeline 

project transporting natural gas from Sabine, Texas to Starks, Louisiana. The longest crossing, Old 

River, was 6,000 feet in length.

Texas Gas, Fayetteville-Greenville, 42 inch, 165 miles

Gulfstream Natural Gas System, five 20 inch HDD crossings up to 5,062 feet on the Bartow Lateral 

Natural Gas Pipeline (Phase IV) in Tampa Bay, Florida. Four crossings were located within Tampa 

Bay and drilled from barge to barge. The fifth crossing was a shore approach with a length of 5,062 

feet.

Page 54
2006-2011

2004-2006

Education and El Molino High School, Forestville, CA - 4 years, Diploma

Endorsements:

Bachelor of Science, Civil Engineering 2004

California Polytechnic State University, San Luis Obispo, CA

Registered Professional Engineering, Licence No. 20100000796

Missouri Board for Architects, Professional Engineers, Professional Land Surveyors,

and Landscape Architects

Registered Professional Engineer, License No. 108030

Texas Board of Professional Engineers

LEED Accredited Professional

Leadership in Energy and Environmental Design Green Building Accredited

Professional (LEED AP)

National Association of the Remodeling Industry Certified Green Building Professional

Specialized Dustin has specialized training and experience in the following areas:

Training: HDD profile design

HDD construction observation

Site layout and access requirements

Surface and subsurface route assessment

Analysis of operating and installation stresses

Determination of minimum allowable radius of curvature

Evaluation of pipe buoyancy and potential pull loads

Managing site access and drilling

Slope stability analysis

Subsurface exploration

Laboratory testing

Structural design

Coastland Civil Engineering, Inc., Santa Rosa, CA (Assistant Civil Engineer)

Responsible for project management, land development projects, improvement plan and map 

review, flood and drainage review, city master plan development, specification and eingineer's 

estimate development, city engineering and all-embracing experience in struction inspection.

Kinder Morgan, 24 HDD crossings, including two shore approaches, on a Louisiana pipeline, 

including pipeline diameters of 42 and 24 inches and lengths up to 5,700 feet.

AMEC Paragon/Enbridge, nine 20 inch and nine 42 inch HDD crossings with lengths up to 2,755 

feet on the Southern Access Expansion and Southern Lights Oil pipelines in Illinois and Wisconsin 

(Phases I and II).

AMEC Paragon/ExxonMobil Company, 21 42 inch HDD crossings on the Golden Pass Pipeline 

project transporting natural gas from Sabine, Texas to Starks, Louisiana. The longest crossing, Old 

River, was 6,000 feet in length.

Texas Gas, Fayetteville-Greenville, 42 inch, 165 miles

Gulfstream Natural Gas System, five 20 inch HDD crossings up to 5,062 feet on the Bartow Lateral 

Natural Gas Pipeline (Phase IV) in Tampa Bay, Florida. Four crossings were located within Tampa 

Bay and drilled from barge to barge. The fifth crossing was a shore approach with a length of 5,062 

feet.

GeoEngineers, Inc., Springfield, MO (Project Engineer)

Responsible for project management, HDD Design, construction observation, field program planning 

and conducting technical briefings of field staff, feasibility studies for various natural gas and product 

pipeline projects, geotechnical exploratin, geotechnical borehole logging and soil classificatino, 

completion of technical reports and proposals, budget management, client billings and collections, 

and client interaction.

BP Pipelines North America, 20 inch HDD crossing with length of 1,220 feet crossing beneath 

Interstate 70 as part of the Freeman to East Fort Madison #1 crude oil pipeline repair project in 

Osessa, MO

Gulfstream Natural Gas System, three 30 inch HDD crossings up to 2,700 feet on the Gulfstream 

Natural Gas pipeline expansion (Phase III) near Lake Okeechobee, Florida.

BP Pipelines North America, 22 inch HDD crossing 4,630', Griffith, IN.

Page 55
2003-Present

Diameter Length Crossing/Location Year

36" 1812' Highway 394, IL 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

12" 2557' Arkansas River, AR 2014

30" 2890' Gains Creek, MS 2014

24" 2070' Unnamed Creek, AL 2014

30" 2774' South Canadian River, OK 2013

36" 2077' Chariton River, MO 2013

36" 2264' Hwy 336 & 172, IL 2013

30" 1881' Bennekill Stream, NJ 2013

36" 1611' Mackinaw River, IL 2013

42" 470' DIRECT PIPE I-84 & HWY 6, PA 2013

26" 6215' Jamacian Bay, NY 2013

30" 6544' 1st Street, NJ 2013

36" 1499' 60" Water Main, OK 2013

36" 2133' Little River, OK 2013

36" 4005' Canadian River, OK 2013

36" 1792' North Canadian River, OK 2013

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tforconi@michels.us

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Tom Forconi

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 56
42" 1658' Dewitt, TX 2012

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

24" 2458' Jonestown, PA 2012

36" 1392' Seacausus, NJ 2012

20" 2108' Bayonne, NJ 2012

8" 6675' Wilmington, NC 2012

12" 2530' Cornwall, ONT, Canada 2011

20" 1501' Monclova, OH 2011

42" 5117' Westdale, LA 2011

42" 5340' Boyce, LA 2011

36" 5325' Kingston, LA 2011

30" 3455' St. Claire, MI 2011

42" 3230' Dugdemona River, LA 2010

42" 5209' 2009

34" 2005' 2009

42" 2207' 2008

1996-2003

1990-1996

Education:

Superintendent, Southeast Directional Drilling Tempe, AZ

Responsible for coordinating and supervising entire project in time constraint situation 

from start to finish. Including design, drilling pilot hole, reaming operations, and product 

installation. 

UWS, Two years pre-engineering associate degree

Sulfer River, TX

Northern Shore, Guam

Hagatna, Guam

Survey/Design Technician, Slimdril International, TX 

Responsible for topographical survey, drill path design, bore path monitoring and asbuilt for customer. 

Page 57
1991-Present

Diameter Length Location Year

36" 5128' Lake Ave & RR, IL 2015

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

1 x 6" & 2 x 4"

Bundle

1568' Bore #3, Nageezi, NM 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

36" 9040' Mississippi River, IL/MO 2014

12" 3472' Gilmore Lane, OR 2014

20" 2364' Missouri River, IA/NE 2014

30" 4987' Monksville Reservoir, NJ 2013

36" 1792' North Canadian River, OK 2013

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

30" 1633' Brooklyn, NY 2012

16" 3894' Roaring Branch, PA 2012

24" 2458' Jonestown, PA 2012

20" 1022' Gillette, WY 2011

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: doughouska@aol.com

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of technical 

equipment, and necessary record-keeping of plots and drilling logs. Performed the above 

operations for crossings which include, but not limited to:

Drilling Survey Technician, Directional Crossings, Brownsville, WI

Doug Houska

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 58
20" 3075' Marion, OR 2011

36" 3030' Bunkie, LA 2011

42" 2696' Natchez, LA 2011

42" 5084' Mississippi River, AR 2010

42" 3800' 2009

42" 2176' 2009

42" 2691' 2009

30" 1527' 2009

42" 6017' 2008

42" 3826' 2008

42" 3954' 2008

24" 6418' 2007

1988-1991

1980-1988

Education:

1978-1980

1978

Two year Associate Degree Accounting, Mitchell Area Vocational Technical College, 

Mitchell, SD

Working knowledge of advanced mathematics including: Fluid dynamics, Advanced 

algebra, Trigonometry, Static's, Stress Engineering

High School graduate of Kimball High School, Kimball, South Dakota

Software: Magnetic Guidance System, Survey-4, Tru-Tracker, Microsoft Applications

Project Coordinator, Mid America Line and Cable, Division of Michels Pipeline, 

Brownsville, WI

Project Assistant/Bookkeeper, Michels Pipeline Construction, Brownsville, WI

Assisted Project Manager with coordinating field personnel for large scale telephone cable 

installation projects. Recorded and prepared field reports for project, office and customer 

needs. Acting liaison between project managers, public, existing utility representatives and 

customer representatives. Coordinated project between existing utilities and placement of 

new installation. Maintain material inventory required for projects.

200th Ave, IL

Cascade Rd, GA

Purchasing agent responsible for coordinating all materials to various locations along 

project routes for water line and telephone installations . Inventory control of materials. 

Prepared field reports to keep record of labor and production. Liaison between existing 

utility representatives and Michels. 

Old River, TX

Cole Creek, TX

Tallahoma Creek, MS

Lathum Slough, CA

Mississippi River, MO

Great Miami River, OH

Page 59
1997-Present

Diameter Length Crossing/Location Year

36" 2697' Barrington Rd, IL 2015

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3805' Williamette River, OR 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

24" 1935' Coosa River, AL 2014

16" 2951' Line 82, ND 2014

36" 5687' Missouri River, MO 2013

30" 1701' Red River, OK 2013

30" 1246' OK City Water Main, OK 2013

30" 1881' Bennekill Stream, NJ 2013

30" 4987' Monksville Reservoir, NJ 2013

12" 6209' Jamacian Bay, NY 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 4905' Merseles St, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4861' 18th Street, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

8" 4475' MP57, Lodge Grass, MT 2012

30" 3042' Wyalusing, PA 2012

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

10" 3447' Wyandotte, OK 2011

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Cale Mullenix

Drilling Survey Technichian

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of technical 

equipment, and necessary record-keeping of plots and drilling logs. Performed the above 

operations for crossings which include, but not limited to:

Page 60
16" 1818' Tioga, PA 2011

30" 5786' Vernon, NJ 2011

6" 1613 Chippewa River WI 2011

42" 1826' Alexandria, LA 2011

42" 2619' Natchez, LA 2011

42" 1223' Bunkie, LA 2011

36" 3492' Trinidad/Tabago 2010

30" 1280' Atlanta, GA 2010

42" 1010' Atlantic City, NJ 2010

20" 3029' 2009

42" 2792' 2009

20" 3835' 2009

24" 6518' 2008

30" 4272' 2008

4" 5365' 2008

16" 6700' 2008

36" 2144' 2007

(4) 10" & (1) 8" 785' & 809' Bridgeport, CT 2007

30" 5668 2006

8" 7025' 2006

1996-1997

Education:

1996

1995

Shore Approach, Trinidad

Four Legged Lake, MN

Whitewater River, IN

Angeles National Forest, CA

Cooper River, SC

Fluid Dynamics Technician, Michels Directional Crossings, Brownsville, WI

Accountable for mixing bentonite solution used throughout directional drilling and reaming 

operations. Trained to monitor viscosity of mixture and manipulate ratios of solids and 

fluid to maintain specific viscosities which continually change based on the environment 

and which vary by operation phases and subterrain. Experience in operation, 

maintenance and repair of bentonite mixing equipment.

University of Wisconsin – Madison

Graduate of Goodrich High School, Fond du Lac, WI

Stone Lakes NWR, CA

St. John's River, Canada

Mississippi River, WI

Newark Bay, NJ

Wando River, SC

Page 61
1997-Present

Diameter Length Crossing/Location Year

10" 4654' Allegheny River, PA 2015

36" 3805' Williamette River, OR 2014

24" 1935' Coosa River, AL 2014

24" 2884' Hatchett Creek, AL 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

36" 1874' Wetland S-517C, IN 2014

36" 3544' Illinois River, IL 2013

8" 2545' MP266, Mountain Green, UT 2013

30" 4987' Monksville Reservoir, NJ 2013

30" 4905' Merseles St, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

Jeff Nehmer

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: jeffnehmer@aol.com

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

Personnel is not aware of claims filed or in litigation.

Page 62
30" 8101' Kill Van Kull River NY/NJ 2013

36" 6575' St. Johns River, Jacksonville, FL 2012

24" 1386' Jonestown, PA 2012

16" 3894' Roaring Branch, PA 2012

16" 5754' New Berlin, WI 2012

24" 3589' Golf Course & Nemacolin, PA 2011

10" 3447 Grand Lake, OK 2011

30" 5786' Lake Conway, NJ 2011

6" 1613' Chippewa River, WI 2011

42" 5732' Old River & I-49 2011

36" 5325' Kansas City RR, LA 2011

24" 1519' Ditch Crossing 1, FL 2011

42" 1851' Siphon Creek, LA 2010

16" 9931' Cooper River, SC 2010

20" 5222' 2009

42" 3018' 2009

42" 2975' 2009

20" 3835' 2009

36" 2200' 2009

30" 2564' 2008

30" 3078' 2008

14" 2235' 2007

42" 2295' 2007

42" 2127' 2007

1995-1996

Education:

1997

1994 Graduate of Columbus High School, Columbus, WI

Pokegama Carnegie, MN

Little Red River, AR

Kishwaukee River, IL

Rock River, WI

Pyramid Lake, CA

Flambeau River, WI

Subsurface Exploration, Wisconsin Dept. of Trans., Madison, WI

MATC – Degree as Civil Engineering Technician

Wisconsin River, WI

Took core samples vertically from the ground and ran tests on soil conditions for 

roadways.

State Route 96, IL

Illinois River, IL

Angeles National Forest, CA

Page 63
2006-Present

Diameter Length Crossing/Location Year

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

10" 1971' Tank Farm/Central Ave, PA 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 1613' Fish Pond, Alberta, Canada 2014

36" 1359' Wetland Crossing #2, Alberta, Canada 2014

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Aberta, Canada 2014

30" 2667' South Fork Ten Mile Creek, PA 2014

24" 2750' Escatawpa River, MS 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

36" 2355' Salt Fork River, MO 2013

30" 2774' South Canadian River, OK 2013

30" 4400' Saline Creek, Alberta, Canada 2013

42" 4284' Vermillion River, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

36" 4304' Bois D' Arc, TX 2013

30" 1707' Bayonne Inlet, NJ 2013

36" 2908' Neches River & RR, TX 2013

8" 10,053' Potomac River, VA/MD 2012

20" 3048' St. Clair, Marysville, MI 2012

8" 12,885' MP66, Big Horn County, MT 2012

8" 4400' MP57, Big Horn County, MT 2012

30" 2906' Hickory Creek, Marietta, OK 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

30" 2133' Alberta, Canada 2012

8" 6669' Wilmington, NC 2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Dan Reynolds

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dreynolds@michels.us

Responsible for surveying, staking and design of directional drill path and curve, drilling the 

pilot hole, tracking and monitoring the drill path and calculating and interpreting the ground 

elevations and contours. Computer literate with knowledge and experience operating various 

software including: 1) Magnetic Guidance System, 2) Survey, 3) Tru-Tracker and 4) 

Microsoft applications. Applied working knowledge of advanced mathematics including: 1) 

Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) Calculus, 5) Statistics and 6) 

Stress Engineering. Complete surveying skills and experience utilizing a Total Station 

(Theodolite with built-in EDM) for lay out of grade elevations over all types of topography in 

establishing alignment tying into existing surveyed points (benchmarks). Additional duties 

include on-site maintenance of technical equipment, and necessary record-keeping of plots 

and drilling logs. Performed the above operations for crossings which include, but not limited 

to:

Page 64
32" Bundle

(7) 10" HDPE

(6) 4" HDPE

2785' Vancouver BC, Canada 2011

8" 7019' Decatur, NE 2011

30" 3455' St. Claire, MI 2011

16" 9,931' Cooper River, Charleston, SC 2010

16" 2,494' Hitchcock Plaza 1, Aiken, SC 2010

16" 2,566' Hitchcock Plaza 1, Aiken, SC 2010

42" 2,178' Chatham,LA 2010

36" 2623' 2009

16" 6202' 2009

42" 3043' 2009

42" 3719' 2008

30" 2739' 2008

42" 1666' 2007

42" 2073' 2007

(3) 12" HDPE

23 Bores

21,200 Total

400 to 1,400'

Long Island, NY 2006

30" 5668' 2006

2003-2006

Diameter Length Location/Customer

56" (3) 2100'-2520' Bechtel/API

16" (9) 800'-3400' Williston Basin

36" 1185' Snelson Hoen Rd

24" 3385' Carbon Mountain

2003

Diameter Length Location/Customer

8" & 12" 450' City of Waikiki, HI

HDPE 615'-1005' (6)

32" 2900' AP & T Tidal Inlet

2002-2003

Diameter Length Location/Customer

8" Various Telecommunications

8" & 10" 600'-2400' U.W. I.

24" 800'-1200' Questar

1998-2002

Education:

1980

Hwy 61, MS

Little Miami River, OH

Graduate of Soper High School, Soper, OK

Drilling Survey Technician, Thunderbird Exploration, Gilbert, AZ

Steering hand working on communication projects. Larger projects include:

Drilling Survey Technician, Ozzie’s Directional Drilling, Scottsdale, AZ

All aspects of drilling and design utilizing Tru-Tracker software for contractor. Larger projects 

include:

Neches River, TX

Couse Midden, FL

Prairie River, LA

All aspects of drilling and design utilizing Tru-Tracker software for contractor. Larger projects 

include:

U.S. Navey Aloha-Aina Park

Trinidad & Tabego

Newark Bay, NJ

Crossway Creek, NJ

Drilling Survey Technician, Southeast Pipeline Construction, Casa Grande, AZ

Drilling Survey Technician, H.M.S. Construction, Rio Vista, CA

Page 65
2013-Present

Diameter Length Crossing/Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

36" 1588' Hwy 404, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

28" 1741' Lafayett River, VA 2014

48" 2060' Tres Palacios, TX 2014

48" 1692' Navidad River, TX 2014

30" 1376' Tom's Creek, MS 2014

24" 2003' Highway 612, MS 2014

20" 2364' Missouri River, IA/NE 2014

36" 1640' La Moine River, IL 2013

36" 1277' Bear Creek, IL 2013

2011-2013 Field Technician, Sharewell HDD Services

2008-2011 Computer Tech and Surveyor, Laney Directional Drilling De Mexico

2007-2008 Owner - Operator of DATACOM, San Antonio, TX

Installing small underground ductwork and trenches for companies such as AT&T 

and Time Warner Cable.

2005-2007 Operator, Sidewinder Drilling, New Braunfels, TX and San Antonio, TX

2004-2005 Laborer, Laney Directional Drilling

Laborer on seven drills crossing the Tigris River in Iraq.

1998-2004 Laborer, for Laney Directional Drilling, W.H.C., and E.T. & D.

Education:

Austin Community College: Certified Auto-Cad Technician

San Marcus Baptist Academy, San Marcus, TX - High School

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting 

the ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

Operator of small rigs such as Vermeer 24/40, 80/100, 36/50, 100/120's and 300/500's 

as well as locating with Digi Track and Ditchwitch walk over units.

email: dtise@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

817 W. Main Street, Brownsville, WI 53006

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Darrell Tise

Drilling Survey Technician

Michels Corporation

Page 66
2004-Present

Diameter Length Crossing/Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

24" 1692' Marshall Smith Rd, MS 2014

24" 2003' Highway 612, MS 2014

30" 2890' Gaines Creek, MS 2014

24" 1935' Coosa River, AL 2014

36" 5687' Missouri River, MO 2013

10" 1573' Jackson March, WI 2013

12" 6209' Jamacian Bay, NY 2013

26" 6215' Jamacian Bay, NY 2013

36" 4342' Deep Fork river, OK 2013

36" 2958' North Sulpher, Mount Joy, TX 2012

30" 4850' Red River, Thackerville, TX/OK 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 5754' New Berlin, WI 2012

30" 1186' Unnamed Tributary, ND 2011

20" 920' Wild Horse Creek, WY 2011

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines. Duties include mobilization of 

all equipment and personnel to remote job sites throughout the United States; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary record keeping of plots and production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Dennis Bush

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dbush@michels.us

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along 

with surveying and surveying instrumentation. 

More notable crossings include, but are not limited to:

Page 67
20" 3075' Rock Creek, OR 2011

10" 778 SE 14th & Eller Drive, FL 2011

36" 2373' Bayou Fordoche & Levee, LA 2011

42" 1826' Interstate 49 and RR, LA 2011

42" 3443' Wetland R2, LA 2011

42" 4067' LA State Hwy 34, LA 2010

42" 2914' Bayou Pierre, LA 2010

42" 1906' I-49, LA 2010

42" 1704' Willow Creek, LA 2010

42" 2015' Flat Creek, LA 2010

42" 2129' 2009

36" 3031' 2009

20" 3029' 2009

42" 4068' 2009

42" 2691' 2009

42" 3627' 2009

42" 1992' 2008

42" 3705' 2008

42" 6004' 2008

Certifications:

2005

2006

2006

2008

2009

2010 Usage of Fusion Equipment

2010 OSHA 10-Hour Training Course

2011 OSHA 30-Hour Training Course

2011 CPR Training Course

2011 Excavation Safety-Competent Person

2011 Confined Space Entry Awareness

2011 Crane Signal Person

2012 Forklift Training

2013 Industrial Millwright V4

2014 Power Safe

Education:

2001-2003

2000-2001

2001

Ceasars Creek, OH

Confined space safety training

Four Legged Lake, MN

Four Legged Lake, MN

Illinois River, IL

Banks Man Orientation (API Pipeline)

200th Ave, IL

Salt River, MO

Hwy 67, TX

Neches River, TX

Tennessee Technology Center - Mechanic Apprentice Diploma in 2000

& Mechanic 1 Diploma in 2001

GED from the state of Tennessee

Old River, TX

John Deere basic Hydraulics - Certified

John Deere basic Electrical - Certified

Cetco mud training

Murray State University

Page 68
1998-Present

Diameter Length Location Year

36" 2303' Liberty Street, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

36" 9040' Mississippi River, IL/MO 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

30" 2344' Delaware River, PA/NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 4831' 18th Street, NJ 2013

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

10" 1495' Missoula, MT 2012

24" 1546' Colorado River, CO 2011

12" 1612' WBC62 (Offshore), LA 2011

10" 3447' Grand Lake, OK 2011

12" 2484' Wetland #13, NC 2011

42" 1998' I-49, LA 2010

42" 5248' Saline Bayou, LA 2010

36" 3942' Trinidad & Tabago 2010

42" 2914' Bayou Pierre, LA 2010

42" 1586' 2009

36" 4512' 2009

30" 2461' 2009

30" 2191' 2009

42" 4975' 2008

42" 2524' 2008

30" 5668' 2006

1981-1998

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines as well as environmental wells. 

Duties include mobilization of all equipment and personnel to remote job sites 

throughout the United States; the set-up and drilling of crossings; on-site maintenance 

of mechanical and technical equipment; and necessary recordkeeping of plots and 

production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Pearl River, MS

Camp Creek, GA

Jack Edmunds

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Indian Bayou, TX

Ouachita River, LA

Trinidad & Tabago

Trenchless Technology Operator/Supervisor & Journeyman Welder, 

Michels Pipeline Construction, Inc., Brownsville, WI

As Operator/Supervisor he completed profit and loss responsibility for performing 

trenchless casing installations for civil, pipeline, communications and power at roads, 

railroads and rivers. Coordinated and executed entire boring operation from 

mobilization to demobilization.

Candlewood, GA

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along 

with surveying and surveying instrumentation. Some more notable crossings include, 

but are not limited to: 

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: jackedmunds2@aol.com

Mississippi River, MS

Page 69
1977-1981

Education:

1994

1976 Graduate of Waupun High School, Waupun, WI

Certified for butt, sidewall and/or socket fusion of Driscopipe polyethylene pipe and 

fittings.

Certified for fusion of plastic natural gas pipe and fittings.

Member of Local 601 of United Association of Journeyman and Apprentices for the 

Plumbing and Pipe Fitting Industry of the United States and Canada (Steamfitters).

1995

Moraine Park Technical College – Welding Courses 

Skilled Laborer/Operator, Beloit Pipe and Dredge Company, Beloit, WI

Performed various duties in the construction of natural gas and petroleum product 

pipeline. Multi-capable to assist with all facets of product pipeline installation including 

conventional and trenchless methods of construction.

Page 70
2000-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 9040' Mississippi River, IL/MO 2014

42" 1153' Railroad Crossing, TX (Direct Pipe) 2014

42" 3392' N. Saskatchewan River, Canada 2013

42" 4441' Goethals Bridge, NY 2013

42" 3186' Arthur Kill, Staten Island, NJ/NY 2013

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

24" 2458' Jonestown, PA 2012

36" 4519' Freeman Road, LA 2011

42" 5117' Nature Conservatory, LA 2011

36" 4992' Atchafalaya River, LA 2011

16" 9931' Cooper River, SC 2010

42" 3485' Quachita River, LA 2010

42" 4067' LA State Hey 34, LA 2010

36" 5240' 2009

42" 3800' 2009

30" 2342' 2009

30" 1924' 2009

42" 2691' 2009

42" 3826' 2008

42" 3719' 2008

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Pokegama Carnegie, WI

Mississippi River, MO

S. Fulton Parkway, GA

I-20, GA

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of plots and 

production. 

Marcus Carratt

Field Operations Superintendent

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working 

knowledge of computers and downhole survey along with surveying and surveying instrumentation. 

Some more notable crossings include, but are not limited to: 

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: mcarratt@michels.us

Neches River, TX

200th Ave, IL

Cole Creek, TX

Page 71
1999-2000

1997-1999

1993-1997

Education:

2014 PCST Certificate Renewal Course

1986 Waupun High School

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power 

generators; mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall 

equipment maintenance and operation.

Beginning Manager, Driver, United States Marine Corps, Camp LeJeune, NC

Laborer, Michels Pipe Line Construction, Brownsville, WI 

Foreman, Schatz Underground Cable, Villa Ridge, MO

Working foreman responsibilities included locating, operating Ditch Witch, directional 

boring rig, trencher, plow, back hoe, and small back hoe.

Page 72
2006-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

36" 1588' Hwy 404, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

36" 3805' Williamette River, OR 2014

16" 2951' Line 82, ND 2014

36" 1874' Wetland S-517C, IN 2014

8" 2545' MP266, Mountain Green, UT 2013

30" 1881' Bennekill Stream, NJ 2013

30" 6544' 1st Street, NJ 2013

30" 1633' Brooklyn, NY 2012

30" 5786' Vernon, NJ 2011

42" 1851' Siphin Creek, LA 2010

36" 2096' 2009

36" 5237' 2009

16" 6230' 2009

30" 4272' 2008

24" 6778' 2007

24" 5899' 2007

24" 6418' 2007

2002-2006

1999-2002

Education:

1999

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines. Duties include mobilization of 

all equipment and personnel to remote job sites throughout the United States; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary record keeping of plots and production. 

Prairie River, MN

Middle River, CA

Latham Slough, CA

email: bguelig@michels.us

Pokegema Carnegie, WI

Newark Bay, NJ

St. John's River, NB

Skilled equipment operator with the operation of technical, lifting and heavy 

equipment for directional drilling operations. Working knowledge of hydraulic 

engineering and applied mechanical engineering. Skilled in hydraulics repair, 

electrical repair, welding and troubleshooting. Working knowledge of computers and 

downhole survey along with surveying and surveying instrumentation. Some more 

notable crossings include, but are not limited to:

Graduate of New Holstein H.S., New Holstein, WI

Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of 

a specialized team. Multi-capable to assist with all facets of drilling operations. 

Familiar with mechanical repairs; hydraulics; fluids; set-up and operation of drill 

motors; power generators; mud pumps; bentonite mixers; drill pipe; reamers; 

couplings; and overall equipment maintenance and operation. 

Laborer, Northeast Asphalt, Fond du Lac, WI

Brian Guelig

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Old River, CA

Page 73
1999-Present

Diameter Length Location Year

36" 1613' Fish Pond, Alberta, Canada 2014

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Alberta, Canada 2014

36" 1020' Range Rd 124, Alberta, Canada 2014

36" 925' Hwy 36, Alberta, Canada 2014

6" 1576' Muskwa River, BC, Canada 2014

30" 4400' Saline Creek, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

36" 3618' Johnson Creek, TX 2013

36" 3314' East Fork Angelina River, TX 2013

36" 1867' Flora, TX 2012

36" 3130' Cypress, TX 2012

36" 2496' Taterville, LA 2011

30" 1266' Whitby, Ontario, Canada 2011

42" 2619' Natchez, LA 2011

42" 2094' Richland Parrish, LA 2010

42" 1838' Ryhmes, LA 2010

42" 2243' Alto, LA 2010

36" 3999' 2009

20" 1831' 2009

42" 3958' 2009

42" 3629' 2009

42" 4378' 2008

1997-1999

Education:

1996

2004 Fox Valley Tech., Bachelors in Hydro Engineering

Email: bketter@michels.us

Walnut Creek, OH

817 W. Main Street, Brownsville, WI 53006

Bryan Ketter

New Holstein High School Graduate 

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation. 

General Laborer, Michels Corporation, Brownsville, WI

Mississippi River, MN

Taylor Bayou

Salt River, MO

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all equipment 

and personnel to remote job sites throughout the United States; the set-up and drilling of 

crossings; on-site maintenance of mechanical and technical equipment; and necessary 

record keeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Mississippi River, MN

Phone: (920) 583-3132 / Fax: (920) 583-3429

Michels Corporation

Field Operations Superintendent

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are not 

limited to:

Page 74
2002-Present

Diameter Length Crossing/Location Year

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 1613' Fish Pond, Alberta, Canada 2014

36" 1359' Wetland Crossing #2, Alberta, Canada 2014

36" 9040' Mississippi River, IL/MO 2014

42" 4284' Vermillion River, Canada 2013

30" 4905' Merseles, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

30" 4850' Red River, TX/OK 2012

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 3214' Dewitt, TX 2012

42" 3205' Dewitt, TX 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

36" 4993' Atchafalaya River, LA 2011

42" 4272' St. John's River, BC 2011

36" 4495' Saskatchewan River, AB 2011

14" 1554' St. John's Newfoundland 2010

42" 4322' Cache River, AR 2010

42" 5084' Mississippi River, AR 2010

36" HDPE 1873' Moncton, Canada 2009

20" 2096' 2009

42" 3200' 2009

30" 4300' 2009

42" 2176' 2008

24" 3009' 2008

26" 1820' 2008

24" 1330' 2007

(3) 12" HDPE

23 Bores

21,200 Total

400 to 1,440'

Long Island, NY 2006

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production.

Deer Creek, OH

Line C, IA

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Some more notable crossings include, but are not limited to:

Karl Kornkven

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: kornkvenkarl@aol.com

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Prairie River, MN

Great Miami River, OH

Middle Salina River, CA

San Juan River, NM

Peruque Creek, MO

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Page 75
2000-2002

1998-2000

1991-1997

1988-1991

Education:

Graduate of Bottineau North Dakota High School

Drilling Fluid Technician, Michels Directional Crossings, Brownsville, WI

Solely responsible for mixing bentonite to the right consistency with an emphasis in directional 

drilling. Proficient working in and around drilling rigs and overall operation as an integral 

member of the specialized team. Multi-capable to assist with all types of drilling tasks and 

familiar with repair, set-up and operation of drill motors, power generators, mud pumps, 

bentonite mixers, drill pipe, reamers, steer tool wireline connections, couplings, etc. Involved 

in various types of directional drilling projects, line and cable, water and setting manholes

Machinist, Nissen Manufacturing, Larimore, ND

Machinist performing welding, drilling and assembly

Air Traffic Controller, United States Air Force, Grand Forks, ND

University of North Dakota

Drill Rig Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation.

Page 76
2006-Present

Diameter Length Crossing/Location Year

10" 4654' Allegheny River, PA 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

20" 2364' Missouri River, NE/IA 2014

16" 2951' Line 82, ND 2014

36" 2264' Otter Creek, IL 2013

36" 1611' Mackinaw River, IL 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

8" 3503' Hamlin Creek, Charelston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

8" 12,902' MP66, Wyola, MT 2012

8" 4475' MP57, Lodge Grass, MT 2012

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

10" 1819' Texas Creek, Tioga, PA 2011

16" 1818' Texas Creek, Tioga, PA 2011

30" 5786' Lake Conway, Vernon, NJ 2011

42" 992' Bayou Rapids, Bunkie, LA 2011

42" 1223' Bayou Robert, Bunkie, LA 2011

36" 3030' Black Bear Forest, Bunkie, LA 2011

3" 1879' Coquille River, Bandon, OR 2010

3" 1895' Coquille River, Bandon, OR 2010

30" 1275' Little Powder River, WY 2010

36" 1329' 2009

32" 3058' 2009

36" 4512' 2009

Field Operations Superintendent

Hudson River, NY

Email: dkriesel@michels.us

Mississippi River, MS

Phone: (920) 583-3132 / Fax: (920) 583-3429

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to:

Dan Kriesel

817 W. Main Street, Brownsville, WI 53006

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent Michels Corporation, Brownsville, WI

US Hwy 75, MN

Michels Corporation

Page 77
2006

2004-2006

2002-2004

Education:

1994 Mason County Central High School – Scottville, MI

Operator, InterCon Construction, Madison, WI

Duties include rig set-up, operation, maintenance, and mud technician for water lines. 

Foreman/Operator, Blue Badger Inc., Rosebush, MI

Duties include wire line splice technician, mud technician, operate track hoe/back hoe and 

laborer for water, gas and sewer line installation.

Operator/Laborer, Mears/HDD LLC, Rosebush, MI

Duties include walk over locating and operating of 80x100 rig for water, gas, fiber optic and 

sewer line installation.

Page 78
1996-Present

Diameter Length Location Year

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

1 x 6" & 2 x 4"

Bundle

1568' Bore #3, Nageezi, NM 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

36" 9040' Mississippi River, IL/MO 2014

24" 2020' Unnamed Creek, AL 2014

24" 2884' Hatchett Creek, AL 2014

36" 1277' Bear Creek, IL 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

30" 3042' Wyalusing, PA 2012

36" 4505' Medicine Hat, Alberta Canada 2012

24" 2458' Jonestown, PA 2012

36" 4992' Melville, LA 2011

42" 5732' Melrose, LA 2011

24" 6091' Homestead, FL 2011

16" 2566' Hitchcock Plaza, SC 2010

42" 2144' Lafourche, LA 2010

30" 3248' 2009

36" 4818' 2009

42" 3719' 2008

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical engineering. 

Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working knowledge of 

computers and downhole survey along with surveying and surveying instrumentation. Some more 

notable crossings include, but are not limited to: 

Chattahoochee River, GA

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the crossings. If 

a hole-intersect or additional assistance was required during drilling operations an appropriately sized 

capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously monitor and 

survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry standard (i.e. 

maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer Tool System, 

Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Email: paulkrings@aol.com

Woodruff Co., AR

Neches River, TX

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, sewer, 

electrical and communication lines. Duties include mobilization of all equipment and personnel to 

remote job sites throughout the United States; the set-up and drilling of crossings; on-site maintenance 

of mechanical and technical equipment; and necessary record keeping of plots and production. 

Paul Krings

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Page 79
1992-1996

Education:

1989

1984 Graduate of Waupun High School, Waupun, WI

Fluid Dynamics Technician and Laborer, Michels Directional Crossings, Brownsville, WI

40-Hour Hazmat Training – Approved for PPE Level A

Safety Trained – Competent Person

Veriforce and Various DOT Pipeline Safety Training

Moraine Park Technical College

Mig and Tig Welding; Rod, Wire and Brazing Applications;Torch Use, Cutting and Welding

CDL with ABCDMNT Endorsements

Forklift Training

Solely responsible for mixing bentonite solution to the right consistency with an emphasis in directional 

drilling. Proficient working in and around drilling rigs and in the overall operation as an integral member 

of the specialized team. Multi-capable to assist with all types of drilling tasks and familiar with repair, 

set-up and operation of drill motors, power generators, mud pumps, bentonite mixers, drill pipe, 

reamers, steer tool wireline connections, couplings, etc. Involved in various types of directional drilling 

projects, line and cable, water and setting manholes.

Page 80
2004-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

28" 1741' Lafayette River, VA 2014

48" 2060' Tres Palacios River, TX 2014

48" 1692' Navidad River, TX 2014

36" 1311' Fraizer Creek, IL 2013

36" 3544' Illinois River, IL 2013

36" 3077' UP RR & Jefferson St, Tushka, OK 2013

36" 1499' 60" Water Main, OK 2013

36" 2133' Little River, OK 2013

36" 2610' Stroud, OK 2013

30" 4850' Red River, Thackerville, TX/OK 2012

24" 1386' Jonestown, PA 2012

8" 6669' Wilmington, NC 2012

24" 1701' Howard, MD 2011

36" 2496' Taterville, LA 2011

36" 5325' Kingston, LA 2011

16" 9931' Cooper River, SC 2010

42" 3485' Quachita River, LA 2010

42" 4067' LA State Hey 34, LA 2010

36" 5240' 2009

42" 3800' 2009

30" 2342' 2009

30" 1924' 2009

42" 2691' 2009

42" 3826' 2008

42" 3719' 2008

42" 2763' 2008

42" 1666' 2007

42" 2866' 2006

Education:

1999

Nick LeBlanc

817 W. Main Street, Brownsville, WI 53006

Field Operations Superintendent

Michels Corporation

Email: nleblanc@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

I-20, GA

Prairie River, LA

200th Ave, IL

Cole Creek, TX

Red River, LA

S. Fulton Parkway, GA

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all 

equipment and personnel to remote job sites throughout the United States; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical equipment; and 

necessary record keeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI

Pokegama Carnegie, WI

Carencro High - General Courses

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

Bland Rd/Morgan Ln, TX

Mississippi River, MO

Neches River, TX

Page 81
2006-Present

Diameter Length Location Year

12" 3472' Gilmore Lane, OR 2014

36" 1640' LaMoine River, IL 2013

36" 4304' Bois D' Arc, TX 2013

36" 4005' Canadian River, OK 2013

36" 1792' North Canadian River, OK 2013

30" 3042' Wyalusing, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

12" 2530' Cornwall, ONT, Canada 2011

10" 964' US Route 1, Fort Lauderdale, FL 2011

30" 3455' Marysville, MI-Searnia, Ontario 2011

42" 3008' White River, Russell, AR 2010

42" 5084' 2010

42" 3497' 2010

20" 5022' 2009

20" 5087' 2009

1995-2006

Education:

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Pokegama Carnegie, WI

Cliff Mclain

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Mississippi River, Helena, AR

Email: cmclain@michels.us

Little Red River, AR 

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Florence High School, Florence, WI 

Graduate - General Courses

Drill Operator, InterCon Construction, Madison, WI

Crane operator responsible for safe operation and timely placement of drill stem and 

equipment. Integral link in the drilling operation, from drill rig set-up, pipe pull back and 

rig-down of equipment. Also conducted pipe support operations at the exit side during 

pipeline pullback. Responsible for permitting and mobilization/demobilization of heavy 

and non-dimensional equipment to drill sites.

Mississippi River, Empire, LA

Page 82
2006-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Crossing/Location Year

36" 2697' Barrington Rd, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

12" 2557' Arkansas River, AR 2014

36" 2355' Salt Fork River, MO 2013

36" 2077' Chariton River, MO 2013

36" 3892' Red River, OK 2013

36" 4213' Menard Creek, TX 2013

36" 3571' Angelina River, TX 2013

36" 2908' 2013

36" 4505' S. Saskatchewan River, Alberta 2012

36" 2567' S. Sulpher, Sandhill, TX 2012

36" 1640' Sabine River, Pine Hurst Farm, TX 2012

30" 2133' Alberta, Canada 2012

42" 3443' Wetland R2, Bienville Parish, LA 2011

30" 5786' Lake Conway, Vernon, NJ 2011

42" 992' Bunkie, LA 2011

42" 1223' Bunkie, LA 2011

20" 2855' Suwannee River, FL 2010

42" 1786' Big Creek, LA 2010

10" HDPE 1723 McRAE Airport, McRAE, GA 2010

30" 1283' 2009

30" 1341' 2009

22" 2400' 2009

42" 3043' 2009

36" 2190' 2009

36" 4022' 2008

36" 3899' 2008

14" 8500' 2008

42" 2100' 2007

2000-2006

1995-2000

Education:

1980 Sauk Prairie High School, Sauk City, WI

Wisconsin River, WI

HDD Foreman, InterCon Construction, Madison, WI

Set up drill site location. Maintain daily operations of Directional Drill. Direct 

correspondence with contractors, landowners and other personnel dealing with drill 

operations.

Fuser/Welder, InterCon Construction, Madison, WI 

Ran house service and mainline extension for MG&E and Wisconsin Power and 

Light.

Bridgewood Sub., IN

Little Miami River, OH

Souris River, Canada

Hwy 401, Canada

Alberta, Canada

Dustin Beach, FL

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: crischmueller@aol.com

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Lakewood Freeway, GA

Kings Ridge, GA

Neches River & RR, TX

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Curt Rischmueller

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 83
2002-Present

Diameter Length Location Year

36" 1812' Highway 394, IL 2015

30" 1376' Tom's Creek, MS 2014

24" 2750' Escatawpa River, MS 2014

24" 3030' Big Creek Lake, AL 2014

24" 2020' Unnamed Creek, AL 2014

30" 2774' South Canadian River, OK 2013

30" 4987' Monksville Reservoir, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

20" 869' Centerview, MO 2012

20" 2458' Centerview, MO 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

30" 5786' Lake Conway, NJ 2011

42" 3008' White River, AR 2010

42" 1851' Siphon Creek, LA 2010

20" 5222' 2009

36" 2096' 2009

20" 1130' 2009

12" 2837' 2008

42" 1147' 2008

12" 665' 2007

12" 762' 2007

12" 744' 2006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ssanders@michels.us

Prairie River, MN

Halifax Harbour, Nova Scotia

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Wisconsin River, WI

Monee, IL

Monee, IL

Monee, IL

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Pokegama Carnegie, WI

Wilson Bay, NC

Steve Sanders

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 84
1995-2002

Education:

1994

1990

HDD Rig Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of 

a specialized team. Multi-capable to assist with all facets of drilling operations. 

Familiar with mechanical repairs; hydraulics; fluids; set-up and operation of drill 

motors; power generators; mud pumps; bentonite mixers; drill pipe; reamers; 

couplings; and overall equipment maintenance and operation.

Graduate of Berlin High School, Berlin, WI

UW Stout, WI

Page 85
1998 - Present

Diameter Length Location Year

36" 2303' Liberty Street, IL 2015

36" 2908' Neches River & RR, TX 2013

16" 1110' 2012

10" 3745' 2012

12" 4300' 2012

30" 7600' Livingston & Oakland County, MI 2011

12" 6106' Westmoreland County, PA 2010

1992 - 1998 Foreman, Michels Dirrecional Crossings, Brownsville, WI

1987 -1992

Education:

A Year of Mechanical Drawing at NWTI (Norheast Wisconsin Technical Institute)

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of plots 

and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

New Berlin, WI

Phone: (920) 583-3132 / Fax: (920) 583-3429

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working 

knowledge of computers and downhole survey along with surveying and surveying instrumentation. 

Some more notable crossings include, but are not limited to: 

Dale Schinderle

Field Operations Superintendent

Michels Corporation

Laborer/Operator, Michels Corporation Pipeline Division, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power 

generators; mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall 

equipment maintenance and operation. Was a member or the IBEW out of Michigan.

Email: dschinde@michels.us

817 W. Main Street, Brownsville, WI 53006

Marathon County, WI

Responsible for coordinating directional boring rigs for various size gas, water, sewer, 

electrical and communication lines throughout the United States. Complete knowledge of 

directional drilling technology and procedures. Duties include rig set-up, operation and 

maintenance, employee management. 

Fort Lauderdale, FL

1995 Became a member of Operationg Engineers

Page 86
2012-Present

Diameter Length Location Year

18" 12,459 Houston Ship Channel, TX 2015

36" 3805' Williamette River, OR 2014

30" 1701' Red River, OK 2013

30" 2344' Delaware River, PA/NJ 2013

30" 1246' OK City Water Main, OK 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4801' 18th Street, NJ 2013

30" 5378' Hudson River, NY/NJ 2012

2007-2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines as well as environmental wells. Duties 

include mobilization of all equipment and personnel to remote job sites throughout the 

United States; the set-up and drilling of crossings; on-site maintenance of mechanical 

and technical equipment; and necessary recordkeeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Skilled equipment operator with the operation of technical, lifting and heavy 

equipment for directional drilling operations. Working knowledge of hydraulic 

engineering and applied mechanical engineering. Skilled in hydraulics repair, electrical 

repair, welding and troubleshooting. Working knowledge of computers and down hole 

survey along with surveying and surveying instrumentation. Responsible for surveying, 

staking and design of directional drill path and curve, drilling the pilot hole, monitoring 

the drill path and calculating and interpreting the ground elevations and contours. 

Complete surveying skills and experience utilizing a Total Station (Theodolite with builtin EDM) for lay out of grade elevations over all types of topography in establishing 

alignment tying into existing surveyed points (benchmarks). On-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. Some 

more notable crossings include, but are not limited to:

HDD Operator, Michels Directional Crossings, Michels Corporation, Brownsville, WI

Ryan Jackson

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: rjackson@michels.us

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

Page 87
Diameter Length Location Year

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

10" 1495' Missoula, MT 2012

24" 1546' Colorado River, CO 2011

12" 1612' WBC62 (Offshore), LA 2011

10" 3447' Grand Lake, OK 2011

12" 2484' Wetland #13, NC 2011

42" 1998' I-49, LA 2010

42" 5248' Saline Bayou, LA 2010

36" 3942' Trinidad & Tabago 2010

42" 2914' Bayou Pierre, LA 2010

Education:

30 Hour OSHA Training

Safety Trained with Forklift & Excavator - Competent Person

2004 Graduate of Winnebago Luthern Academy, Fond du Lac, WI

Page 88
2013-Present Manager - Direct Pipe, Michels Directional Crossings, Brownsville, WI

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,002' Hwy 225, Deer Park, TX - HK300PT Installation 2015

36" 1,092' Lubrizol Drainage, LaPorte, TX - HK300PT Installation 2015

48" 2,455' Rio Grande River, El Refugio, TX - HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX - HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada - HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

2013

2011-2013 Project Engineer, Michels Tunneling, New Berlin, WI

2010 Engineer Internship, Michels Tunneling, New Berlin, WI

2009 Pipeline Laborer, Michels Tunneling, New Berlin, WI

2003-2007 Concrete/General Laborer, Forino Developers, Skinking Springs, PA

PROFESSIONAL EXPERIENCE:

Project Manager, Michels Tunneling, New Berlin, WI

email: msmith@michels.us

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating Direct Pipe projects for various size gas, water, sewer, electrical and 

communication lines. Assists with project design and methods of operation. Oversees clarification and 

interpretation of construction drawings. Assumes accountability for the direction and performance of 

construction personnel. Oversees project schedule, safety, profitability and cost control.

Planned, scheduled, conducted, and coordinated assigned engineering work; monitored work for 

compliance to appplicable codes, accepted engineering practices, and ensured effective communication 

and coordination on projects between all disciplines and project participants.

Matthew Smith

Manager - Direct Pipe

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

OCI Project No. DB10-WASD-01 ESP - Miami, FL

Mico-tunnel installation of 1200 LF of 72" Permalok steel casing under the Government Cut Channel in 

Miami. The casing will be installed through the coral rock formation from a shaft constructed by others 

on Fisher Island to a shaft in the water off South Beach.

PROJECT PROFILE:

Responsible for overall site/field management and safety of microtunneling/tunneling projects. Monitor 

project budget including month end computations and projections. Coordinate project development 

between project engineer, superintendent and foreman. Prepare/submit all submittals, RFIs, extra work, 

contract change orders and pay requests.

Page 89
TRAINING AND CERTIFICATIONS:

EDUCATION:

SFPUC Bay Tunnel - San Francisco, CA

Intracoastal Waterway Pipeline Relocation, Galveston Causeway, Galveston, TX

700' of 48" Permalok tunnel drives through clay underneath the Galveston Bay for installation of new 

waterline for the City of Galveston. Michels Tunneling was the 4th contractor to attempt this project and 

completed it successfully and under budget.

The project includes 26,208 LF of 12'-10" diameter concrete segmented tunnel under the San Francisco 

Bay from Menlo Park on the S.F. Peninsula Bay to Newark in the East Bay area, two slurry diaphragm wall 

shafts, and 108" cement motor lined steel pipe welded in the tunnel and shafts as a final liner carrier pipe.

Confined Space Certified

Crane Signaler Certified

Gonzaga University, Spokane, WA

Bachelors of Science: International Business

Akron II - Akron, Ohio

The second phase of a sewer installation, including 2 microtunneling runs installed 1,086 LF 48" Hobas.

Massillon Road Sanitary Sewer Improvement - Akron, Ohio

Massillon Road 2,925 LF of 42" Cenrifugally Cast Fiberglass Reinforced Polymer Motar Pipe sanitary sewer 

gravity sewer, microtunnel installation; 1,328 LF of 48" CCFRPM pipe on micropile support, 29 LF of 36" 

OH CCFRPM pipe, gravity sewer, micropile support. 7 EA shaft excavations with steel sheeted ground and 

7 EA manholes structures. 250 LF of open cut excavation with steel sheeted support.

Page 90
2010-Present Superintendent/DIRECT PIPE, Michels Directional Crossings, Brownsville, WI

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,002' Hwy 225, Deer Park, TX - HK300PT Installation 2015

36" 1,092' Lubrizol Drainage, LaPorte, TX-HK300PT Installation 2015

48" 2,455 Rio Grande River, El Refugio, TX-HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX-HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada-HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

48" 333' 2012

30" 5,378' 2012

36" 6,500' 2012

42" 426' 2011

HDD INSTALLATIONS

Diameter Length Crossing/Location Year

8" 7321' 2014

42" 4441' 2013

30" 5378' 2012

8" 2645' 2012

30" 3042' 2012

24" 2458' 2012

20" 2108' 2012

36" 1392' 2012

16" 5754' 2012

24" 1701' 2011

24" 3589' 2011

24" 2645' 2011

36" 4992' 2011

30" 5786' 2011

42" 5117' 2011

42" 5732' 2011

36" 5325' 2011

36" 3776' 2010

16" 9931' 2010

42" 4067' 2010

Skilled equipment operator with the operation of technical, lifting and heavy equipment for direct pipe & 

directional micro-tunnel operations as well as directional drilling operations. Working knowledge of 

hydraulic engineering and applied mechanical engineering. Skilled in hydraulics repair, electrical repair, 

welding and troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Golf Course & Nehamcolin, Jonestown, PA

West Joliet Circle, New Berlin, WI

Hudson River, Manhattan, NJ/NY - HK300PT Assist

Kansas City RR, Kingston, LA

Chemung River, Corning, NY - HK750PT Installation

St. Johns River, Jacksonville, FL - HK300PT Assist

Chemung River, Corning, NY

MP 9.3 Landslide, MT

Goethals Bridge, NY

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Hackensack River, Secaucus, NJ

Responsible for coordinating and drilling directional boring projects for various size gas, water, sewer, 

electrical and communication lines. Duties include mobilization of all equipment and personnel to remote 

job sites throughout the United States; the set-up and drilling of crossings; on-site maintenance of 

mechanical and technical equipment; and necessary record keeping of plots and production. 

18th Street, Jersey City, NJ - HK750PT Installation

email: emcbrair@michels.us

Eric McBrair

 Superintendent/DIRECT PIPE

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

LA State Hwy 34, Chatam, LA

Susquehanna River, Wyalusing, PA

Interstate 70, Jonestown, PA

Bayonne West, Bayonne, NJ

Cooper River, Charleston, SC

Hudson River, NJ/NY

Schmelzie, Tioga Junction, PA

Atchafalaya & 2 Levees, Melville, LA

Lake Conway, Vernon, NJ

Nature Conservatory, Westdale, LA

Old River & I-49, Melrose, LA

Bruce B. Downs, Tampa, FL

Wetland P, Howard, MD

Page 91
2011-2012

2003-2011

2001-2003

Education:

2001

2000 Graduate of Berlin H.S., Berlin, WI

Graduate of Fox Valley Technical College, Appleton, WI

General Laboror, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a specialized team. 

Multi-capable to assist with all facets of drilling operations. Familiar with mechanical repairs; hydraulics; 

fluids; set-up and operation of drill motors; power generators; mud pumps; bentonite mixers; drill pipe; 

reamers; couplings; and overall equipment maintenance and operation. 

House Builder

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical engineering. 

Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working knowledge of computers 

and down hole survey along with surveying and surveying instrumentation. Responsible for surveying, 

staking and design of directional drill path and curve, drilling the pilot hole, monitoring the drill path and 

calculating and interpreting the ground elevations and contours. Complete surveying skills and experience 

utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade elevations over all types of 

topography in establishing alignment tying into existing surveyed points (benchmarks). On-site maintenance 

of technical equipment, and necessary record-keeping of plots and drilling logs.

Operator/Surveyor, Michels Directional Crossings, Brownsville, WI

Page 92
2006-Present

Diameter Length Year

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

42" 3114' Beaver Lake, Fort Mc Murray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

30" 2667' South Fork Ten Mile Creek, PA 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

24" 3269' Transfer Line 2, IN 2014

36" 1874' Wetland S-517C, IN 2014

42" 4284' Vermillion River, Canada 2013

42" 3392' N. Saskatchewan River, Canada 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

36" 2133' Little River, OK 2013

36" 4342' Deep Fork river, OK 2013

36" 4505' Medicine Hat Alberta Canada 2012

36" 4993' Atchafalaya River, LA 2011

20" 3080' Rock Creek, OR 2011

42" 4272' St. John's River, BC 2011

14" 1633' Ocean Sciences, Newfoundland 2011

42" 2204' Bayou Comitte, LA 2010

36" 1873' 2009

24" 3009' Middle Salinas River, CA 2008

24" 1985' 2008

30" 1657' 2008

30" 2739' 2008

30" 2007' 2008

20" 3835' 2008

30" 1330' 2007

32" 3947' 2007

2004-2006

Education:

2002 Park Rapids Area High School 

Nick's Conoco, Park Rapids, MN

Jeremiah Yliniemi

Field Operations Foreman

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Couse Midden, FL

Paso Robles Turnout, CA

Crossing/Location

Peruque Creek, MO

St. Lucie Canal, FL

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

L-8 Canal, FL

King County, WA

Angles National Forest, CA

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all 

equipment and personnel to remote job sites throughout the United States; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical equipment; and 

necessary record keeping of plots and production. 

Field Operations Foreman, Michels Corporation, Brownsville, WI 

Petitcodic River, Canada

Page 93
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

HDD PLAN AND PROFILE FIGURE 2A 

Page 94
1650

1700

1650

1700

MP 166 0.MP 166.5MP 167.0

M

P 167 5.

PROPOSED LO-B-3

N. 16876473.92914

E. 1239005.64260

LAT. N46° 26' 17.2192"

LONG. W100° 35' 33.7966"

PROPOSED LO-B-4

N. 16876608.33334

E. 1239839.86073

LAT. N46° 26' 18.7117"

LONG. W100° 35' 21.9238"

PROPOSED LO-B-5

N. 16876684.66291

E. 1241094.42984

LAT. N46° 26' 19.7138"

LONG. W100° 35' 04.0321"

PROPOSED LO-B-6

N. 16876805.08724

E. 1242288.15925

LAT. N46° 26' 21.1384"

LONG. W100° 34' 47.0215"

1700

ND-MO-199.900

ND-EM-002.000

ND-MO-198.900

ND-MO-197.000

ND-MO-199.000

ND-EM-001.000

200'

50'

250'

150'

CONCEPTUAL

HDD ENTRY POINT

N. 16877035.65755

E. 1244049.30458

LAT. N46° 26' 23.7611"

LONG. W100° 34' 21.9398"

250'

175'

200'

150'

CONCEPTUAL

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

PROPOSED LO-B-2

N. 16876319.02322

E. 1237513.70705

LAT. N46° 26' 15.3928"

LONG. W100° 35' 55.0544"

CLAYEY SAND W/ OCCASIONAL GRAVEL

FINE TO COARSE GRAVEL W/ SILT AND SAND

70'

64'

SANDY CLAY W/

OCCASIONAL FINE GRAVEL

SANDY CLAY

SAND

SILTY SAND

CLAY

SANDY SILT

CLAY

SANDY SILT

SILTY SAND 10

20

13

11

7

6

9

5

6

10

13

13

11

11

8

42

20

44

18

39

28

26

31

40

58

33

31

39

48

54

67

CLAY

SAND W/ CLAY

SAND W/ TRACE CLAY

SAND W/ INTERBEDDED CLAYSTONE

CLAYEY SAND

SAND W/ CLAY

SAND

SILTY SAND

100/15"

100/15"

65

50/6"

50/5"

50/5"

50/4"

50/4"

50/5"

50/6"

50/5"

100/15"

100/15"

100/15"

100/16"

100/16"

100/14"

50/6"

100/16"

50/4"

63

100/16"

50/3"

50/4"

50/6"

50/1"

50/3"

32/3"

50/4"

50/4"

67

50/6"

50/4"

73

100/15"

50/3"

50/6"

50/5"

70

50/3"

50/4"

50/5"

64

52

13

13

16

15

10

111'

FIGURE 2A

: P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD Figure 2.dwg\TAB:Figure 2A modified on Mar 09, 2015 - 7:51pm MWC MAM

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov.

Aerial image taken from Google Earth Pro © 2015, licensed to GeoEngineers, Inc., image dated 09/30/13.

Ground surface survey provided by Wood Group Mustang, Inc.

Shape files provided by Contract Land Staff, LLC.

CONCEPTUAL 30" HORIZONTAL DIRECTIONAL DRILL - 7,500'

SPT (N)

TYPE OF SOIL

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

LO-B-7

CONCEPTUAL 30" HDD PROFILE

CONCEPTUAL

HDD ENTRY POINT

CONCEPTUAL HDD

EXIT POINT

LAKE OAHE

PROPOSED LO-B-6

(DEPTH 140')

PROPOSED LO-B-5

(DEPTH 140')

PROPOSED LO-B-4

(DEPTH 140')

PROPOSED LO-B-3

(DEPTH 140')

PROPOSED LO-B-2

(DEPTH 165')

LO-B-1

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION

AREA (SEE FIGURE 2B FOR LAYOUT)

EMMONS

COUNTY

MORTON

COUNTY

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON & EMMONS COUNTIES, NORTH DAKOTA

DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL SITE PLAN AND PROFILE

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

LEGEND:

Proposed Boring Location

Major Contour - 50' Interval

Minor Contour - 10' Interval

ISSUED DATE: MARCH 09, 2015

GROUND SURFACE (SURVEY)

LAKE OAHE

(APPROX. WATER LEVEL)

EXISTING PIPELINE

PROPERTY LINE (TYP.)

CONCEPTUAL TEMPORARY

HDD ENTRY WORKSPACE

CONCEPTUAL

TEMPORARY HDD

EXIT WORKSPACE

MATCH LINE (SEE FIGURE 2B)

PROPOSED DAKOTA

ACCESS PIPELINE

ALIGNMENT (03-09-2015)

EDGE OF

WATER (TYP.)

LO-B-1

LO-B-7

FLUID EQUILIBRIUM

ELEVATION (1638')

Page 95
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

TYPICAL ENTRY/EXIT 

LAYOUT REQUIREMENTS 

Page 96
Page 97
Page 98
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

GRUNDORAM PNEUMATIC HAMMER 

Page 99
Conductor Barrel'M

A sure start for your bore even in the

worst soil.

.Ram casings through difficult soil

conditions to more desirable drill

starting points.

.Guide down-hole or mud motors to rocky

soils through the conductor barrel-

.Provides friction-free section for product

pullback.

Pullback Assist

Overcome hydrolock with a pipe rammer.

.Rammer attached to product pipe during

pullback.

.Percussive action keeps pipe moving and

helps prevent high levels of pullback

stress.

.Percussive power frees immobilized

product pipes.

Pipe Removal

Remove stuck product pipe and bore again.

.Rammer attached to product pipe after

pullback fails.

.Percussive action pulls product pipe,

removing it from the bore.

.Salvage the job and bore again.

Drill Stem Recovery

Retrieve stuck drill stems.

.Pipe Rammer fitted with a special sleeve.

.Stuck drill stem welded to the back of

the rammer sleeve.

.Percussive power frees drill stem, saving

time and money.

Page 100
I "'

II p OIJle,I"\

\ lJlit~o(j.t

\Ci/f!itg! . .

...

Who would have thought that

there would be an international requirement for a GRUNOORAM hammer -larger than

the GOLIA TH 450 mm (18}

machine?

International demand has

made the new TAURUS 600

mm (24') a must. Thanks to its

dimensions and thrust of up

to 2,000 tons (4,480 Ibs) the

TAURUS is the largest steel

pipe ramming machine that

exists.

Steel pipes up to 2, 000 mm

(80') can now be installed

with this powerful machine

when installing casing

or product pipes for

the water, sewage, telephone, electricityand

gas industries or railway

authorities.

When other ramming equipment has reached its power

limit the TAURUS offers that

extra power to get that pipe

into the ground.

It is designed of a monoblock

main casing made from a

high quality alloy with a unique flexible control stud for

perfect impact transmission

onto the steel pipe. This

makes it a reliable and lasting

boring unit even in difficult soil

conditions or over long stretches of steel pipe installation.

A GRUNOORAM's number of

strokes has a direct influence

on the forward ramming

speed. However, high ground

22

Page 101
TAURUS

24"

12 ft

10,580Ibs

.1.766 ft3/min

180

4,400 Ibs

>380

! 0oframmer Length Weight Air consumption.

Strokes per min. .

Thrust Suitable for pipes.

A T AURUS used on a gas

pipeline installation.

I resistance and friction require

/ a low stroke frequency with a

higher single impact. The

GRUNDORAM model TAURUS

with 180 strokes/min and more

than 2,000 tons (4,480 Ibs) of

dynamic thrust ensures high

ramming speeds even under

the most difficult conditions.

to resist the highest stress in diffi

cult soils thanks to its monoblock

casing and flexible control stud.

The development of the new

T AURUS is the result of years

of R & D in the field of

trenchless pipe laying

systems.

23

Page 102
Page 103
Page 104
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MGS STEER TOOL SYSTEM 

Page 105
 The Magnetic Guidance System (M.G.S.) is 

designed to address a wide range of applications from 

normal oil and gas drilling to drainhole and pipeline river 

crossing drilling. 

 While directional drilling with either a downhole 

motor or jetting operation, the system permits you to 

guide the bit with utmost accuracy. Data is transmitted 

to surface via a single-conductor wireline. 

 The system comprises three main sub-sections: the 

downhole probe, the surface processing unit, and the 

driller’s remote display. 

 Useful features include the ability to monitor the 

magnetic moments during drilling operations and to 

perform probe operational diagnostics while downhole 

as well as to verify probe calibration at the drilling 

location. 

 The directional engineer has the option to drill using 

either magnetic tool face or gravity tool face, along with 

having the magnetic hole direction and hole inclination 

displayed on a continuous basis from the remote 

readout. The surface processing unit provides duplicate 

output as the remote display, as well as the magnetic 

parameters including voltage temperature. A printed 

record of the data is available at selected intervals by the 

operator. The M.G.S. downhole probe incorporates the 

latest technology in accelerometers, magnetometers, 

calibration and modeling techniques to provide a rugged 

and reliable tool. 

PROBE SPECIFICATIONS 

SENSORS: 

 3 Axis Accelerometers 

 All Angle Capability 

 3 Axis Magnetometers 

DIMENSION & RATING: 

 Probe Length ........................................................... 47.25” 

 Probe Diameter .......................................................... 1.38” 

 Protective Housing ................................................. 1.75” x 6’ 

 Protective Housing Pressure Rating ..................... 20,000 P.S.I. 

 Maximum Operating Temperature ................................. 125o

C 

 Repeatability ............................................. 0.2o

 at Horizontal 

 0.5o

 at 4o or Less 

 Accuracy .................................................................. ± 1% 

DRILLER’S CONSOLE: 

 Two 4-character L.C.D. displays for Inclination, Azimuth and Tool 

 Face Mode 

 360o Rotating Pointer for Tool Face Position 

 Hermetically Sealed Unit 

 12 Vac Operation 

 Electronics Isolated From Case 

 Easily Positioned Near Driller 

SOFTWARE:

 Displays Individual Sensor Values 

 Display of All Magnetic Parameters 

 Tool Face Offset Option 

 Complete Diagnostic Check 

 Automatic Tool Face Switching Mode Option 

 Data Printout on Request 

 Menu Driven 

 Borehole Survey Calculations 

SURFACE PROCESSOR: 

 COMPAQ Portable or IBM Compatible with Printer 

MAGNETIC GUIDANCE SYSTEM

Page 106
Page 107
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

GYROSCOPIC 

STEER TOOL SYSTEM 

Page 108
DRILLGUIDE GYRO STEERING TOOL 

 

Technical Specifications – 

Electric Power (Input on surface) 110-Volts AC / 50 Hz 

Electric Power (Output to Downhole Tool) 48-Volts AC 

Tool OD 6-5/8-inches 

Tool Length 9-ft 

Tool Joint Connection (Box Up x Pin Down) 4-1/2 IF 

Maximum Allowed Torque (on Tool Housing) 18,000-foot pounds 

Maximum Allowed Push/Pull (on Tool Housing) 75,000-pounds 

Maximum Allowed Temperature (on Tool) 120-f 

Maximum Allowed Shock (on Tool) 50-g (half sine wave) 

Maximum Allowed Vibration (on Tool) 20-g up to 200-Hz 

Maximum Allowed Mud Pressure (on Tool) 650-psi 

Maximum Allowed Side Load (on Tool Housing) 33,000-pounds 

Accuracy – 

Azimuth 0.04° 

Inclination 0.01° 

Tool Face 0.02° 

For additional information - http://www.drillguide.com

Page 109
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

PARA TRACKER SYSTEM 

Page 110
ParaTrack2 Survey and Guidance System Specifications 

Downhole Survey Probe

Shock mounted triaxial accelerometers and magnetometers, temperature sensor and 

digitizing circuitry contained in 1.750 in. dia. x 55.3 in. long beryllium copper 

pressure barrel. Telemetry and power via wireline. 

Temperature Rating: 85°C 

Pressure Rating: 1200 bar 

Survey Accuracy: 

Inclination: ±0.1°

Azimuth: ±0.4°

Toolface: ±0.5°

Maximum wireline length: 5000 meters 

Interface Unit

Input: 85-265 VAC 50-60 HZ 

Output: 48VDC, 50 mA 

Guidance System

A single signal wire earthed at each end or with a return wire to close the loop. 

Guidance Unit Input: 85-265 VAC 50-60 HZ 

Guidance Unit Output: 34 VRMS, 6 Amps p-p max. 

Position Accuracy: ±2% of separation from signal wire 

Drillpipe and Borehole Pressure Module

(requires compatible survey probe) 

Borehole gauge, 0-500 psi Full Scale, 1200 psi survival, 2400 psi burst 

Drillpipe gauge, 0-2000 psi Full Scale, 6000 psi survival, 10000 psi burst 

Non-linearity +/-0.1 %FS 

Hysteresis +/-0.015 %FS 

Repeatability +/-0.01 %FS 

Page 111
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DRILL RIGS 

SPECIFICATION 

Page 112
 A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

UNI 250X400 

(1) RIG OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Weight: 81,640 Lbs 

Height: 9’ 6” 

Length: 40’ 

Width: 8’ 6” 

Engine Make: John Deere 

Horsepower: 450 HP 

On Board Fluid Pump 314 GPM 

DRILL RIG CAPACITY

Torque Capacity: 40,000 Ft/Lbs 

Max Spindle Speed: 100 RPM 

Thrust/Pull: 250,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 42” 

Drilling Distance: 4,000’ 

DRILLING SPECIFICATIONS (ROCK)

MAXIMUM RECOMMENDED 

Back Ream: 42” 

Drilling Distance: 4,000’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole beacon 

tracked with hand-held 

surface locator 

Accuracy: 12” Window 

Max Locating Depth: 50’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 

three dimensional 

coordinate data to 

surface 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

Page 113
A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

TITAN 440 

(2) RIGS OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Weight: 120,000 Lbs 

Height: 13’ 6” 

Length: 54’ 

Width: 8’ 6” 

Engine: Dsl Cat Model 3412 

Horsepower: 750 HP 

DRILL RIG CAPACITY

Torque Capacity: 53,500 Ft/Lbs 

Max Spindle Speed: 70 RPM 

Thrust/Pull: 440,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 54” 

Drilling Distance: 6,500’ 

DRILLING SPECIFICATIONS (ROCK) 

MAXIMUM RECOMMENDED 

Back Ream: 48” 

Drilling Distance: 6,500’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 3 

dimensional coordinate 

data 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

Toolface ±0.5o 

SECONDARY SURVEY SYSTEM SPECIFICATIONS

Type: ParaTrack

Accuracy: Inclination ±0.1o 

 Azimuth ±0.4o 

Toolface ±0.5o

Type: Tru-Track

Accuracy: ± 2% of Vertical Depth of 

borehole 

Type: Gyro

Accuracy: Inclination ±0.04o 

 Azimuth ±0.01o 

Toolface ±0.02o

Page 114
A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

 

ATLAS 840 

(7) RIG OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Weight: 88,000 – 93,000Lbs Varies 

Height: 13’ 6” 

Length: 54’ 

Width: 8’ 6” 

Engine: Dsl Cat Model 3456 or 3412 

Horsepower: 660 HP or 750 HP 

DRILL RIG CAPACITY

Torque Capacity: 160,000 Ft/Lbs 

Max Spindle Speed: 100 RPM 

Thrust/Pull: 840,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 60” 

Drilling Distance: 6,500’ 

DRILLING SPECIFICATIONS (ROCK)

MAXIMUM RECOMMENDED 

Back Ream: 52” 

Drilling Distance: 6,500’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 3 

dimensional coordinate 

data 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

Toolface ±0.5o 

SECONDARY SURVEY SYSTEM SPECIFICATIONS

Type: Tru-Track

Accuracy: ± 2% of Vertical Depth of 

borehole 

Type: ParaTrack

Accuracy: Inclination ±0.1o 

 Azimuth ±0.4o 

Toolface ±0.5o

Page 115
 A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

HERCULES 

(4) RIGS OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Height: 13’ 6” 

Length: 53’ 

Width: 8’ 6” 

Horsepower: 1500+ HP (750 HP ea) 

DRILL RIG CAPACITY

Torque Capacity: 160,000 Ft/Lbs 

Max Spindle Speed: 100 RPM 

Thrust/Pull: 1,260,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 96” 

Drilling Distance: 8,000’ 

DRILLING SPECIFICATIONS (ROCK) 

MAXIMUM RECOMMENDED 

Back Ream: 60” 

Drilling Distance: 8,000’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 

three dimensional 

coordinate data to 

surface 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

SECONDARY SURVEY SYSTEM SPECIFICATIONS

Type: Tru-Track

Accuracy: ± 2% of Vertical Depth of 

borehole 

Type: ParaTrack

Accuracy: Inclination ±0.1o 

 Azimuth ±0.4o 

Toolface ±0.5 

Page 116
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

BENTONITE BRANDS 

PRODUCT DATA/MSDS SHEETS 

Page 117
Drilling Application/Desired Results lb/100gal lb/bbl kg/m3 

Normal drilling 15 - 25 6 - 11 15 - 30 

In gravel or other poorly consolidated formation 25 - 40 12 - 18 35 - 50 

Lost circulation control 35 - 45 15 - 20 40 - 45 

Added to freshwater mud to improve hole cleaning properties, increase hole stability 

and develop filter cakes 5 - 10 2 - 5 6 - 14 

TYPICAL AMOUNTS OF MAX GEL ADDITIONS ADDED TO FRESH WATER

MAX GEL is used in the following applications to rapidly build mud viscosity and provide superior hole 

cleaning, as well as to help control lost circulation, formation sloughing and promote hole stability in 

unconsolidated formations. 

• Potable water wells 

• Mineral exploration (coring and rotary drilling) 

• Horizontal directional drilling 

• Blast holes 

• Shaft drilling 

• Monitor / observation wells 

• Gel-foam air drilling applications 

• Yields more quickly than API-standard bentonite 

• Non-toxic and proven suitable for use in drilling potable water wells 

• Increased penetration rates are exhibited due to lower solids content than regular bentonite systems 

• Transportation and storage costs are reduced due to lower treatment requirements as compared to 

bentonite

Product Bulletin 

MAX GEL  

MAX GEL viscosifier is a premium Wyoming bentonite blended with special extenders 

producing a viscosifier that will yield more than twice as much viscosity as regular Wyoming 

bentonite. MAX GEL is a high-yielding, easily mixed, superior mud making bentonite in fresh 

water.

ADVANTAGES 

APPLICATIONS 

Certified to 

ANSI/NSF 60 

Page 118
• Loses effectiveness in water containing >7500 mg/l sodium chloride / 240 mg/l calcium 

• If dispersants or thinners are to be used, they should be added sparingly, using 50% or less of the normal 

treatment 

Physical appearance .............. Light tan / gray – green powder 

Specific gravity .................... 2.3 - 2.5 

Approximate yield ................ 220 bbl/ton 

Bioassay information available upon request. No special requirements are necessary for handling and 

storage. Avoid inhalation of dust. A dust respirator and goggles are recommended if mixing in an enclosed 

area. 

MAX GEL is packaged in 50 lb. (22.7-kg), multi-wall, paper sacks and is available in bulk. Store in a dry 

location (slip hazard when wet) and minimize dust (use dust-less systems for handling, storage and cleanup).

LIMITATIONS 

TYPICAL PHYSICAL 

PROPERTIES 

TOXICITY AND 

HANDLING 

PACKAGING AND 

STORAGE 

This material is supplied solely for informational purposes and M-I L.L.C. makes no guarantees or warranties, either expressed or implied, with respect to the accuracy 

or use of this data. All product warranties and guarantees shall be governed by the Standard Terms of Sale. 

Page 119
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10618 - MAX GEL

MATERIAL SAFETY DATA SHEET

MAX GEL

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

TRADE NAME: MAX GEL

OTHER NAME: Bentonite

CHEMICAL CLASS: Naturally occuring mineral.

APPLICATIONS: Oil well drilling fluid additive. Viscosifier.

EMERGENCY TELEPHONE: 281-561-1600

SUPPLIER: Supplied by a Business Unit of

M-I L.L.C.

P.O. Box 42842, Houston, Texas 77242-2842

See cover sheet for local supplier.

TELEPHONE: 281-561-1509

FAX: 281-561-7240

CONTACT PERSON: Sam Hoskin - Manager, Occupational Health

2. COMPOSITION, INFORMATION ON INGREDIENTS

INGREDIENT NAME: CAS No.: CONTENTS : EPA RQ: TPQ:

Silica, crystalline, quartz 14808-60-7 2-15 %

Bentonite 1302-78-9 70-95 %

Silica, crystalline, Cristobalite 14464-46-1 2-12 %

Silica, crystalline, Tridymite 15468-32-3 1-5 %

Gypsum 13397-24-5 0-1 %

3. HAZARDS IDENTIFICATION

EMERGENCY OVERVIEW:

CAUTION! MAY CAUSE EYE, SKIN AND RESPIRATORY TRACT IRRITATION. Avoid contact with eyes, skin 

and clothing. Avoid breathing airborne product. Keep container closed. Use with adequate ventilation. Wash thoroughly

after handling.

This product is a/an gray to tan powder. Slippery when wet. No significant immediate hazards for emergency response 

personnel are known.

ACUTE EFFECTS:

HEALTH HAZARDS, GENERAL:

Particulates may cause mechanical irritation to the eyes, nose, throat and lungs. Particulate inhalation may lead to 

pulmonary fibrosis, chronic bronchitis, emphysema and bronchial asthma. Dermatitis and asthma may result from short 

contact periods.

INHALATION: May be irritating to the respiratory tract if inhaled.

INGESTION: May cause gastric distress, nausea and vomiting if ingested.

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10618 - MAX GEL

SKIN: May be irritating to the skin.

EYES: May be irritating to the eyes.

CHRONIC EFFECTS:

CARCINOGENICITY:

IARC: Not listed. NTP: Not listed. OSHA: Not regulated.

ATTENTION! CANCER HAZARD. CONTAINS CRYSTALLINE SILICA WHICH CAN CAUSE CANCER. Risk 

of cancer depends on duration and level of exposure.

IARC Monographs, Vol. 68, 1997, concludes that there is sufficient evidence that inhaled crystalline silica in the form of 

quartz or cristobalite from occupational sources causes cancer in humans. IARC classification Group 1.

ROUTE OF ENTRY:

Inhalation. Skin and/or eye contact.

TARGET ORGANS:

Respiratory system, lungs. Skin. Eyes.

4. FIRST AID MEASURES

GENERAL: Persons seeking medical attention should carry a copy of this MSDS with them.

INHALATION: Move the exposed person to fresh air at once. Perform artificial respiration if breathing has stopped. Get medical attention.

INGESTION: Drink a couple of glasses water or milk. Do not give victim anything to drink of he is unconscious. Get medical attention.

SKIN: Wash skin thoroughly with soap and water. Remove contaminated clothing. Get medical attention if any discomfort 

continues.

EYES: Promptly wash eyes with lots of water while lifting the eye lids. Continue to rinse for at least 15 minutes. Get medical 

attention if any discomfort continues.

5. FIRE FIGHTING MEASURES

AUTO IGNITION TEMP. (?F): N/D

FLAMMABILITY LIMIT - LOWER(%): N/D

FLAMMABILITY LIMIT - UPPER(%): N/D

EXTINGUISHING MEDIA:

This material is not combustible. Use extinguishing media appropriate for surrounding fire.

SPECIAL FIRE FIGHTING PROCEDURES:

No specific fire fighting procedure given.

UNUSUAL FIRE & EXPLOSION HAZARDS:

No unusual fire or explosion hazards noted.

HAZARDOUS COMBUSTION PRODUCTS:

Not relevant.

6. ACCIDENTAL RELEASE MEASURES

PERSONAL PRECAUTIONS:

Wear proper personal protective equipment (see MSDS Section 8).

Page 121
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10618 - MAX GEL

SPILL CLEAN-UP PROCEDURES:

Avoid generating and spreading of dust. Shovel into dry containers. Cover and move the containers. Flush the area with 

water. Do not contaminate drainage or waterways. Repackage or recycle if possible.

7. HANDLING AND STORAGE

HANDLING PRECAUTIONS:

Avoid handling causing generation of dust. Wear full protective clothing for prolonged exposure and/or high 

concentrations. Eye wash and emergency shower must be available at the work place. Wash hands often and change 

clothing when needed. Provide good ventilation. Mechanical ventilation or local exhaust ventilation is required.

STORAGE PRECAUTIONS:

Store at moderate temperatures in dry, well ventilated area. Keep in original container.

8. EXPOSURE CONTROLS, PERSONAL PROTECTION

OSHA PEL: ACGIH TLV: OTHER:

INGREDIENT NAME: CAS No.: TWA: STEL: TWA: STEL: TWA: STEL: UNITS:

Silica, crystalline, quartz 14808-60-7 * 0.1 mg/m3 

resp.dust

Bentonite 1302-78-9 5 3 mg/m3 

resp.dust

Silica, crystalline, Cristobalite 14464-46-1 * 0.05 mg/m3 

resp.dust

Silica, crystalline, Tridymite 15468-32-3 * 0.05 mg/m3 

resp.dust

Gypsum 13397-24-5 15 mg/m3 

total 

dust

INGREDIENT COMMENTS:

* OSHA PELs for Mineral Dusts containing crystalline silica are 10 mg/m3 / (%SiO2+2) for quartz and 1/2 the calculated

quartz value for cristobalite and tridymite.

PROTECTIVE EQUIPMENT:

ENGINEERING CONTROLS:

Use appropriate engineering controls such as, exhaust ventilation and process enclosure, to reduce air contamination and 

keep worker exposure below the applicable limits.

VENTILATION: Supply natural or mechanical ventilation adequate to exhaust airborne product and keep exposures below the applicable 

limits.

RESPIRATORS: Use at least a NIOSH-approved N95 half-mask disposable or reuseable particulate respirator. In work environments 

containing oil mist/aerosol use at least a NIOSH-approved P95 half-mask disposable or reuseable particulate respirator. 

For exposures exceeding 10 x PEL use a NIOSH-approved N100 Particulate Respirator.

PROTECTIVE GLOVES:

Use suitable protective gloves if risk of skin contact.

EYE PROTECTION:

Wear dust resistant safety goggles where there is danger of eye contact.

PROTECTIVE CLOTHING:

Wear appropriate clothing to prevent repeated or prolonged skin contact.

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10618 - MAX GEL

HYGIENIC WORK PRACTICES:

Wash promptly with soap and water if skin becomes contaminated. Change work clothing daily if there is any possibility 

of contamination.

9. PHYSICAL AND CHEMICAL PROPERTIES

APPEARANCE/PHYSICAL STATE: Powder, dust.

COLOR: Grey. to Tan.

ODOR: Odorless or no characteristic odor.

SOLUBILITY DESCRIPTION: Insoluble in water.

DENSITY/SPECIFIC GRAVITY (g/ml): 2.3-2.6 TEMPERATURE (?F): 68

BULK DENSITY: 67 lb/ft3; 1068 kg/m3

VAPOR DENSITY (air=1): N/A

VAPOR PRESSURE: N/A TEMPERATURE (?F): 

10. STABILITY AND REACTIVITY

STABILITY: Normally stable.

CONDITIONS TO AVOID:

N/A.

HAZARDOUS POLYMERIZATION:

Will not polymerize.

POLYMERIZATION DESCRIPTION:

Not relevant.

MATERIALS TO AVOID:

N/A

HAZARDOUS DECOMPOSITION PRODUCTS:

No specific hazardous decomposition products noted.

11. TOXICOLOGICAL INFORMATION

TOXICOLOGICAL INFORMATION:

No toxicological data is available for this product.

12. ECOLOGICAL INFORMATION

ECOLOGICAL INFORMATION:

Contact M-I Environmental Affairs for ecological information.

13. DISPOSAL CONSIDERATIONS

WASTE MANAGEMENT:

This product does not meet the criteria of a hazardous waste if discarded in its purchased form. Under RCRA, it is the 

responsibility of the user of the product to determine at the time of disposal, whether the product meets RCRA criteria for 

hazardous waste. This is because product uses, transformations, mixtures, processes, etc, may render the resulting 

materials hazardous. Empty containers retain residues. All labeled precautions must be observed.

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10618 - MAX GEL

DISPOSAL METHODS:

Recover and reclaim or recycle, if practical. Should this product become a waste, dispose of in a permitted industrial 

landfill. Ensure that containers are empty by RCRA criteria prior to disposal in a permitted industrial landfill.

14. TRANSPORT INFORMATION

PRODUCT RQ: N/A

U.S. DOT:

U.S. DOT CLASS: Not regulated.

CANADIAN TRANSPORT:

TDGR CLASS: Not regulated.

SEA TRANSPORT:

IMDG CLASS: Not regulated.

AIR TRANSPORT:

ICAO CLASS: Not regulated.

15. REGULATORY INFORMATION

REGULATORY STATUS OF INGREDIENTS:

NAME: CAS No: TSCA: CERCLA: SARA 302: SARA 313: DSL(CAN):

Silica, crystalline, quartz 14808-60-7 Yes No No No Yes

Bentonite 1302-78-9 Yes No No No Yes

Silica, crystalline, Cristobalite 14464-46-1 Yes No No No Yes

Silica, crystalline, Tridymite 15468-32-3 Yes No No No Yes

Gypsum 13397-24-5 Yes No No No Yes

US FEDERAL REGULATIONS:

WASTE CLASSIFICATION: Not a hazardous waste by U.S. RCRA criteria. See Section 13.

REGULATORY STATUS: This Product or its components, if a mixture, is subject to following regulations (Not meant to

be all inclusive - selected regulations represented):

SECTION 313: This product does not contain toxic chemical subject to the reporting 

requirements of Section 313 of Title III of the Superfund Amendment and Reauthorization 

Act of 1986 and 40 CFR Part 372.

SARA 311 Categories:

1: Immediate (Acute) Health Effects.

2. Delayed (Chronic) Health Effects.

The components of this product are listed on or are exempt from the following international 

chemical registries:

TSCA (U.S.)

DSL (Canada)

EINECS (Europe)

STATE REGULATIONS:

Page 124
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10618 - MAX GEL

STATE REGULATORY STATUS: This product or its components, if a mixture, is subject to following regulations (Not meant to

be all inclusive - selected regulations represented):.

None.

PROPOSITION 65: This product contains the following chemical(s) considered by the State 

of California's Safe Drinking Water and Toxic Enforcement Act of 1986 as causing cancer or

reproductive toxicity, and for which warnings are now required: Silica, crystalline

CANADIAN REGULATIONS:

LABELS FOR SUPPLY:

REGULATORY STATUS: This Material Safety Data Sheet has been prepared in compilance with the Controled Product

Regulations.

Canadian WHMIS Classification: D2A - Other Toxic Effects: Very Toxic Material

16. OTHER INFORMATION

NPCA HMIS HAZARD INDEX: * 1 Slight Hazard

FLAMMABILITY: 0 Minimal Hazard

REACTIVITY: 0 Minimal Hazard

NPCA HMIS PERS. PROTECT. INDEX: E - Safety Glasses, Gloves, Dust Respirator

USER NOTES: N/A = Not applicable N/D = Not determined

INFORMATION SOURCES: OSHA Permissible Exposure Limits, 29 CFR 1910, Subpart Z, Section 1910.1000, Air 

Contaminants.

ACGIH Threshold Limit Values and Biological Exposure Indices for Chemical Substances 

and Physical Agents (latest edition).

Sax's Dangerous Properties of Industrial Materials, 9th ed., Lewis, R.J. Sr., (ed.), VNR, New 

York, New York, (1997).

IARC Monographs on the Evaluation of the Carcinogenic Risk of Chemicals to Humans, 

Silica, Some Silicates, Coal Dust, and para-Aramid Fibrils, Vol. 68, World Health 

Organization, Lyon, France, 1997.

Product information provided by the commercial vendor(s).

PREPARED BY: Sam Hoskin/bb

REVISION No.: 0

MSDS STATUS: Approved.

DATE: June 1, 1999

DISCLAIMER:

Page 125
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10618 - MAX GEL

MSDS furnished independent of product sale. While every effort has been made to accurately describe this product, some of the data are obtained from sources 

beyond our direct supervision. We cannot make any assertions as to its reliability or completeness; therefore, user may rely on it only at user's risk. We have 

made no effort to censor or conceal deleterious aspects of this product. Since we cannot anticipate or control the conditiions under which this information and 

product may be used, we make no guarantee that the precautions we have suggested will be adequate for all individuals and/or situations. It is the obligation of 

each user of this product to comply with the requirements of all applicable laws regarding use and disposal of this product. Additional information will be 

furnished upon request to assist the user; however, no warranty, either expressed or implied, nor liability of any nature with respect to this product or to the data 

herein is made or incurred hereunder.

Page 126
Water Well Drilling & 

Mineral Exploration Products

AMERICAN Colloid Company 

Water/Mineral Division 

Super Gel-X 

High Yield Bentonite 

DESCRIPTION: • Super Gel-X is a 200 mesh, high viscosity 200-bbl yield, 

sodium bentonite for use in all freshwater drilling conditions. 

RECOMMENDED USE: • May be used for all types of freshwater mud rotary drilling. 

CHARACTERISTICS: • Highly concentrated for maximum yield. 

• Fast and easy mixing. 

• Reduces solids and increases lifting power. 

• Removes cuttings. 

• Cools and lubricates bit. 

• Stabilizes bore holes. 

MIXING AND 

APPLICATION: 

• Mixing ratios are based on 200-bbl yield material using 

freshwater. Level of water purity will affect bentonite 

performance. 

• Super Gel-X mixing ratio in lbs. per 100 gallons of water: 

Normal conditions ................................. 15 to 25 lbs. 

Sand and gravel ................................... 25 to 35 lbs. 

Fluid loss controls ................................. 35 to 40 lbs. 

PACKAGING: • 50 pound, multi-wall, non-tear, waterproof bags, 48 bags per 

pallet, and all pallets are stretch-wrapped. 

1500 W. Shure Drive Arlington Heights, IL 60004 1434-(3112) 392-4600 

The information and data contained herein are believed to be accurate and reliable. American Colloid Company makes no warranty of any kind and accepts no responsibility for the results 

obtained through this application of this information. 

Page 127
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

MATERIAL SAFETY DATA SHEET May be used to comply with OSHA's Hazard Communication Standard, 29 CFR 1910.1200. 

 Standard must be consulted for specific requirements. 

69101/69101 

Page 1 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section I MANUFACTURER'S INFORMATION

MANUFACTURER’S NAME & ADDRESS: Date Prepared: June 1, 2002 

CETCO – Drilling Products Group Telephone Number: 847-392-5800 Fax 847-506.6150 

1500 West Shure Drive EMERGENCY CONTACT: CHEMTREC 800-424-9300 

Arlington Heights, IL 60004 E-mail: www.cetco.com 

Section II HAZARDOUS INGREDIENTS/IDENTITY INFORMATION 

HAZARDOUS COMPONENTS: Other Limits % 

(Specific Chemical Identity: Common Name(s)) OSHA PEL ACGIH TLV Recommended (optional)

Crystalline Quartz: CAS# 14808-60-7 * < 6% 

Respirable Crystalline Quartz: NIOSH < 2% 

 Present (TWA) 0.1 mg/m3 0.1 mg/m3

 50 ug/m3 Proposed (TWA) 50.0 ug/m3 

Nuisance Dust: 

 Respirable 5 mg/m3 5 mg/m3

 Total Dust 15 mg/m3 10 mg/m3

* WARNING: This product contains a small amount of crystalline silica, which may cause delayed respiratory disease if inhaled over a prolonged period of time. Avoid breathing dust. Use NIOSH/MSHA approved respirator where TLV for crystalline silica (Quartz) may be exceeded. IARC Monographs on the evaluation of the Carcinogenic Risk of Chemicals to Humans (volume 68, 

1997) concludes that crystalline silica is carcinogenic to humans in the form of quartz. IARC classification 1. 

The small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an 

unremovable layer of amorphous silica and/or bentonite clay. IARC (vol. 68, 1997, pg. 191-192) has stated that crystalline silica 

(quartz) can differ in toxicity depending on the minerals with which it is combined, citing studies in IARC (vol. 42, 1987, p. 86) 

which stated that the toxic effect of crystalline silica (quartz) is reduced by the “protective effect...due mainly to clay minerals...” 

National Institute for Occupational Safety and Health (NIOSH) has recommended that the permissible exposure limit be changed 

to 50 micrograms respirable free silica per cubic meter of air (0.05 mg/ m3

) as determined by a full shift sample up to a 10 hour 

working day, 40 hours per week. See: 1974 NIOSH criteria for a recommended Standard for Occupational Exposure to Crystalline 

Silica should be consulted for more detailed information. 

PEL - OSHA Permissible Exposure Limit. 

TLV - American Conference of Governmental Industrial Hygienists (ACGIH) Threshold Limit Value. 

TWA - 8 hour time weighted average 

Note: The Permissible Exposure Limits (PEL) reported above are the pre - 1989 limits that were reinstated by OSHA June 30, 1993 

following a decision by the United States Circuit Court of Appeals for the 11th Circuit. Federal OSHA is now enforcing these PELs. 

More restrictive exposure limits may be enforced by some other jurisdictions. 

PRODUCT IDENTIFICATION: 

Chemical Name: Dry Mixture of Inorganic Mineral Compounds. 

NFPA/HMIS: Health - 2, Fire - 0, Reactivity - 0, Specific Hazard - See Section VI. 

Shipping Class: Not Regulated (DOT / 49CFR, IMDG, ICAO / IATA). 

Section III PHYSICAL/CHEMICAL CHARACTERISTICS 

Boiling Point: Not Applicable. Specific Gravity (H2O = 1): 2.5 

Vapor Pressure (mm Hg.): Not Applicable. Melting Point: 1400°F 

Vapor Density (AIR = 1): Not Applicable. Evaporation Rate (Butyl Acetate = 1): Not Applicable. 

Solubility in Water: Negligible. Appearance and Odor: Tan or beige to light gray colored powder to fine granules, odorless. 

Page 128
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

69101/69101 

Page 2 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section IV FIRE AND EXPLOSION HAZARD DATA 

Flash Point (Method Used): Not Available. Flammable Limits: Not Available. LEL - NA. UEL - NA. 

Extinguishing Media: Not Applicable. Special Fire Fighting Procedure: Not Applicable. 

Unusual Fire/Explosion Hazards: Product may pose possible dust explosion under extremely rare circumstances or conditions. 

Section V REACTIVITY DATA 

Stability: Stable Conditions to Avoid - None Known. 

Incompatibility (Materials to Avoid): Powerful oxidizing agents such as fluorine, chlorine trifluoride, manganese trioxide, etc. 

Hazardous Decomposition or By-products: Silica will dissolve in hydrofluoric acid producing a corrosive gas, silicon 

tetrafluoride. 

Hazardous Polymerization: Will Not Occur Conditions to Avoid - None Known. 

Section VI HEALTH HAZARD DATA 

Route(s) of Entry: Inhalation? Yes Skin? No Ingestion? No 

Health Hazards (Acute and Chronic): 

Inhalation: Breathing silica dust may not cause noticeable injury or illness even though permanent lung damage may be occurring. Inhalation of dust may have the following serious chronic health effects: 

Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a progressive, disabling and sometimes-fatal lung disease called silicosis. Symptoms include cough, shortness of breath, wheezing, non-specific chest illness and reduced 

pulmonary function. Smoking exacerbates this disease. Individuals with silicosis are predisposed to develop tuberculosis. Cancer Status: The International Agency for Research on Cancer has determined that crystalline silica inhaled in the form of quartz or cristobalite from occupational sources is carcinogenic to humans (Group 1 - carcinogenic to humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibers (published in June 1997) in conjunction with the use of these 

materials. The National Toxicology Program classifies respirable crystalline silica as “reasonably anticipated to be a carcinogen”. For further information See: “Adverse effects of Crystalline Silica Exposure” published by the American Thoracic Society Medical Section of the American Lung Association, American Journal of Respiratory and Critical Care Medicine, Volume 155, page 761-765, 1997. 

Other Data with Possible Relevance to Human Health: The small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an unremovable layer of amorphous silica and/or bentonite clay. IARC (Vol. 68, 1997, pg. 191-192) has stated that crystalline silica (quartz) can differ in toxicity depending on the minerals with which it is 

combined, citing studies in IARC (Vol. 42, 1987 pg. 86) which stated that the toxic effect of crystalline silica (quartz) is reduced by the “protective effect....due mainly to clay minerals...” 

Carcinogenicity: NTP? No IARC Monographs? Yes OSHA Regulated? No 

Signs and Symptoms of Exposure: Excessive inhalation of generated dust may result in shortness of breath and reduced pulmonary 

function. 

Medical Conditions Generally Aggravated by Exposure: Individuals with respiratory disease, including but not limited to, asthma 

and bronchitis, or subject to eye irritation should not be exposed to respirable crystalline silica (quartz) dust. 

Emergency and First Aid Procedures: 

Eyes & Skin: Flush with water. 

 Gross Inhalation of Dust: Remove to fresh air; give oxygen or artificial respiration if necessary; seek medical attention. 

Ingestion: If large amounts are swallowed, get immediate medical attention.

Section VII PRECAUTIONS FOR SAFE HANDLING AND USE 

Steps to be Taken in Case Material is Released or Spilled: Vacuum if possible to avoid generating airborne dust. Avoid breathing 

dust. Wear an approved respirator. Avoid adding water; product will become slippery when wet.

Waste Disposal Method: Bury in an approved sanitary landfill, in accordance with federal, state and local regulations. 

Precautions to Be Taken in Handling and Storing: Avoid breathing dust, use NIOSH/MSHA approved respirator where TLV 

limits for Crystalline Silica may be exceeded. 

Other Precautions: Slippery when wet. 

Page 129
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

69101/69101 

Page 3 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section VIII CONTROL MEASURES 

Respiratory Protection: Use appropriate respiratory protection for respirable particulate based on consideration of airborne 

workplace concentration and duration of exposure arising from intended end use. Refer to the most recent standards of ANSI (z88.2) 

OSHA (29 CFR 1910.134), MSHA (30 CFR Parts 56 and 57) and NIOSH Respirator Decision Logic. 

Ventilation: Use local exhaust as required to maintain exposures below applicable occupational exposure limits (See Section II). See 

also ACGIH "Industrial Ventilation – A Manual for Recommend Practice", (current edition). 

Protective Gloves: Not Required. Eye Protection: Recommended. 

Other Protective Clothing or Equipment: None. Work/Hygienic Practices: Use good housekeeping practices. 

Section IX REGULATORY INFORMATION 

SARA 311/312: Hazard Categories for SARA Section 311/312 Reporting: Chronic Health 

SARA 313: This product contains the following chemicals subject to annual release reporting requirements under the SARA section 313 (40 CFR 372): None 

CERCLA section 103 Reportable Quantity: None 

California Proposition 65: This product contains the following substances known to the state of California to cause cancer and/or reproductive harm: This product contains crystalline silica (respirable); however, the user should note that the small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an unremovable layer of amorphous silica and/or bentonite clay. IARC (Vol. 68, 1997, pg. 191-192) has stated that crystalline silica (quartz) can differ in 

toxicity depending on the minerals with which it is combined. Citing studies in IARC (Vol. 42, 1987, p. 86) which stated that the toxic 

effect of crystalline silica (quartz) is reduced by the “protective effect....due mainly to clay minerals...”. 

Toxic Substances Control Act: All of the components of this product are listed on the EPA TSCA Inventory or are exempt from 

notification requirements. 

Canadian Environmental Protection Act: All the components of this product are listed on the Canadian Domestic Substances List or exempt from notification requirements. 

European Inventory of Commercial Chemical Substances: All the components of this product are listed on the EINECS Inventory or exempt from notification requirements. (The EINECS number for Quartz: 231-545-5) 

European Community Labeling Classification: Harmful (Xn) 

European Community Risk and Safety Phrases: R40, R48, S22 

Japan MITI: All the components of this product are existing chemical substances as defined in the Chemical Substance Control Law. 

Australian Inventory of Chemical Substances: All the components of this product are listed on the AICS Inventory or exempt from notification requirements. 

Canadian WHMIS Classification: Class D, Division 2, Subdivision A (Very Toxic Material causing other Toxic Effects) 

NF-+PA Hazard Rating: Health: 2 Fire: 0 Reactivity: 0 HMIS Hazard Rating: Health: * Fire: 0 Reactivity: 0 

*Warning - Chronic health effect possible - inhalation of silica dust may cause lung injury/disease (silicosis). Take appropriate measures to avoid breathing dust. See Section II. 

REFERENCES: Registry for Toxic Effects of Chemical Substances (RTECS), 1995. 

 Patty’s Industrial Hygiene and Toxicology. 

 NTP Seventh Annual Report on Carcinogens, 1994. 

 IARC Monograph Volume 68, Silica, Some Silicates and Organic Fibers, 1997. 

The information herein has been compiled from sources believed to be reliable and is accurate to the best of our knowledge. 

However, CETCO cannot give any guarantees regarding information from other sources, and expressly does not make any 

warranties, nor assumes any liability, for its use. 

Page 130
 

MATERIAL SAFETY DATA SHEET 

Product Trade Name: BARA-KADE® BENTONITE

Revision Date: 31-Mar-2005

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

Product Trade Name: BARA-KADE® BENTONITE

Synonyms: None

Chemical Family: Mineral

Application: Additive

Manufacturer/Supplier BPM Minerals LLC 

3000 N Sam Houston Parkway East 

Houston, TX 77032 

Telephone: (281) 871-7900 

Fax: (281) 871-7940 

Emergency Telephone: (800) 666-9260 or (713) 753-3000 

Prepared By Chemical Compliance 

Telephone: 1-580-251-4335

2. COMPOSITION/INFORMATION ON INGREDIENTS

SUBSTANCE CAS Number PERCENT ACGIH TLV-TWA OSHA PEL-TWA

Crystalline silica, cristobalite 14464-46-1 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, tridymite 15468-32-3 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, quartz 14808-60-7 1 - 5% 0.05 mg/m3 10 mg/m3

%SiO2 + 2

Bentonite 1302-78-9 60 - 100% Not applicable Not applicable

More restrictive exposure limits may be enforced by some states, agencies, or other authorities.

3. HAZARDS IDENTIFICATION

BARA-KADE® BENTONITE

Page 1 of 7 

Page 131
Hazard Overview CAUTION! - ACUTE HEALTH HAZARD 

May cause eye and respiratory irritation. 

DANGER! - CHRONIC HEALTH HAZARD 

Breathing crystalline silica can cause lung disease, including silicosis and lung 

cancer. Crystalline silica has also been associated with scleroderma and kidney 

disease. 

This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposures below 

recommended exposure limits. Wear a NIOSH certified, European Standard EN 

149, or equivalent respirator when using this product. Review the Material Safety 

Data Sheet (MSDS) for this product, which has been provided to your employer. 

4. FIRST AID MEASURES

Inhalation If inhaled, remove from area to fresh air. Get medical attention if respiratory irritation 

develops or if breathing becomes difficult.

Skin Wash with soap and water. Get medical attention if irritation persists.

Eyes In case of contact, immediately flush eyes with plenty of water for at least 15 minutes 

and get medical attention if irritation persists.

Ingestion Under normal conditions, first aid procedures are not required. 

Notes to Physician Treat symptomatically. 

5. FIRE FIGHTING MEASURES

Flash Point/Range (F): Not Determined

Flash Point/Range (C): Not Determined

Flash Point Method: Not Determined

Autoignition Temperature (F): Not Determined

Autoignition Temperature (C): Not Determined

Flammability Limits in Air - Lower (%): Not Determined

Flammability Limits in Air - Upper (%): Not Determined

Fire Extinguishing Media All standard firefighting media.

Special Exposure Hazards Not applicable.

Special Protective Equipment for 

Fire-Fighters

Not applicable.

NFPA Ratings: Health 0, Flammability 0, Reactivity 0

HMIS Ratings: Flammability 0, Reactivity 0, Health 0*

6. ACCIDENTAL RELEASE MEASURES

Personal Precautionary MeasuresUse appropriate protective equipment. Avoid creating and breathing dust.

Environmental Precautionary 

Measures

None known.

Procedure for Cleaning / 

Absorption

Collect using dustless method and hold for appropriate disposal. Consider possible 

toxic or fire hazards associated with contaminating substances and use appropriate 

methods for collection, storage and disposal.

BARA-KADE® BENTONITE

Page 2 of 7 

Page 132
7. HANDLING AND STORAGE

Handling Precautions This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposure below 

recommended exposure limits. Wear a NIOSH certified, European Standard En 149, 

or equivalent respirator when using this product. Material is slippery when wet.

Storage Information Use good housekeeping in storage and work areas to prevent accumulation of dust. 

Close container when not in use. Do not reuse empty container.

8. EXPOSURE CONTROLS/PERSONAL PROTECTION

Engineering Controls Use approved industrial ventilation and local exhaust as required to maintain 

exposures below applicable exposure limits listed in Section 2.

Respiratory Protection Wear a NIOSH certified, European Standard EN 149, or equivalent respirator when 

using this product. 

Hand Protection Normal work gloves.

Skin Protection Wear clothing appropriate for the work environment. Dusty clothing should be 

laundered before reuse. Use precautionary measures to avoid creating dust when 

removing or laundering clothing.

Eye Protection Wear safety glasses or goggles to protect against exposure.

Other Precautions None known.

9. PHYSICAL AND CHEMICAL PROPERTIES

Physical State: Solid

Color: Various

Odor: Odorless

pH: 8-10

Specific Gravity @ 20 C (Water=1): 2.65

Density @ 20 C (lbs./gallon): Not Determined

Bulk Density @ 20 C (lbs/ft3): 50-70

Boiling Point/Range (F): Not Determined

Boiling Point/Range (C): Not Determined

Freezing Point/Range (F): Not Determined

Freezing Point/Range (C): Not Determined

Vapor Pressure @ 20 C (mmHg): Not Determined

Vapor Density (Air=1): Not Determined

Percent Volatiles: Not Determined

Evaporation Rate (Butyl Acetate=1): Not Determined

Solubility in Water (g/100ml): Insoluble

Solubility in Solvents (g/100ml): Not Determined

VOCs (lbs./gallon): Not Determined

Viscosity, Dynamic @ 20 C (centipoise): Not Determined

Viscosity, Kinematic @ 20 C (centistrokes): Not Determined

Partition Coefficient/n-Octanol/Water: Not Determined

Molecular Weight (g/mole): Not Determined

10. STABILITY AND REACTIVITY

Stability Data: Stable

Hazardous Polymerization: Will Not Occur

BARA-KADE® BENTONITE

Page 3 of 7 

Page 133
Conditions to Avoid None anticipated

Incompatibility (Materials to 

Avoid)

Hydrofluoric acid. 

Hazardous Decomposition 

Products

Amorphous silica may transform at elevated temperatures to tridymite (870 C) or 

cristobalite (1470 C).

Additional Guidelines Not Applicable

11. TOXICOLOGICAL INFORMATION

Principle Route of Exposure Eye or skin contact, inhalation.

Inhalation Inhaled crystalline silica in the form of quartz or cristobalite from occupational 

sources is carcinogenic to humans (IARC, Group 1). There is sufficient evidence in 

experimental animals for the carcinogenicity of tridymite (IARC, Group 2A). 

Breathing silica dust may cause irritation of the nose, throat, and respiratory 

passages. Breathing silica dust may not cause noticeable injury or illness even 

though permanent lung damage may be occurring. Inhalation of dust may also have 

serious chronic health effects (See "Chronic Effects/Carcinogenicity" subsection 

below). 

Skin Contact May cause mechanical skin irritation.

Eye Contact May cause eye irritation.

Ingestion None known

Aggravated Medical Conditions Individuals with respiratory disease, including but not limited to asthma and 

bronchitis, or subject to eye irritation, should not be exposed to quartz dust.

Chronic Effects/Carcinogenicity Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a 

progressive, disabling, and sometimes-fatal lung disease called silicosis. Symptoms 

include cough, shortness of breath, wheezing, non-specific chest illness, and 

reduced pulmonary function. This disease is exacerbated by smoking. Individuals 

with silicosis are predisposed to develop tuberculosis. 

Cancer Status: The International Agency for Research on Cancer (IARC) has 

determined that crystalline silica inhaled in the form of quartz or cristobalite from 

occupational sources can cause lung cancer in humans (Group 1 - carcinogenic to 

humans) and has determined that there is sufficient evidence in experimental 

animals for the carcinogenicity of tridymite (Group 2A - possible carcinogen to 

humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres 

(June 1997) in conjunction with the use of these minerals. The National Toxicology 

Program classifies respirable crystalline silica as "Known to be a human carcinogen". 

Refer to the 9th Report on Carcinogens (2000). The American Conference of 

Governmental Industrial Hygienists (ACGIH) classifies crystalline silica, quartz, as a 

suspected human carcinogen (A2). 

There is some evidence that breathing respirable crystalline silica or the disease 

silicosis is associated with an increased incidence of significant disease endpoints 

such as scleroderma (an immune system disorder manifested by scarring of the 

lungs, skin, and other internal organs) and kidney disease. 

BARA-KADE® BENTONITE

Page 4 of 7 

Page 134
Other Information For further information consult "Adverse Effects of Crystalline Silica Exposure" 

published by the American Thoracic Society Medical Section of the American Lung 

Association, American Journal of Respiratory and Critical Care Medicine, Volume 

155, pages 761-768 (1997).

Toxicity Tests 

 Oral Toxicity: Not determined

 Dermal Toxicity: Not determined

 Inhalation Toxicity: Not determined

 Primary Irritation Effect: Not determined

 Carcinogenicity Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres (June 

1997).

 Genotoxicity: Not determined

 Reproductive / 

Developmental Toxicity:

Not determined

12. ECOLOGICAL INFORMATION

Mobility (Water/Soil/Air) Not determined

Persistence/Degradability Not determined

Bio-accumulation Not Determined

 Ecotoxicological Information 

 Acute Fish Toxicity: TLM96: 10000 ppm (Oncorhynchus mykiss)

 Acute Crustaceans Toxicity:Not determined

 Acute Algae Toxicity: Not determined

Chemical Fate Information Not determined

Other Information Not applicable

13. DISPOSAL CONSIDERATIONS

Disposal Method Bury in a licensed landfill according to federal, state, and local regulations.

Contaminated Packaging Follow all applicable national or local regulations.

14. TRANSPORT INFORMATION

Land Transportation 

DOT 

Not restricted 

Canadian TDG 

Not restricted 

ADR Not restricted 

BARA-KADE® BENTONITE

Page 5 of 7 

Page 135
Air Transportation 

ICAO/IATA Not restricted 

Sea Transportation 

IMDG 

Not restricted 

Other Shipping Information 

Labels: None

15. REGULATORY INFORMATION

US Regulations 

US TSCA Inventory All components listed on inventory.

EPA SARA Title III Extremely 

Hazardous Substances

Not applicable

EPA SARA (311,312) Hazard 

Class

Acute Health Hazard 

Chronic Health Hazard 

EPA SARA (313) Chemicals This product does not contain a toxic chemical for routine annual "Toxic Chemical 

Release Reporting" under Section 313 (40 CFR 372).

EPA CERCLA/Superfund 

Reportable Spill Quantity For This 

Product

Not applicable.

EPA RCRA Hazardous Waste 

Classification

If product becomes a waste, it does NOT meet the criteria of a hazardous waste as 

defined by the US EPA.

California Proposition 65 The California Proposition 65 regulations apply to this product.

MA Right-to-Know Law One or more components listed.

NJ Right-to-Know Law One or more components listed.

PA Right-to-Know Law One or more components listed.

Canadian Regulations 

Canadian DSL Inventory All components listed on inventory.

WHMIS Hazard Class D2A Very Toxic Materials (Crystalline silica) 

16. OTHER INFORMATION

The following sections have been revised since the last issue of this MSDS

Not applicable

BARA-KADE® BENTONITE

Page 6 of 7 

Page 136
Additional Information For additional information on the use of this product, contact your local Halliburton 

representative. 

For questions about the Material Safety Data Sheet for this or other Halliburton 

products, contact Chemical Compliance at 1-580-251-4335. 

Disclaimer Statement This information is furnished without warranty, expressed or implied, as to accuracy 

or completeness. The information is obtained from various sources including the 

manufacturer and other third party sources. The information may not be valid under 

all conditions nor if this material is used in combination with other materials or in any 

process. Final determination of suitability of any material is the sole responsibility of 

the user.

***END OF MSDS*** 

BARA-KADE® BENTONITE

Page 7 of 7 

Page 137
 

MATERIAL SAFETY DATA SHEET 

Product Trade Name: BARA-KADE® BENTONITE

Revision Date: 31-Mar-2005

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

Product Trade Name: BARA-KADE® BENTONITE

Synonyms: None

Chemical Family: Mineral

Application: Additive

Manufacturer/Supplier BPM Minerals LLC 

3000 N Sam Houston Parkway East 

Houston, TX 77032 

Telephone: (281) 871-7900 

Fax: (281) 871-7940 

Emergency Telephone: (800) 666-9260 or (713) 753-3000 

Prepared By Chemical Compliance 

Telephone: 1-580-251-4335

2. COMPOSITION/INFORMATION ON INGREDIENTS

SUBSTANCE CAS Number PERCENT ACGIH TLV-TWA OSHA PEL-TWA

Crystalline silica, cristobalite 14464-46-1 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, tridymite 15468-32-3 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, quartz 14808-60-7 1 - 5% 0.05 mg/m3 10 mg/m3

%SiO2 + 2

Bentonite 1302-78-9 60 - 100% Not applicable Not applicable

More restrictive exposure limits may be enforced by some states, agencies, or other authorities.

3. HAZARDS IDENTIFICATION

BARA-KADE® BENTONITE

Page 1 of 7 

Page 138
Hazard Overview CAUTION! - ACUTE HEALTH HAZARD 

May cause eye and respiratory irritation. 

DANGER! - CHRONIC HEALTH HAZARD 

Breathing crystalline silica can cause lung disease, including silicosis and lung 

cancer. Crystalline silica has also been associated with scleroderma and kidney 

disease. 

This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposures below 

recommended exposure limits. Wear a NIOSH certified, European Standard EN 

149, or equivalent respirator when using this product. Review the Material Safety 

Data Sheet (MSDS) for this product, which has been provided to your employer. 

4. FIRST AID MEASURES

Inhalation If inhaled, remove from area to fresh air. Get medical attention if respiratory irritation 

develops or if breathing becomes difficult.

Skin Wash with soap and water. Get medical attention if irritation persists.

Eyes In case of contact, immediately flush eyes with plenty of water for at least 15 minutes 

and get medical attention if irritation persists.

Ingestion Under normal conditions, first aid procedures are not required. 

Notes to Physician Treat symptomatically. 

5. FIRE FIGHTING MEASURES

Flash Point/Range (F): Not Determined

Flash Point/Range (C): Not Determined

Flash Point Method: Not Determined

Autoignition Temperature (F): Not Determined

Autoignition Temperature (C): Not Determined

Flammability Limits in Air - Lower (%): Not Determined

Flammability Limits in Air - Upper (%): Not Determined

Fire Extinguishing Media All standard firefighting media.

Special Exposure Hazards Not applicable.

Special Protective Equipment for 

Fire-Fighters

Not applicable.

NFPA Ratings: Health 0, Flammability 0, Reactivity 0

HMIS Ratings: Flammability 0, Reactivity 0, Health 0*

6. ACCIDENTAL RELEASE MEASURES

Personal Precautionary MeasuresUse appropriate protective equipment. Avoid creating and breathing dust.

Environmental Precautionary 

Measures

None known.

Procedure for Cleaning / 

Absorption

Collect using dustless method and hold for appropriate disposal. Consider possible 

toxic or fire hazards associated with contaminating substances and use appropriate 

methods for collection, storage and disposal.

BARA-KADE® BENTONITE

Page 2 of 7 

Page 139
7. HANDLING AND STORAGE

Handling Precautions This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposure below 

recommended exposure limits. Wear a NIOSH certified, European Standard En 149, 

or equivalent respirator when using this product. Material is slippery when wet.

Storage Information Use good housekeeping in storage and work areas to prevent accumulation of dust. 

Close container when not in use. Do not reuse empty container.

8. EXPOSURE CONTROLS/PERSONAL PROTECTION

Engineering Controls Use approved industrial ventilation and local exhaust as required to maintain 

exposures below applicable exposure limits listed in Section 2.

Respiratory Protection Wear a NIOSH certified, European Standard EN 149, or equivalent respirator when 

using this product. 

Hand Protection Normal work gloves.

Skin Protection Wear clothing appropriate for the work environment. Dusty clothing should be 

laundered before reuse. Use precautionary measures to avoid creating dust when 

removing or laundering clothing.

Eye Protection Wear safety glasses or goggles to protect against exposure.

Other Precautions None known.

9. PHYSICAL AND CHEMICAL PROPERTIES

Physical State: Solid

Color: Various

Odor: Odorless

pH: 8-10

Specific Gravity @ 20 C (Water=1): 2.65

Density @ 20 C (lbs./gallon): Not Determined

Bulk Density @ 20 C (lbs/ft3): 50-70

Boiling Point/Range (F): Not Determined

Boiling Point/Range (C): Not Determined

Freezing Point/Range (F): Not Determined

Freezing Point/Range (C): Not Determined

Vapor Pressure @ 20 C (mmHg): Not Determined

Vapor Density (Air=1): Not Determined

Percent Volatiles: Not Determined

Evaporation Rate (Butyl Acetate=1): Not Determined

Solubility in Water (g/100ml): Insoluble

Solubility in Solvents (g/100ml): Not Determined

VOCs (lbs./gallon): Not Determined

Viscosity, Dynamic @ 20 C (centipoise): Not Determined

Viscosity, Kinematic @ 20 C (centistrokes): Not Determined

Partition Coefficient/n-Octanol/Water: Not Determined

Molecular Weight (g/mole): Not Determined

10. STABILITY AND REACTIVITY

Stability Data: Stable

Hazardous Polymerization: Will Not Occur

BARA-KADE® BENTONITE

Page 3 of 7 

Page 140
Conditions to Avoid None anticipated

Incompatibility (Materials to 

Avoid)

Hydrofluoric acid. 

Hazardous Decomposition 

Products

Amorphous silica may transform at elevated temperatures to tridymite (870 C) or 

cristobalite (1470 C).

Additional Guidelines Not Applicable

11. TOXICOLOGICAL INFORMATION

Principle Route of Exposure Eye or skin contact, inhalation.

Inhalation Inhaled crystalline silica in the form of quartz or cristobalite from occupational 

sources is carcinogenic to humans (IARC, Group 1). There is sufficient evidence in 

experimental animals for the carcinogenicity of tridymite (IARC, Group 2A). 

Breathing silica dust may cause irritation of the nose, throat, and respiratory 

passages. Breathing silica dust may not cause noticeable injury or illness even 

though permanent lung damage may be occurring. Inhalation of dust may also have 

serious chronic health effects (See "Chronic Effects/Carcinogenicity" subsection 

below). 

Skin Contact May cause mechanical skin irritation.

Eye Contact May cause eye irritation.

Ingestion None known

Aggravated Medical Conditions Individuals with respiratory disease, including but not limited to asthma and 

bronchitis, or subject to eye irritation, should not be exposed to quartz dust.

Chronic Effects/Carcinogenicity Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a 

progressive, disabling, and sometimes-fatal lung disease called silicosis. Symptoms 

include cough, shortness of breath, wheezing, non-specific chest illness, and 

reduced pulmonary function. This disease is exacerbated by smoking. Individuals 

with silicosis are predisposed to develop tuberculosis. 

Cancer Status: The International Agency for Research on Cancer (IARC) has 

determined that crystalline silica inhaled in the form of quartz or cristobalite from 

occupational sources can cause lung cancer in humans (Group 1 - carcinogenic to 

humans) and has determined that there is sufficient evidence in experimental 

animals for the carcinogenicity of tridymite (Group 2A - possible carcinogen to 

humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres 

(June 1997) in conjunction with the use of these minerals. The National Toxicology 

Program classifies respirable crystalline silica as "Known to be a human carcinogen". 

Refer to the 9th Report on Carcinogens (2000). The American Conference of 

Governmental Industrial Hygienists (ACGIH) classifies crystalline silica, quartz, as a 

suspected human carcinogen (A2). 

There is some evidence that breathing respirable crystalline silica or the disease 

silicosis is associated with an increased incidence of significant disease endpoints 

such as scleroderma (an immune system disorder manifested by scarring of the 

lungs, skin, and other internal organs) and kidney disease. 

BARA-KADE® BENTONITE

Page 4 of 7 

Page 141
Other Information For further information consult "Adverse Effects of Crystalline Silica Exposure" 

published by the American Thoracic Society Medical Section of the American Lung 

Association, American Journal of Respiratory and Critical Care Medicine, Volume 

155, pages 761-768 (1997).

Toxicity Tests 

 Oral Toxicity: Not determined

 Dermal Toxicity: Not determined

 Inhalation Toxicity: Not determined

 Primary Irritation Effect: Not determined

 Carcinogenicity Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres (June 

1997).

 Genotoxicity: Not determined

 Reproductive / 

Developmental Toxicity:

Not determined

12. ECOLOGICAL INFORMATION

Mobility (Water/Soil/Air) Not determined

Persistence/Degradability Not determined

Bio-accumulation Not Determined

 Ecotoxicological Information 

 Acute Fish Toxicity: TLM96: 10000 ppm (Oncorhynchus mykiss)

 Acute Crustaceans Toxicity:Not determined

 Acute Algae Toxicity: Not determined

Chemical Fate Information Not determined

Other Information Not applicable

13. DISPOSAL CONSIDERATIONS

Disposal Method Bury in a licensed landfill according to federal, state, and local regulations.

Contaminated Packaging Follow all applicable national or local regulations.

14. TRANSPORT INFORMATION

Land Transportation 

DOT 

Not restricted 

Canadian TDG 

Not restricted 

ADR Not restricted 

BARA-KADE® BENTONITE

Page 5 of 7 

Page 142
Air Transportation 

ICAO/IATA Not restricted 

Sea Transportation 

IMDG 

Not restricted 

Other Shipping Information 

Labels: None

15. REGULATORY INFORMATION

US Regulations 

US TSCA Inventory All components listed on inventory.

EPA SARA Title III Extremely 

Hazardous Substances

Not applicable

EPA SARA (311,312) Hazard 

Class

Acute Health Hazard 

Chronic Health Hazard 

EPA SARA (313) Chemicals This product does not contain a toxic chemical for routine annual "Toxic Chemical 

Release Reporting" under Section 313 (40 CFR 372).

EPA CERCLA/Superfund 

Reportable Spill Quantity For This 

Product

Not applicable.

EPA RCRA Hazardous Waste 

Classification

If product becomes a waste, it does NOT meet the criteria of a hazardous waste as 

defined by the US EPA.

California Proposition 65 The California Proposition 65 regulations apply to this product.

MA Right-to-Know Law One or more components listed.

NJ Right-to-Know Law One or more components listed.

PA Right-to-Know Law One or more components listed.

Canadian Regulations 

Canadian DSL Inventory All components listed on inventory.

WHMIS Hazard Class D2A Very Toxic Materials (Crystalline silica) 

16. OTHER INFORMATION

The following sections have been revised since the last issue of this MSDS

Not applicable

BARA-KADE® BENTONITE

Page 6 of 7 

Page 143
Additional Information For additional information on the use of this product, contact your local Halliburton 

representative. 

For questions about the Material Safety Data Sheet for this or other Halliburton 

products, contact Chemical Compliance at 1-580-251-4335. 

Disclaimer Statement This information is furnished without warranty, expressed or implied, as to accuracy 

or completeness. The information is obtained from various sources including the 

manufacturer and other third party sources. The information may not be valid under 

all conditions nor if this material is used in combination with other materials or in any 

process. Final determination of suitability of any material is the sole responsibility of 

the user.

***END OF MSDS*** 

BARA-KADE® BENTONITE

Page 7 of 7 

Page 144
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DAILY MUD TESTING REPORT 

Page 145
Date: Tester Name

Location: Michels Directional Crossings

Contractor: 817 W. Main Street, Brownsville, WI 53006

FIELD REPORT

TIME

DENSITY

"MUD 

WEIGHT"

(lbs/gal)

FUNNEL 

VISCOSITY

use Marsh 

funnel

(sec/qt)

Solids/Sand 

Content

(% by Vol) pH Comments

DRILL FLUID HAULED OFF

Drill-Terge:

DRILL FLUID PRODUCT USED

Bentonite Type: Additives:

Page 146
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

ADDITIVES 

PRODUCT DATA SHEETS 

Page 147
Michels “MI-Brand” Drill Fluid Product List 

Confidential Page 1 1/15/2007 

TYPICAL - DRILLING FLUID PRODUCTS LIST

MI HDD Mining Products or EQUAL

Note: Typical drilling fluid product list is as follows. Michels utilizes various brands of drilling 

fluid products based on: functionality, economics, geographic-location to supplier, and type of 

formation anticipated on encountering. The brand represented below is MI HDD MINING & 

WATERWELL brand. An equal brand of products may be supplied as an alternative. 

1. High Yield Bentonite: is an easy-to-mix, finely ground (200-mesh), premium-grade, 

high-yielding Wyoming sodium bentonite. MAX-GEL/Pargel-220 imparts viscosity, fluid 

loss control and gelling characteristics to freshwater-based drilling fluids.

Quantity - As Required 

2. Poly-Pac R is a non fermenting cellulosic polymer, provides filtration control in water 

based drilling fluids with out substantially increasing the viscosity of the drilling fluid 

pressures. This product is a primary drilling fluid rheology enhancing additive.

Quantity - minimum 10 (25 lb bags) 

3. Poly Plus (Emulsion Liquid Polymer) is used primarily as a borehole stabilizer to 

prevent reactive shale and clay from swelling and sloughing. It is also used to increase 

lubricity, fluid viscosity, and to improve cuttings carrying capacity.

Quantity - minimum 10 (5-gallon containers) 

4. Duo-Vis/Super-Vis is used to increase viscosity for cuttings transport and suspension. 

Works to provide an optimized rheological profile with elevated low-shear-rate viscosity 

and highly shear-thinning characteristics with low “n” values.

Quantity – minimum 10 (2-gallon containers) 

Quantity – minimum 10 (25-lb bags) 

5. DrilPlex is used for increased yield point and gel strength. Allows the formulation of 

fluids with exceptional shear-thinning properties.

Quantity – minimum 5 (40-lb bag) 

6. Soda Ash is used to increase Ph in the make-up water. Primarily used to reduce 

soluble calcium in water-based drilling muds and make-up waters. Calcium is present in 

many make-up waters and formations. 

Quantity – minimum 5 (40-lb bag) 

7. Smooth Grout 20 is a one sac borehole plugging and grouting material. It is commonly 

used in grouting of water well applications. This product will be used to plug excessive 

losses.

Quantity - minimum 20 (50-lb bags) 

8. Smooth Bore/Maxbore HDD is a single sack, premium grade, Wyoming sodium 

bentonite designed for fast, easy mixing. Smooth Bore/Maxbore HDD imparts superior 

suspension properties and filtration control to freshwater fluids. Although designed for 

use in horizontal directional drilling, it can be used in Water Wells in unconsolidated 

formations or when additional gel strengths are required to compensate for low annular 

velocity.

Quantity - As Required 

Page 148
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DOWNHOLE TOOLS/REAMERS 

Page 149
TELECOMMUNICATIONS y GAS PIPELINE y DIRECTIONAL DRILLING y ELECTRICAL y AGGREGATE MATERIALS 

SEWER, WATER & TUNNELING y CONCRETE y ENGINEERING y DESIGN/BUILD 

BROWNSVILLE, WI y SEATTLE, WA y MILWAUKEE, WI y HARRISBURG, PA y NEENAH, WI y TOPEKA, KS y GREEN BAY, WI y

CALGARY, AB 

"AN EQUAL OPPORTUNITY EMPLOYER"

 Reaming Tools/Equipment 

 

 

The reamers utilized for hole-opening operations are custom fabricated by Michels 

Corporation, however equivalent or better tools may be substituted depending on 

availability of other suppliers’ products, or, if changes in anticipated drilling conditions 

are encountered. Michels R&D program for downhole tools includes monitoring of 

performance & longevity of reaming equipment in differing soil conditions throughout 

North America as well as foreign destinations. Utilizing the latest technology, tooling 

and materials available to the industry is a continuing goal of Michels. 

 

There is essentially no limit to the length of time these tools can be run since simple 

repairs can be made in the field to keep the reamers in good working condition. The 

condition of the reamers will depend on the type of ground encountered; typically these 

reamers are discarded when they are observed to be beyond field repair. Initial 

maximum run time for specific reamers recommended by Michels is 50-100 hours. 

Page 150
TELECOMMUNICATIONS y GAS PIPELINE y DIRECTIONAL DRILLING y ELECTRICAL y AGGREGATE MATERIALS 

SEWER, WATER & TUNNELING y CONCRETE y ENGINEERING y DESIGN/BUILD 

BROWNSVILLE, WI y SEATTLE, WA y MILWAUKEE, WI y HARRISBURG, PA y NEENAH, WI y TOPEKA, KS y GREEN BAY, WI y

CALGARY, AB 

"AN EQUAL OPPORTUNITY EMPLOYER"

 Reaming Tools/Equipment 

The Yo-Yo reamer is a custom built tool used by Michels for downhole reaming 

operations. This tool has had proven success reaming difficult heavy gravel and 

fractured rock conditions. It is a very aggressive reamer for some of the most difficult 

soil conditions. Initial maximum run time for Yo-Yo reamers recommended by 

manufacturer is 50-100 hours based on extremeness of soil conditions encountered 

downhole. 

Page 151
Page 152
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MUD CLEANING EQUIPMENT 

SPECIFICATIONS 

Page 153
11/4/2010 

Drill Mud Cleaning and Disposal

The first phase of the mud cleaning system is displacement of solid returns at the shakers. 

Heavy solids are sifted out by a shaker with screens and deposited into a pit. From here they 

will be transported by dump truck to a site for disposal. 

Drill Mud Cleaning Equipment Specifications

Volume of Mixing/Scalper Tank ................ 54.0-Bbls 

Volume of Desander Tank ........................ 72.0-Bbls 

Volume of Desilter Tank ........................... 72.0-Bbls 

Quantity of Scalping Shakers ..................... 1.0-Shakers 

Mesh Size of Scalping Shakers ................ 10-20 Double Stacked 

Desander Capability .............................. 2 @ 500-GPM (1,000 GPM Total) 

Desander Cones ......................................... 2.0-Cones 

Desander Mesh Size ................................ 40 to 165 

Quantity of Desilter Cones ........................ 10 Ea @ 100-GPM 

Desilter Mesh Size .................................... 60 to 250 

Steel Mud Circulating Tank Volume ....... 160-Bbls 

Returns Tank Volume (Mud Pit) ............. 320-Bbls 

Cuttings Tank Volume (20-yd Roll-off) .... 150-Bbls 

Mud Screening, Max Pass Size ................ 40 Mesh 

Due to the quantity and types of mud pumps owned by Michels and located on multiple drill 

sites Michels utilizes one of the following pumps based on availability and geographic location: 

Bentonite Pump Capabilities (ENTRY/EXIT) 

Name Brand............................................. Gardner Denver OPI-350 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,469 PSI 

Maximum Flow Rate ......................................................... 529 GPM 

Gallons Per Stroke..................................... 2.94 Gallons Per Stroke 

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11/4/2010 

Bentonite Pump Capabilities (ENTRY/EXIT SIDE)

Name Brand................................ Ellis Williams W-446 Super Force 

Triplex Piston Model 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,027 PSI 

Maximum Flow Rate ......................................................... 661 GPM 

Gallons Per Stroke..................................... 2.20 Gallons Per Stroke 

Bentonite Pump Capabilities (ENTRY/EXIT SIDE)

Name Brand............................................. Gardner Denver OPI-700 

Liner Size ........................................................................... 7-Inches 

Maximum Pressure .......................................................... 1,690 PSI 

Maximum Flow Rate ......................................................... 599 GPM 

Gallons Per Stroke..................................... 3.99 Gallons Per Stroke 

Page 155
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MICHELS ROLLERS 

Page 156
Michels Directional Crossings Pipeline Rollers 

General Description: Steel tubing welded frame supporting two urethane coated 

rollers. Pillow block bearings are used to mount the rollers. The rollers are apposed to 

each other and set @ 125° to accommodate various pipe sizes. (See attached PDF for 

Roller Schematic)

Size: Footprint of 50”x48” with overall height of 40” 

Load Capacity: 167,000 Lbs per assembly 

Shafts: Material is steel 4140, 2-15/16 Diameter. 

Frame: Frame weldment made of steel ASTM A-500 Grade square 

tubing 

Rollers: 11” O.D., 20” face width, 8-5/8” core size. Coating is urethane 

approximately 1” thick (95 Shore-A) 

Bearings: 4-required per assembly, 2 on each coated roller. 

Manufacturer is Linkbelt, Part Number PB22447E w/ 2-15/16” spherical 

roller, self aligning, contact seal. 

Load Capacity for Bearings; 

Basic = 41,800 Lbs 

Static = 71,500 Lbs, 

L-10 Life = 9,410 Hours @ 300 RPM 

Page 157
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

CONTINGENCY PLANS FOR HDD 

CROSSINGS 

Page 158
DIRECTIONAL DRILL 

CONTINGENCY PLANS 

HDD CROSSINGS 

INFRASTRUCTURE/RIPARIAN 

Horizontal Directional Drilling 

March 11, 2011 

Page 159
HDD Contingency Plan 1 of 13 3/11/2011 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

CONTINGENCY PLANS 

Michels believes contingency planning begins with the appointment of competent field 

personnel having the greatest amount of experience to complete a project. Michels’ personnel 

are some of the most qualified drilling experts in the industry, as demonstrated by resumes and 

experience lists highlighting past projects completed. With the abundant resources at their 

disposal, Michels has overcome risks associated with some of the most difficult drilling projects 

ever attempted and has evolved into an industry leader. Michels Project Managers are some of 

the best in the industry utilizing the many resources available while coordinating the various 

facets of a productive drill site. 

Michels’ Drill Superintendents are highly experienced at utilizing drill rigs and ancillary 

equipment of every size. They have worked up though the ranks providing them a complete 

and comprehensive understanding of safety, environmental monitoring, manpower, equipment 

operations and repairs for each phase of the drilling operation. As noted on the attached 

resumes, each Superintendent has drilled throughout North America and has encountered 

varying soil conditions, from sands, gravels, clay and cobble to solid rock formation. They are 

well respected throughout the industry and have worked with a majority of the major Pipeline 

Construction Companies in North America. Michels’ personnel maintain continuous certification 

through accredited schooling for all phases of the drilling operation. 

Contingency planning is conducted in response to unforeseen events and conditions, which 

could occur during normal operating sequences. The following contingency plans are in place 

to ensure completion of the project in accordance with governing authorities. The Field 

Operations Superintendent oversees preventative measures before product line installation. 

This alleviates the probability for adverse conditions such as stuck pipe. The following are 

some of the more common variables, which we have developed contingency plans for. They 

include but are not limited to: 

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HDD Contingency Plan 2 of 13 3/11/2011 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Possible Condition: EQUIPMENT MALFUNCTION/FAILURE-SPARE PARTS 

Contingency: Based on past experience, Michels can reasonably estimate the average 

life expectancy of all major components of the drilling operation under normal operating 

conditions. The operating hours of the equipment are recorded prior to start of drilling 

operations and maintained throughout completion of the crossing. Documentation and 

maintenance records are maintained by the drilling superintendent so that replacement of key 

components can be routinely performed in a timely manner to prevent failure. Occasionally, a 

component of the drilling operation will fail unexpectedly even with the most stringent 

maintenance and replacement schedule. These types of failures have occurred in the past and 

Michels has established a spare parts inventory with each drill rig based on the most common 

failures of this type. Spare parts kept on site include hydraulic pumps, flendor motors, and drive 

gears. In addition, odd sized or extremely high pressure hydraulic hoses that are not readily 

available “off the shelf” are kept on site. 

Major Spare Parts kept on-site 

• 1,800-Mission pump

• 2,500-Halco pump

• Mud Rig – Clutch and Transmission

• 11 – Vise Blocks

• 4 - Vise Hydraulic Rams

• 2 - Rotary Motors

• 2 – Drive Motors

• 1 – Hydraulic Pump

• 2 – Vise Travel Motors

• 1 – Circulation Pump

• 2 – Mud Swivels

• 2 – Complete Rebuilds for OPI-350

• Rebuild Parts for EW-446

• Electric Motor for Halco

• Electric Motor for Cooling Fans

• 2 – Shaker Motors

It is not feasible to maintain a complete spare parts inventory with each drilling rig on site so 

Michels immediately identifies local sources for commonly available spare parts and equipment 

upon job start up. Spare parts not readily available locally are kept in one of four Michels’ 

permanent warehouse locations in Bothell, Washington; Nisku, Alberta Canada; Harrisburg, 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Pennsylvania; or Brownsville, Wisconsin, where the parts can be shipped overnight to the job 

site to prevent extensive down time caused as a result of equipment failure if necessary. 

Possible Condition: STUCK PIPE 

Contingency: The following are some of the preventative measures invoked by the 

Drilling Foreman in order to reduce the chances for complications while pulling back product 

pipe. 

1. Utilize drilling equipment capable of supplying enough power to remove seized pipe from 

either entry or exit location. 

2. Performing an extra reaming pass with the purpose of cleaning out the reamed hole (not a 

cutting pass) and adding proper lubrication with precise weight bentonite mixture. 

3. Reduce torsional and axial loads through the use of properly spaced rollers, well 

maintained swivels and creating a smooth transition between downhole exit angle and 

pipe strung out on top of ground readied for pullback. 

4. Utilize Ballasting to control the weight of the pipe by achieving negative or neutral 

buoyancy. 

Contingencies for stuck pipe 

If above preventative methods fail and the pipe become seized in the borehole we invoke Best 

Available Control Technology (BACT). One of the methods involves specific techniques in 

conjunction with ballasting, which is controlled loading with water. Past experience has shown us 

that if the leading end of the pipe remains too heavy during ballasting, air can be supplied to this 

area of pipe, displacing water back toward the middle, and in some circumstances freeing up the 

point of greatest friction. 

If the drilling rig is unable to supply the initial thrust to release the seized pipe, side booms and or 

track-hoes can supply thrusting pressure from the exit side in order to start momentum. Michels 

drilling rigs have the potential to supply up to 1,200,000 pounds of thrust and pulling-force, add 

additional equipment and there is not much that cannot be dislodged. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

If percussion assistance is determined to be necessary to supply the energy required to complete 

the pullback operation, Michels is capable of performing this operation utilizing a GrundoRam 

percussion hammer supplied by TT-Technologies. The work area needed for invoking hammer 

assist procedures is located on the pipe pullback side of the crossing. This will encompass an 

area of 40-feet long x 20-feet wide for staging of the “Taurus” GrundoRam percussion hammer 

and assist equipment. This pipe-ramming machine has a thrust of up to 2,000 tones and a 

ramming speed of 180-strokes/minute. A GrundoRam and 1600 CFM air compressor will be 

made available by Michels on-site. Additional sources for spare parts and accessories should 

also be identified. 

(See Attachment Grundo-Ram Percussion) 

A specially manufactured reinforced push ring is positioned at the back end of the product line so 

that equal transmission of percussion energy can be transmitted down the product pipe, and to 

protect the steel pipe end while in contact with the GrundoRam “Taurus”. The persistent exertion 

of energy along the descending steel pipeline aids in aggressively sliding the pipe through suspect 

areas of unconsolidated formation or through areas of cave-in. Although this is not a regular 

occurrence due to mitigative measures taken prior to installation, Michels has successfully 

completed this unique form of pipeline pullback assist periodically over the past 10-years and has 

built a solid reputation as an innovator in this field. 

Not only can force be applied from the drill-rig side but additional force can be applied from the 

pipe installation side for large diameter installations through the use of a Herrenknect pipe thruster 

for land to land crossings. This alternative source of power supplied from the opposite end can 

dramatically assist large diameter pipe pullback during significant changes in the effective weight 

of the pipe during pullback (buoyancy) caused by either losing circulation or re-establishing 

circulation unexpectedly therefore causing drastic changes in the buoyancy of the pipe. This 

method also reduces the risk for damage to pipe coating during pullback by reducing the tensile 

force needed to pull back the pipe. If a large diameter pipe becomes stuck after the swabbing run 

additional control can be established to move pipe back and forth in the event gravel, cobble 

and/or boulder sized materials fall in the hole. This piece of equipment can be used as an 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

alternative to the percussion hammer which has been used as a main contingency measure by 

Michels on previous HDD installation. 

(See Attachment Herrenknect Pipe Thruster) 

Possible Condition: INCLEMENT WEATHER 

Contingency: Key personnel monitor long range forecasts for the project areas to be 

affected. Various weather services (i.e. NOAA, Weather Channel etc) are monitored by computer 

for bad weather and potential hurricanes. Regular updates are given to Michels’ personnel to 

make them aware of approaching weather conditions. Evacuation routes will be identified and 

reviewed with all personnel for potential hurricanes prior to beginning work and responsibilities will 

be assigned. If electrical storms are projected to affect a drill site, approaching storms will be 

monitored by radar and radio and communication will be maintained between Project Manager 

and personnel. Electrical storms can potentially cause serious problems for a drilling operation. 

The Drill Superintendent must use his discretion as to the appropriate safe action to be taken for 

the safety of the crew and entire drilling operation. Proper grounding must be maintained 

throughout a drilling operation. 

A safe area on the site will also be designated for response to an approaching tornado. Stream 

gages will also be identified and monitor for potential flooding conditions. 

Possible Condition: NOISE 

Contingency: Noise reduction can be accomplished using several methods. To begin 

with, a site reconnaissance or noise modeling must be completed by the Owner to determine what 

decibel (dB) level will be allowable at the affected locations. Some of the Noise Control 

Considerations include: Redirection of sound waves or deadening just by the simple positioning 

of drilling equipment and strategic location of frac-tanks. This option generally has little affect 

upon cost and may cause minor inconveniences for the drilling operation. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Another option is to utilize hospital/industrial grade mufflers to deaden sound as it leaves engines 

of motorized equipment. This could impede maximum operating output from equipment and also 

slow down the drilling operation. 

More costly forms of Sound Control include; Building walls made of hay bales, sound curtain 

matting or plywood, or, building sound deadening enclosures constructed of wood. 

Possible Condition: DAMAGE TO EXISTING UTILITIES 

Contingency: Preventative measures include proper notification of local utilities through 

area one-call programs or site investigation and recording of area markers, manholes and valves. 

Pot-holing existing utilities is the most reliable method of exact utility location 

Damage to existing utilities or structures may occur during drilling or reaming operations. 

Occasionally unknown or unmarked utilities may be hit during drilling or reaming operations. If 

this circumstance does occur the type of utility is first identified so that severity of response can be 

identified. Emergency personnel for the identified utility are then notified. Pertinent personnel for 

the Owner and/or Owner Representatives are then notified, following the chain of command. 

Decisions are then made as to appropriate action to be taken. 

Possible Condition: ENCOUNTERING SUBSURFACE OBSTRUCTION 

Contingency: Occasionally an unknown subsurface obstruction is encountered during 

drilling operations such as; 1) buried tanks, 2) Building foundations/piers/pilings, 3) buried 

junk/cars. If this situation occurs, the location of the object is first identified in relation to the drill 

path. If the current R.O.W. is ample and soils provide adequate steering capabilities, the drill 

head is pulled back to a pre-calculated point along the previously drilled path and the drill bit is 

rotated and steered around the obstruction. 

The chance of encountering an obstruction during reaming operations is highly unlikely. But, if 

this should occur, the magnitude of the obstruction must first be evaluated. If the obstruction is 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

determined to be impassible, operations will be halted until an agreeable solution can be 

determined. 

Possible Condition: RUNNING SANDS 

Contingency: It is possible that loose cohesionless soils, such as running sands, may not 

support the drilled annular space over a long directional drill length. Although this circumstance 

sounds serious, it may not prevent the installation of a pipeline. Mechanical agitation of the 

formation by the downhole tool and trailing drill string, combined with the injection of bentonite 

drilling fluid causes the soils to experience a decrease in shear strength. When the resulting 

shear strength is low enough, the soil will react in a fluid-like manner thus, allowing the pipeline to 

be pulled through it. 

It would be highly unusual for soil strata to be of the same consistency from drill entry to drill exit, 

especially at the various depths encountered during pilot hole drilling. Prior to drilling, only 

general soil information is known for estimating and hypothesizing. The type of drilling fluid 

providing the best performance capabilities for the conditions is chosen based upon this 

information. Adjustments are then made in the field correlating to specific soil properties in order 

to improve performance. 

Possible Condition: PIPELINE MISALIGNMENT 

Contingency: Today’s technology in the directional drilling industry provides state of the 

art instrumentation and tracking capabilities. The directional drill alignment is accurately known to 

within ± 0.01° or, ± 1.4 feet per 1,000 feet in both profile and plan view. The addition of Para 

Tracker as a secondary form of verification and validation for plan view orientation, left and right of 

center line, provides precise information which is updated regularly during drilling operations. The 

most frequent cause of misalignment is the inability to steer in transitional zones near the exit 

location. These soils may include varying degrees of overburden or formations allowing 

unpredictable degrees of penetration. The orientation or angle of these zones from horizontal may 

deflect the drill bit having a direct affect upon steering capabilities. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

In any case, the steering probe maintains its tracking capabilities and allows the Survey 

Technician continuous feedback for locating the drill string in a three dimensional plane. Any 

deviation from the targeted exit is known and can be compensated for. If the target area is not 

large enough to accommodate the deviation, the drill string can be pulled back to a calculated 

point and be redirected toward the proposed exit location. 

Possible Condition: PRESSURE CONTROL 

Contingency: An important function of the drilling fluid is to prevent the uncontrolled entry 

into the hole of fluids from the formation penetrated by the bit. The pressure exerted by the 

column of drilling fluid (hydrostatic head) must be somewhat greater than the pressure exerted by 

the formation fluids to allow raising the drill string without any problems. Following are some 

mitigative measures taken to counteract pressures. 

1. Avoid swabbing drill string (plunging the drill string back and forth with great force)

2. Keep the hole full of drill mud while pulling the drill pipe, especially when

hydrostatic head is not much greater than formation pressure.

At any given depth, the hydrostatic pressure (in psi) of the mud column is equal to mud density 

(in lb/gal) times depth (in feet) times 0.052 

Psi = lb/gal x feet x 0.052 

(hydrostatic (density) (depth) 

pressure) 

Possible Condition: HOLE COLLAPSE 

Contingency: Most drillable formations, whether consolidated or unconsolidated, have 

some form of cohesive properties allowing drilling fluid to interact and add to its bonding 

properties, thus avoiding hole collapse. Some soils, such as large gravel zones or cobble areas 

may not be capable of holding a hole. If this type of formation exists in the overburden soil (upper 

strata), a steel casing pipe may be washed over the drill stem into competent soil and left in place 

during operations. Drilling and reaming operations will then resume utilizing this conduit as a 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

means of carrying drill cuttings back up-hole without obstruction. 

If this type of formation exists throughout the borehole, it should be known and researched prior to 

drilling so that an alternate route may be researched. The route that provides the best chance for 

success should be the route chosen. If a competent drilling contractor properly investigates a 

route, the chance for a hole collapse is greatly reduced. 

Possible Condition: PIPELINE COLLAPSE 

Contingency: Pipeline collapse during pulling operations is a rare occurrence caused by 

certain factors, which must be considered before pullback begins. Some of the main factors, 

which must be considered during pre-planning stages or prior to pipeline pullback operations, 

include: 

1. Pre-engineered profile must reflect the minimum radius of curvature calculated for

the given pipe (wall thickness, pipe size, tensile strength, X-rating)

2. Drilled profile should not exceed pipe tolerance throughout the drilled borehole.

3. Experienced directional drilling Survey Technician verifies three joint radii

calculations for maximum degree of bend per 30-foot joint.

4. Industry standard safety factor should be included in the profile and calculations

taking into account unknowns.

5. Exit and entry angles must be within specified tolerances so that support

equipment capabilities are not exceeded in order to provide the pipeline a smooth,

uninhibited transition into the opened hole.

6. Calculations performed for anticipated stresses the pipe will be subjected to during

pullback (i.e. Pull loads, tensile, unconstrained buckle, hoop stress.) This way

upper stress limits will be known.

7. Proper ballasting of product line through controlled loading of water to the leading

end of pipeline. This procedure also provides internal pressure to the product line

as a counter balance to external pressures. If water is added to the opened end of

Page 168
HDD Contingency Plan 10 of 13 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

the product line and allowed to flow down toward the leading end during pullback, 

a vacuum may occur creating undue stress on the product line which would 

increase the possibility of implosion or collapse. Therefore, a conduit is positioned 

to carry water through the interior of the product pipe dispersing water at the 

leading end of the pipe filling it from the lowest portion (elevation) toward the 

highest elevation. Volume calculations are maintained to ensure only the lowest 

portion of the pipe is maintained full of water. 

The appointment of highly competent personnel experienced in pipeline pullback procedures is a 

must. There is no substitute for experience. Experienced personnel should be placed at critical 

positions at both the drill entry and exit locations.

Page 169
HDD Contingency Plan 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

ATTACHMENT 

GRUNDO RAM 

PNEUMATIC PIPE RAMMER

Page 170
Conductor Barrel'M

A sure start for your bore even in the

worst soil.

.Ram casings through difficult soil

conditions to more desirable drill

starting points.

.Guide down-hole or mud motors to rocky

soils through the conductor barrel-

.Provides friction-free section for product

pullback.

Pullback Assist

Overcome hydrolock with a pipe rammer.

.Rammer attached to product pipe during

pullback.

.Percussive action keeps pipe moving and

helps prevent high levels of pullback

stress.

.Percussive power frees immobilized

product pipes.

Pipe Removal

Remove stuck product pipe and bore again.

.Rammer attached to product pipe after

pullback fails.

.Percussive action pulls product pipe,

removing it from the bore.

.Salvage the job and bore again.

Drill Stem Recovery

Retrieve stuck drill stems.

.Pipe Rammer fitted with a special sleeve.

.Stuck drill stem welded to the back of

the rammer sleeve.

.Percussive power frees drill stem, saving

time and money.

Page 171
I "'

II p OIJle,I"\

\ lJlit~o(j.t

\Ci/f!itg! . .

...

Who would have thought that

there would be an international requirement for a GRUNOORAM hammer -larger than

the GOLIA TH 450 mm (18}

machine?

International demand has

made the new TAURUS 600

mm (24') a must. Thanks to its

dimensions and thrust of up

to 2,000 tons (4,480 Ibs) the

TAURUS is the largest steel

pipe ramming machine that

exists.

Steel pipes up to 2, 000 mm

(80') can now be installed

with this powerful machine

when installing casing

or product pipes for

the water, sewage, telephone, electricityand

gas industries or railway

authorities.

When other ramming equipment has reached its power

limit the TAURUS offers that

extra power to get that pipe

into the ground.

It is designed of a monoblock

main casing made from a

high quality alloy with a unique flexible control stud for

perfect impact transmission

onto the steel pipe. This

makes it a reliable and lasting

boring unit even in difficult soil

conditions or over long stretches of steel pipe installation.

A GRUNOORAM's number of

strokes has a direct influence

on the forward ramming

speed. However, high ground

22

Page 172
TAURUS

24"

12 ft

10,580Ibs

.1.766 ft3/min

180

4,400 Ibs

>380

! 0oframmer Length Weight Air consumption.

Strokes per min. .

Thrust Suitable for pipes.

A T AURUS used on a gas

pipeline installation.

I resistance and friction require

/ a low stroke frequency with a

higher single impact. The

GRUNDORAM model TAURUS

with 180 strokes/min and more

than 2,000 tons (4,480 Ibs) of

dynamic thrust ensures high

ramming speeds even under

the most difficult conditions.

to resist the highest stress in diffi

cult soils thanks to its monoblock

casing and flexible control stud.

The development of the new

T AURUS is the result of years

of R & D in the field of

trenchless pipe laying

systems.

23

Page 173
Page 174
Page 175
HDD Contingency Plan 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

ATTACHMENT 

HERRENKNECT 

PIPE THRUSTER 

Page 176
Herrenknecht AG

D-77963 Schwanau

Tel +49 7824 302 0

Fax +49 7824 302 364

utility@herrenknecht.com

www.herrenknecht.com

TECHNICAL DATA SHEET | PIPE THRUSTER

Additional Power for Pipe Pullback. 

The newly developed Herrenknecht Pipe Thruster is an auxiliary

device for Horizontal Directional Drilling Technology and

extends its field of application. The Thruster is mounted at the

exit point and helps to push the entire pipeline into the 

ground. It is particularly suited for extremely long pipelines,

very large diameters or difficult geological conditions.

Depending on the project the Pipe Thruster can be used as a

support tool, a rescue tool or as a pipe installation tool.

After finishing the pilot hole and the reaming procedures using

a HDD Rig the Pipe Thruster assists during the pipe pull. The

Pipe Thruster is mounted at the exit point and pushs the product pipe into the enlarged hole while the Rig is pulling the

pipe. This simultaneuos process will reduce the stresses on the

drillpipe and the product pipe. 

Beside improved safety the Pipe Thruster allows drill lengths of

more than 3,000m and makes the use of big pipe diameters

more common.

Page 177
TECHNICAL DATA SHEET | PIPE THRUSTER

Innovative Solution: The Pipe Thruster

Range of Application

❚ Support of the HDD process during pipe pullback.

❚ Sea Outfall projects: ashore thrusting of the product pipeline.

❚ Rescue Tool for the recovery of stucked pipelines, e.g. in difficult geological conditions.

Advantages of the Method

❚ The deployment of the Pipe Thruster allows to add a push force from the exit point to the pull force of the HDD Rig.

❚ The flexible load distribution at the entry and exit point increases safety during the trenchless installation of 

pipelines considerably.

❚ Reduced stress for drill pipes and rigsite equipment during pipe pullback. 

❚ Increase of drill lengths to more than 3,000m and more frequent use of large 48“ product 

pipe diameters.

Advantages of the Herrenknecht Pipe Thruster

❚ The Herrenknecht Pipe Thruster can be used for all pipe diameters ranging 

between 20“ and 48“ by just changing the clamping inserts.

❚ Due to a tilting clamping device the Pipe Thruster can even be 

installed when the pipeline pullback is already in progress.

❚ The clamping device is suitable for all types of pipelines 

and coatings.

❚ The modular design does not require special cargo 

transports.

Technical Data

Pipe Thruster

❚ Operating angle: 5° - 15°

❚ Push and pull force (normal): 250t (2,500kN)

❚ Push and pull force (maximum): 500t (5,000kN)

❚ Min. clamp diameter: 20“ (508mm)

❚ Max. clamp diameter: 48“ (1,219mm)

❚ Max. speed: 5m/min.

❚ Stroke of push/pull cylinder: 5,000mm

❚ Dimensions: 9 x 4.1 x 4.4m

❚ Weight: 45t

Power Unit

❚ Dimensions: 20ft container

❚ Installed power: 400kW

❚ Weight: 10t

❚ Remote control and hydraulic hoses to the Pipe Thruster

are included.

Page 178
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DRILL FLUID RECYCLING 

FLOW CHART 

Page 179
Page 180
DIRECTIONAL DRILL 

PLAN of PROCEDURE 

DAKOTA ACCESS 

DAKOTA ACCESS PIPELINE PROJECT 

MISSOURI RIVER HDD CROSSING 

Williams & McKenzie Counties, North Dakota 

Installation of 24” Steel Pipe 

Horizontal Directional Drilling 

September 3, 2015 

Page 1
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

HDD EXECUTION PLAN 

Michels Directional Crossings 

Dakota Access Pipeline Project 

Missouri River Crossing (~2,700’ / 24” Steel Pipe) 

Drill Support and Manpower:

Michels proposes drilling and installing the Missouri River crossing with one shift of 8-12 men utilizing a 

minimum DD-840 Drill Rig and support crew. The crew for this rig will be scheduled to work approximately 10-

12 hours per day and up to 7-days per week, 24-hour per day operations may be required at any given time on 

the crossing depending on conditions encountered in the bore-hole and specific requirements which must be 

met. Notice will be provided to the Owner should additional work time be required and a mutually agreeable 

schedule will be developed. If a hole-intersect or additional assistance is required during drilling operations an

appropriately sized capacity drill rig may be brought in to assist in operations. 

(Attachment – On Site Specialized Manpower and Resumes, pages 8 - 93) 

Drill Configuration/Geometry:

Directional drilling using the continuous bore-hole method is proposed for the crossings, however, pilot-hole 

intersect operations can be anticipated if conditions necessitate. The planned borehole for the crossing is 

anticipated to follow the attached HDD Plan and Profile drawing. Adequate depth of cover is required 

depending on the formation and diameter being installed in order to minimize the risk for inadvertent drilling 

fluid returns. 

(Attachment – HDD Plan and Profile, pages 94 - 96) 

Drill Work Sites:

The drill work sites required for staging equipment should be prepared by a prime contractor readied for 

Michels’ mobilization to the job site. A cleared and level work pad at both sides of the crossing is necessary for 

the support and movement of heavy equipment. The pad may require the installation of matting, gravel or 

other means for a stable workable surface. A work pad is required at either side of the proposed crossing 

capable of supporting a drill rig with ancillary equipment. The minimum work area requirements at entry and 

exit are 250’ long (parallel to drill centerline) by minimum 150’ in width. A drill rig dead-man is typically 

installed in front of the rig to support minimal movement of the rig during drilling operations. The dead-man 

consists of an 8’ x 20’ steel plate installed vertically down into the ground placed in front of the drill rig. It is 

used to distribute load bearing support during rigorous drilling operations. 

 (Attachment – Typical Entry/Exit Site Layout Requirements, pages 97 - 99). 

Page 2
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Pilot Hole:

For the pilot hole, the drill bit will be advanced from the entry point to the exit location along the proposed borehole path using a directional jetting bottom-hole assembly or mud motor with bit and bottom-hole assembly. 

The bottom-hole assembly includes the bit, stabilizer, directionally oriented sub, steering guidance tool (probe) 

or gyroscope, and non-magnetic drill collar. The drill stem added behind the bottom hole assembly as the pilot 

hole advances will be S-135 grade minimum 6-5/8” full hole double shoulder (FHDS) drill pipe or better and in

random 30(±) foot lengths. The location of the pilot-hole drill path will be continuously monitored and surveyed 

utilizing the downhole wire-line probe (MGS) or non-wire line gyroscope as drilling proceeds. The elevation, 

alignment and distance away from the rig will be calculated and recorded in accordance with industry standard 

which is once at the end of every drill stem length (approximately 30-feet). 

(Attachment – MGS Steer Tool System, pages 106 - 108; Attachment – Gyroscope, pages 109 - 110; 

Attachment - Para Tracker, pages 111 - 112). 

Specifications and capacities of Atlas-840 Drill Rig:

 Maximum Capacity: 840,000 pounds pulling power. 

 Maximum Drilling RPM: 100-RPM 

 Intended Drilling RPM: 60-80 RPM 

 Maximum Pump PSI: 1000-PSI

 Intended Pump PSI: 300-800 PSI Depending on what stage the drilling operation is in. 

 Maximum GPM: 1,200 GPM 

 Intended GPM: Up to 800 GPM Depending on what stage the drilling operation is in 

(Attachment – Drill Rig Specification Hercules 1200, Atlas-840, pages 113 - 115)

Drilling Fluids:

Essential to any successful HDD process is the selection and proper utilization of drilling fluid which is made up 

of primarily water and bentonite (de-hydrated clay) having pH values between 8 and10. Bentonite is a 

naturally occurring, non-toxic, inert substance that meets NSF/ANSI-60 Drinking Water Additive Standards and 

is frequently used for drilling potable water wells. Therefore, the ecological and environmental impacts of an 

inadvertent release of drilling fluid into a water body is a temporary increase in local turbidity until the drilling 

fluid dissipates with the water current or settles out. 

Bentonite serves many notable purposes in the HDD process, which includes but is not limited to: 

1) Cleans the drilled cuttings from the bore hole and cools the drilling tools,

2) Transports cuttings to the surface for recycling,

3) Aids in stabilizing formations by supplying a cohesive nature to the surrounding geological formation

and preventing fluid loss from the bore hole,

4) Provides lubrication for the drill string and downhole assembly, which reduces frictional forces at the

formation,

5) Drives a down-hole drill motor for rock drilling,

6) Provides hydrostatic fluid pressure in the bore hole to offset ground formation pressures.

Drilling fluid is composed of a carrier fluid and solids. The selected carrier fluid for this crossing consists of 

water (approximately 96%) and an inorganic, bentonite clay (approximately 4%). Michels has access to 

Page 3
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

several different brands of bentonite. The selection of which brand to use is typically based on price, 

availability and proximity to the proposed drill site. The following brands all exhibit similar characteristics 

providing the same results as listed above. 

(Attachment – Potential Bentonite Brands – Product Data/MSDS Sheets, pages 116 - 143)

Potential Bentonite Brands 

 Max Gel

 Super-Gel X

 Bara-Kade

The bentonite will be mixed in a mud mixing tank of up to 5,000 gallons, depending on mud rig size, in 

accordance with manufacturer’s recommendation. Approximately 15 to 20 pounds of powder bentonite will be 

mixed with 100 gallons of fresh water (Mud Composition), and will be used throughout the entire drilling 

process to establish and maintain optimum drilling fluid properties. Estimated drill spoils listed above are 

based on past experience and do not take into account unexpected conditions encountered. Michels 

maintains fluid performance through the daily sampling, testing and recording of fluid properties throughout 

drilling operations. Fluid properties will be tested six times per day. The items that will be tested are listed on 

the attached daily mud testing report. This provides Michels’ Mud Technician the information required to make 

educated recommendations regarding maintenance of efficient drilling fluid rheology consistent with holestabilization with the intention of limiting inadvertent surface returns. Following is one of the tables used as a 

guideline by the Mud Technician referencing recommended fluid consistencies targeted during typical testing. 

Ratios of bentonite and water are varied to achieve these recommended viscosities. 

(Attachment – Daily Mud Testing Report, pages 144 - 145)

Targeted Drilling Fluid Viscosities Recommended

Sand 60-80 Viscosity

Silt 50-70 Viscosity

Clay 40-50 Viscosity

Rock 60-80 Viscosity

Gravel 70-90 Viscosity

Once the drilling fluid is thoroughly mixed to an acceptable consistency, it is pumped from the mud tank to the 

back end of the drill rig. From here it is injected under high pressure through the drill stem at a rate of between 

300 to 800 gpm to the apex of the drill head. The spent drill fluid with mixed cuttings maintains a return flow 

back along the annular space created between the drill stem and the formation wall. Drill fluid returns to the 

entry pit where it is pumped by a 6hp submersible pump to the fluid recycle and processing system. 

Michels does not foresee the need for additives; however, additives may be deemed necessary based on 

evaluations and recommendations made by the Mud Technician during drilling and hole-opening operations. If 

the need for drill fluid additives does arise, it is anticipated that one of the following additives may be required 

in order to maintain adequate fluid rheology down-hole: 

(Attachment – List of Potential Additives – MSDS provided a need determined, pages 146 - 147) 

Page 4
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Brand Purpose 

Environmental Effect If 

Spilled 

Suspend-IT

Used in Rock Formation - Increase Gel 

Strength Non-Toxic / Non-Hazardous 

Drill_Terge 

Used in Clay Formation – Prevents Clay 

Balling and Swelling Non-Toxic / Non-Hazardous 

InstaVis Plus

Used in Clay Formation – Improves 

Viscosity Non-Toxic / Non-Hazardous 

Rel-Pac Xtra Low Used in Sand & Cobble - Control Fluid Loss Non-Toxic / Non-Hazardous 

Soda Ash Increase Ph in Make-up Water Non-Toxic / Non-Hazardous 

Solids Control and Separation: 

The first phase of the mud cleaning system is displacement of solid returns at the shaker. Solid control 

systems will vary for the various drill rigs however the end product is the same. Heavy solids are sifted out by

a shaker with screens and deposited into a pit. From here they will be transported by dump truck to a site for 

disposal. Spent drill fluids are collected at the drill site and transferred to tanker trucks for disposal at an 

approved location. (Attachment – Drill Fluid Recycle Flow Chart, pages 148 - 149) 

Reaming Passes:

Michels anticipates performing one reaming pass with a final hole diameter of up to 36” in diameter. However, 

the final determination as to size and number of ream passes will be based on conditions encountered during 

pilot-hole drilling and the initial reaming operation. 

The reamers proposed for the crossings will be various types of dirt and rock reamers custom fabricated by 

Michels specifically for this type of formation, which could include conventional fly-cutter type reamers and 

hole-openers. Michels also has additional resources for various rock-tooling which can be supplied at a 

moment’s notice if needed. Equivalent or better tools may be substituted depending on availability of other 

supplier’s products or if changes in anticipated drilling conditions are encountered. 

(Attachment- Michels’ Downhole Tools, pages 150 - 153)

Cleaning Pass:

A swab pass will need to be conducted up to the same size as the final ream pass but no larger. The swab 

pass is typically pulled back from exit to entry. 

Drill Mud Cleaning:

The first phase of the mud cleaning system is displacement of solid returns at the shaker. Heavy solids are 

sifted out by a shaker with screens and deposited into a pit. From here they will be transported by dump truck 

to a site for disposal. 

Page 5
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

Drill Mud Cleaning Equipment Specifications 

Volume of Mixing/Scalper Tank ................ 54.0-Bbls 

Volume of Desander Tank ........................ 72.0-Bbls 

Volume of Desilter Tank ........................... 72.0-Bbls 

Quantity of Scalping Shakers ..................... 1.0-Shakers 

Mesh Size of Scalping Shakers ................ 10-20 Double Stacked 

Desander Capability ................................... 2 @ 500-GPM (1,000 GPM Total) 

Desander Cones ........................................ 2.0-Cones 

Desander Mesh Size ................................ 40 to 165 

Quantity of Desilter Cones ....................... 10 Ea @ 100-GPM 

Desilter Mesh Size ................................... 60 to 250 

Steel Mud Circulating Tank Volume ....... 160-Bbls 

Returns Tank Volume (Mud Pit) ............. 320-Bbls 

Cuttings Tank Volume (20-yd Roll-off) ... 150-Bbls 

Mud Screening, Max Pass Size................ 40-Mesh 

(Attachment – Mud Cleaning Equipment Specifications, pages 154 - 156)

Bentonite Pump Capabilities (ENTRY/EXIT) (Based on Availability) 

Name Brand .................................................... Ellis Williams W-446 

Triplex Piston Model 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,027 PSI 

Maximum Flow Rate ......................................................... 661 GPM 

Gallons Per Stroke .................................... 2.20 Gallons Per Stroke 

Bentonite Pump Capabilities (ENTRY/EXIT) (Based on Availability) 

Name Brand ............................................ Gardner Denver OPI-350 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,469 PSI 

Maximum Flow Rate ......................................................... 529 GPM 

Gallons Per Stroke .................................... 2.94 Gallons Per Stroke 

Pull Pipe:

The pipe will be welded and placed on top of rollers in preparation for pullback. The pipe will be pulled into 

place utilizing an approved pull head, swivel and reamer from exit to entry. This is a continuous operation 

which takes place until the product pipe is pulled through the opened hole back to the entry point. 

(Attachment - Michels’ Support Rollers, pages 157 - 158)

Contingency Planning: 

Contingency planning is conducted in response to unforeseen events and conditions which could occur during 

normal operating sequences. One of the most significant contingency plans has been developed for the 

mitigation and handling of inadvertent drilling fluid returns. This is addressed in an independent document 

supplemental to this plan. Michels has developed an environmentally responsive set of contingency plans to 

Page 6
Michels Directional Crossings 

Plan of Procedure 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

be invoked for expeditious attention and handling of various incidence as they arise. In the unlikely event that

the drilled borehole needs to be abandoned, the borehole will be filled with bentonite slurry and abandoned. 

(Attachment – Contingency Plans for HDD crossings, pages 159 - 170). 

Demobilization:

Excess drilling fluid is removed from the site and transported to the approved disposal site. Equipment and 

personnel will be moved off-site after successful completion of the hydrostatic test and clean-up operations will 

take place. 

Page 7
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

ON SITE 

SPECIALIZED MANPOWER 

AND RESUMES 

Page 8
 PERSONNEL STATEMENT

Personnel for each newly contracted job, from the Project Manager to the Mud 

Technician, are duly assigned to a project based on a number of circumstances. These 

may include but are not limited to the following; current projects under contract, 

geographic location of previous project, scope of work required for the directional drill. 

Our personnel and equipment have been assembled so that they are interchangeable 

from project to project. 

The key to any directional drilling project is obviously having qualified personnel who are 

experienced in dealing with unforeseen circumstances as they arise. Michels’ 

personnel are some of the most experienced and highly qualified drilling experts in the 

industry, as demonstrated on past projects accumulated on our reference list. With the 

appropriate resources at their disposal, Michels has overcome risks associated with 

some of the most difficult drilling projects ever attempted and has evolved into one of 

the foremost leaders in the directional drilling industry. 

Each of the Drilling Superintendents employed by Michels is highly experienced in 

utilizing drill rigs of every size. Michels’ Drilling Superintendents are well respected 

throughout the industry, as represented on the attached resumes. Each has completed 

countless difficult drills including installation of large diameter pipe and at great lengths. 

Our Drilling Superintendents have worked up through the ranks providing them a 

complete and comprehensive understanding of safety, hazards, environmental 

monitoring, manpower, equipment operations and repairs for each phase of the 

directional drilling operation. Michels’ personnel maintain continuous schooling for all 

phases of the drilling operation. 

As noted on the attached resumes, each Superintendent has drilled throughout North 

America as well as internationally, and has encountered various soil conditions, from 

sands, gravels, clay and cobble to solid rock formations. 

Page 9
Michels Directional Crossings

A Division of Michels Corporation

Ken Coleman

Project Manager

Jim McGovern

Project Manager

Larry Shilman

Project Manager

Dusty 

Branscomb

Surveyor/Drilling 

Foreman 

Tom Forconi

Surveyor/Drilling 

Foreman

Doug Houska

Surveyor/Drilling 

Foreman

Cale Mullenix

Surveyor/Drilling 

Foreman

Jeff Nehmer

Surveyor/Drilling 

Foreman

Dan Reynolds

Surveyor/Drilling 

Foreman

Dennis Bush 

Field Operations 

Superintendent

Marcus Carratt

Field Operations 

Superintendent

Ryan Jackson 

 Field Operations 

Superintendent

Karl Kornkven

Field Operations 

Superintendent

Bryan Ketter

Field Operations 

Superintendent

Nick Leblanc 

Field Operations 

Superintendent 

Eric McBrair

Direct Pipe

Superintendent

Clifford Mclain

Field Operations 

Superintendent

Dale Schinderle

Field Operations 

Superintendent

Project Managers Survey Engineers Field Operations Superint

Tim McGuireVice President of 

Michels Directional Crossings

Diane 

Dalle Nogare

Administrative Assistant

Robert Westphal

Senior Vice President of 

Construction Operations

Gr

E

E

Dave Melum

Environmental 

Manager

Ray Viator

Marine Operations 

Manager

Ted Foltz

Asst. Operations 

Manager

Don Mueller 

Asst. Operations 

Manager

Scott Nehls

HDD Logistics

QA/QC Manager

Jeff Mueller

HDD Operations 

Manager

Br

Eng

Rick Zavitz

Drilling Fluid Specialist/

Project Manager

Deno Darden

Project Manager

Mark 

Zimmerman

Project Manager

Steve Sanders

Field Operations 

Superintendent

Eric 

Frawley

Project Manager

Wendell Long

Project Manager

Bob Spennati

Project Manager

Patrick O’Donogh

Trenchless Crossings Ma

Jeremiah 

Yliniemi

Field Operations 

Foreman

Sean 

Nicholson

Safety Director

Greg Warner

Project Safety 

Manager

 10 plus 

Safety Managers

Toni Budahn 

Administrative 

Assistant

Darrell Tise 

Surveyor/Drilling 

Foreman

Matt Smith

Direct Pipe 

Manager

Cody

Abler

Survey Technician 

Jeremiah 

Erickson

Survey Technician

Page 10
2009-Present Senior Vice President of Construction Operations, Michels Corporation, Brownsville, WI

2000-20009

1989-2000

1981-1988

1979-1980

Robert H. Westphal

Senior Vice President of Construction Operations

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 924-4375

Michels Pipeline Construction, Brownsville, WI

Michels Directional Crossings, Brownsville, WI

Project Manager, Mid-America Line & Cable Division, Michels Construction, Inc., Brownsville, WI 

Responsible for project management, including the coordination of labor, equipment, materials, 

construction scheduling and production. Projects included various OSP telephone cable and rural water 

construction projects.

 MICHELS CORPORATION

www.michels.us

Responsibilities include executive oversight of all operations with Pipeline Construction and Directional 

Crossings divisions. Complete profit and loss responsibility for all projects related to Pipeline and 

Crossings divisions. Oversee business development, finalizing estimates of all major projects, negotiation 

of contract agreements, subcontractor management, utility owner interface from project start to finish, 

human and equipment resource allocation, and general management of all Pipeline and Crossings 

division operations. Report directly to the President of the company.

Vice President, Michels Pipeline Construction, Inc. Michels Corporation, Brownsville, WI

Responsible for general and regional construction operations of this telecommunications OSP 

construction division. Duties include complete profit and loss responsibility for multiple and simultaneous 

telephone cable, gas and directional drilling construction projects including, but not limited to, bid 

estimating, bid preparation, project management, and interface with utility construction managers, 

engineers and consulting engineers. Report directly to the President of the company.

General Superintendent, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., 

Brownsville, WI

Michels Canada, Nisku, Alberta, Canada

Responsible for leadership encompassing but not limited to: the development and execution of strategic 

business initiatives both domestically and internationally; operational and administrative process 

improvement; workforce leadership, knowledge transfer, mentoring, development and diversification; and 

strategic issue resolution. Executive oversight of multiple diverse operating divisions as well as domestic 

and international joint ventures and strategic alliances. Senior Executive Corporate Representative for the 

company on multiple industry related Boards of Directors and Charitable Foundations. 

Email: westphal@michels.us

Senior Vice President, Michels Corporation, Brownsville, WI 

Complete profit and loss responsibility for hundreds of fiber optic and OSP telecommunication 

construction projects varying in size up to $10-million. Duties include bid estimating and preparation and 

complete control of all phases of utility OSP construction projects.

Page 11
1973-1978

1969-1972

1966-1969

1965-1966

1964-1965

1962-1964

Education:

1962 Graduate of Mayville High School, Mayville, WI 

Managed a utility construction crew as well as operated heavy equipment for cable construction as a 

working foreman.

Equipment Operator, Michels Pipeline Construction, Inc., Brownsville, WI

Project Superintendent, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., 

Brownsville, WI

Responsible for overall supervision for construction crews on various cable construction projects.

Parts and Sales Department, Humphrey Chevrolet/Krause Oldsmobile

Operated all types of utility construction equipment and specialized in backhoe operations.

Laborer on various utility construction projects.

Laborer, Cooks Masonry, Brownsville, WI

Crew Foreman, Mid-America Line & Cable Division, Michels Pipeline Construction, Inc., Brownsville, WI

Laborer, Michels Pipeline Construction, Inc., Brownsville, WI

Page 12
2002-Present

1998-2002

1994-1998

1992-1994

1991-1992

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for horizontal directional drilling division construction operations. Duties 

include profit and loss responsibility for multiple and simultaneous directional drilling 

gas, product, water, sewer, civil, electric, telephone cable, and environmental projects. 

Day to day involvement with bid estimating, construction feasibility evaluation, 

specification and design criteria review, proposal preparation, contract and subcontract 

negotiations, project planning and oversight, cost scheduling, allocation of divisional 

resources, and interface with utility construction managers, engineers and owners. 

Report directly to the Senior Vice President and President of the company.

Vice President, Michels Directional Crossings, Brownsville, WI

Drilling Division Manager, Harrison Western Mining Corporation, Denver, CO

Responsible for estimating, planning and managing various vertical, angle and 

horizontal drilling projects for geotechnical investigations, civil construction, mining 

operations and environmental evaluation and remediation. Evaluated, designed and 

implemented various drilling methods, equipment, materials and tools while managing 

day-to-day drilling operations on geotechnical, civil, mining and environmental drilling 

projects.

Tim McGuire

Vice President - Directional Crossings Division

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tmcguire@michels.us

General Manager, Michels Directional Crossings, Brownsville, WI

Responsible for estimating, planning and managing horizontal directional drilling 

projects for various size utilities up to 48” in diameter and 6,000’ in length in a wide 

range of unconsolidated soil and bedrock conditions.

Project Engineer/Project Manager, Michels Corporation, Brownsville, WI

Responsible for assessing feasibility of design specifications, recommendation and 

implementation of construction methods, and day-to-day on-site management and 

coordination of horizontal directional drilling projects for various utilities.

Division Manager, Michels Environmental Services, Michels Corporation, Brownsville, 

WI

Responsible for estimating, designing, planning and coordinating underground 

environmental remediation projects utilizing horizontal directional drilling technology.

Page 13
1987-1991

Education:

1986

Presentations:

1998

1996

1995

MCI Engineer Training Seminar “Horizontal Directional Drilling Design, Specification 

and Construction for Trenchless Placement of Underground Utilities”

Midwest Gas Association “Horizontal Directional Drilling Large Diameter Pipeline 

Installations”

National Groundwater Association Outdoor Action Conference “Horizontal Directional 

Drilling Demonstration for Installation of Horizontal Wells”

Project Manager/Geotechnical & Environmental Engineer, Ebasco Corporation, 

Denver, CO

Responsible for coordinating and managing remedial investigations, feasibility studies, 

risk assessments, and remedial construction projects at various hazardous waste 

contaminated sites in the United States. Designed, specified, coordinated and 

implemented geologic, hydro geologic, geophysical and environmental field 

investigation programs to evaluate specific site conditions utilizing various drilling 

technologies throughout the United States. Interpreted geotechnical and geochemical 

data and complied with all other available site information to produce comprehensive 

summary reports. Installed monitoring wells and conducted hydro geological field 

investigations at numerous locations. Conducted field logging and laboratory testing to 

determine quantitative properties of soil and rock materials. 

BS Geological Eng., Minor in Hydrogeology from the Colorado School of Mines

Page 14
1988-Present

5/1986-5/1987

6/1981-8/1984

Education:

Relevant

Courses General Construction Estimating

Route Laying and Photogramitry

Engineering Mechanics - Statics

Elements of Surveying

Involved in the bid process using skills in estimating and pricing. Scheduled materials 

for architect’s review and approval. Responsible for the purchasing of materials and 

coordinating shipments to job sites.

Machine Operator, Badger Wood Products, Inc., De Pere, WI

Machine operator responsible for setup operations for various machines in a production 

line process. Responsible for quality control at various machines.

Bachelor of Science with Construction Management Major

Construction Materials & Techniques

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

1986 University of Wisconsin – Platteville

Greg Goral

Design Engineer

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ggoral@michels.us

Design Engineer, Michels Corporation, Brownsville, WI

Create forms for and compile various informational submittals for Directional Drilling 

and Line and Cable Divisions. Planning and design drawings on AutoCAD from 

preliminary designs to as-built drawings. Developed computer programs for simplifying 

preliminary and correction computations required for Directional Drilling. Composed 

dissertations for various projects proposed and awarded. Complied engineering 

computations and studied stress and loading analysis for pipeline installation. 

Responsible for take-offs, material estimates, material purchasing and project 

coordination, and map route reproduction.

Estimator/Purchasing, LaForce Hardware and Manufacturing, Green Bay, WI

Page 15
2005-Present

2004-2005

Diameter Length Location Year

24" 2645' Corning, NY 2011

36" 4992' Melville, LA 2011

30" 5786' Sussex, NJ 2010

16" 9931' Goose Creek, SC 2010

42" 4512’ 2009

30” Steel 34,000’ (19 Drills) 2008-2009

30” HDPE 3076’ 2008

36” HDPE 2144’ Charleston, SC 2007

8” Steel 8400’ 2006

20” HDPE 2300’ 2006

30” Steel 5700’ Trinidad 2006

36” Steel 2130’ Albuquerque, NM 2006

42” Steel 2078’ 2006

24” Steel 24,000’ (6 Drills) 2005-2006

Education:

2005

1995

Atlanta, GA

Phone: (920) 583-3132 / Fax: (920) 924-4323

Email: beifert@michels.us

Assistant Project Coordinator, Michels Corporation, Brownsville, WI

Performed As-builts, scheduling, dispatch, and project tracking for communication cable 

burial.

Designed and preformed anticipated loads and stress calculations for the 

following projects:

Moraine Park Technical College, Fond du Lac, WI 

Associate Degree- Civil Engineering Technician

Graduate Hartford Union High School

Relevant Courses: Surveying, Structural Analysis, Strength of Materials, Design & 

Drafting, Construction Estimating, Geo-technical

Albany, NY

Okaloosa, FL

Honolulu, HA

Sacramento, CA

South Amboy, NJ

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Create forms for and compile various informational submittals for Directional Drilling. 

Planning and design drawings on AutoCAD from preliminary designs to as-built 

drawings. Developed computer programs for simplifying preliminary and correction 

computations required for Directional Drilling. Composed dissertations for various 

projects proposed and awarded. Compiled engineering computations and studied 

stress and loading analysis for pipeline installation. Responsible for take-offs, material 

estimates, and map route reproduction.

Engineering Technician, Michels Corporation, Brownsville, WI 

Vicksburg, MS

Bradley J. Eifert

Engineering Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 16
2003-Present

Diameter Length Crossing/Location Year

24" 2020' Unnamed Creek, AL 2014

30" 2344' Delaware River, PA/NJ 2013

30" 1881' Bennekill Stream, NJ 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 4905' Merseles Street, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4861' 18th Street, NJ 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

42" 3211' Arthur Kill, NY/NJ 2013

30" 5378' Hudson River, NY/NJ 2012

30" 4850' Red River, Thackerville, TX/OK 2012

30" 3042' Wyalusing, PA 2012

24" 2458' Jonestown, PA 2012

30" 3454 Michigan/Canada 2011

42" 4952' Kingston, LA 2011

42" 5117' Westdale, LA 2011

36" 5325' Kingston, LA 2011

42" 5340' Boyce, LA 2011

16" 9931' Cooper River, SC 2010

36" 3492' Trinidad/Tabago 2010

36" 5240' Superior, WI 2009

20" 4968' Jacksonville, NC 2009

24" 6518' 2008

36" 3899' 2008

30" 4174' 2007

24" 6418' 2007

30" 4174' 2006

10" 8400' 2006

24" 6183' 2005

20" 7456' 2005

6" 15684' Point Harbor, NC 2004

8" (2) 7025' & 7074' Cooper River, SC 2004

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: Jsmueller@michels.us

Toronto, Canada

Athabasca River, WI

Richland Creek, TX

Trois River, Quebec

Latham Slough, CA

Fort MacKay, Canada

Walton Co., FL

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Supervisor of field operation superintendents and directional drilling project managers. Oversee 

large inventory of drilling tools and materials during storage and field use. Monitors production 

by Fleet Department of directional drilling personnel and equipment. Duties include coordinating 

and scheduling the mobilization of equipment, personnel and materials to remote job sites 

throughout the United States and Internationally. Involved in estimating of various directional 

drilling projects. Specialize in the engineering design, build and maintenance of directional 

drilling fleet. Responsible for pilot hole drilling & survey for complicated bores which include 

implementing and integrating new technology necessary for successful completion of leading 

edge HDD crossings (i.e. hole-intersects). Some more notable crossings include, but are not 

limited to:

Operations Manager, Michels Directional Crossings, Brownsville, WI

Stone Lakes, CA

Jeffrey S. Mueller

Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 17
1996-2003

Diameter Length Location Year

20" 3130' 2003

30" 5174' 2003

20" 4309' 2002

36"(3) 1585' & 2853' 2002

20" 3232' 2002

42" (2) 2369' & 2372' 2001

8" 4862' 2001

4" 3581' 2000

46" (2) 3500' & 3450' 2000

24" 6041' 1999

48" (2) 2360' & 1814' 1998

28" 4716' 1997

1991-1996

1989-1991

Education:

1989 Graduate of Lomira High School, Lomira, WI

Responsible for surveying, staking and design of directional drill path and curve, monitoring the 

drill path and calculating and interpreting the ground elevations and contours. Computer literate 

with knowledge and experience operating various software. Complete surveying skills and 

experience utilizing a Total Station for lay out of grade elevations over all types of topography in 

establishing alignment tying into existing surveyed points. Additional duties include on-site 

maintenance of technical equipment and necessary record-keeping of plots and drilling logs.

Skilled Laborer, Michels Directional Crossings, Brownsville, WI

Van Buren State Park, MI

Van Buren State Park, MI

Forest Preserve, IL

Mississippi River, MO

St. Charles, MO

Georges Island, MA

Black River, WA

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation.

Destin, FL

Honolulu, HI

Apex, NC

Guadalupe Rvr & Victoria Barge Canal, TX

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Hwy 607 & 73, NJ

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines as well as environmental wells. Duties include 

mobilization of all equipment and personnel to remote job sites throughout the United States; 

the set-up and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Oversees drilling survey 

during crossing. 

Page 18
David A. Melum Revised 4/15/2009 

David A. Melum 

MANAGER, ENVIRONMENTAL RESOURCE GROUP

& ENVIRONMENTAL COMPLIANCE SPECIALIST

MICHELS CORPORATION

817 West Main Street·Brownsville, WI 53006 

Phone: (920) 583-3132 / Fax: (920) 583-3429 

Cell: (920) 737-2648 

PROFESSIONAL EXPERIENCE: 

2005 – Present Manager, Environmental Resource Group & Environmental Compliance Specialist

Michels Corporation, Brownsville, WI 

 Manage Environmental Resource Group Staff. 

 Environmental review and due diligence during the preliminary bid process. 

 Review permits conditions and summarize the information into training sessions prior to 

starting construction. 

 Maintain over 250 permits for Michels Corporations various construction and industrial 

properties and processes. 

 Conduct environmental audits and compliance checks on construction and industrial sites. 

 Perform annual environmental training for all operating divisions. 

 Prepare conditional use permit applications and present applications to local governmental 

agencies. 

 Assist in the development of an internal GIS system to track properties and permits. 

1997 – 2005 Hydrogeologist/Project Coordinator & Environmental Technician 

Northern Environmental Technologies, Inc. 

 Manage a variety of projects and environmental programs related to environmental 

regulation, permitting, mitigation, and compliance. 

 Direct and supervise contractors during environmental remediation and mitigation projects. 

 Act as the client liaison with regulatory authorities and provide community outreach. 

 Develop and prepare various manuals and plans associated with construction and industrial 

processes. 

 Designed and implemented comprehensive groundwater sampling schedule. 

 Performed inspections required by NPDES permits for both construction and industrial sites.

 Field work required during investigation, remediation, and mitigation of various 

environmental and construction projects. 

EDUCATION: 

1998 University of Wisconsin-Oshkosh 

Bachelor of Science in Geology 

Professional Emphasis in Hydrogeology 

AFFILIATIONS: 

 Member of the Wisconsin Manufacturing and Commerce Environment Committee 

 Member of Wisconsin Transportation Builders Association Environmental Committee 

CREDENTIALS:

 Professional Geologist (31196-013), Wisconsin 

 Occupational Safety and Health Administration (OSHA) 40-Hour Hazardous Waste Site 

Worker Training 

 EPA Method 9 (40 CFR Part 60 Appendix A) Certified Visual Emissions Observer 

Page 19
2007-Present

·Periodically evaluate the effectiveness of the safety program and revise as necessary.

·Assist in accident investigations, conduct audits and operations reviews to identify safe 

and unsafe trends, behaviors and conditions. 

·Review accident/incident reports and ensure corrective/preventative actions are 

undertaken.

·Provide executive management with support in regards HS&E regulatory compliance 

issues involving OSHA, EPA, DOT, etc.

·Manage and develop a highly qualified staff of 14+ Safety Professionals.

·Assist in developing, coordinating and delivering HS&E training to managers and other 

employees. 

Sean Nicholson

Director of Health & Safety

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: snichols@michels.us

Primary responsibilities include: 

·Develop and maintain HS&E practices, procedures and training programs that 

reinforce safe behaviors and conditions.

·Serve as a technical resource and consultant on safety, industrial hygiene, fire 

protection, ergonomics and environmental issues.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Assigned the responsibility of developing, implementing and maintaining the health, 

safety and environmental program for Michels Corporation.. Advise executive 

management pertaining to matters of safety and health, and monitor day-to-day 

operations to ensure compliance with applicable regulatory requirements and the 

company’s health and safety policies and procedures.

Director of Health & Safety, Michels Corporation, Brownsville, WI

·Develop, implement and maintain a comprehensive system for auditing Michels’ 

construction operations and services.

·Interface and communicate with owner/client management regarding all facets of the 

Michels Health and Safety Program and compliance efforts.

Page 20
2001-2007

·Correspond with government agencies as required.

·Advise estimators, purchasing and engineers regarding safety issues.

Corporate Director, HSE/RISK, MearsGroup, Inc., Rosebush, MI

·Responsible for all facets of HSE initiatives, compliance and training on an 

international level (USA, Canada, Mexico).

·Coordinate the disciplinary action policy and procedure.

Responsible for identification and correction of unsafe acts or environmentally 

threatening conditions. 

·Acquired the Certificate of Recognition (COR) from the Alberta Construction Safety 

Association for Mears Canada Corp.

·Compiled and reviewed incident/injury data to determine trends and develop corrective 

actions and/or programs to prevent recurrence and improve performance.

·Director of DOT Operator Qualification (OQ) Program for the pipeline industry. 

·Director of the DOT Fleet Safety Compliance program.

·Managed and directed all aspects of litigation issues and legal proceedings.

·Conducted investigations on suspected workers’ compensation and property damage 

fraud cases.

·Developed, implemented and maintained a comprehensive system for auditing Mears 

construction operations and services, and subcontractor performance and compliance.

·Managed a professional and administrative support staff (HSE/RISK) and provide 

direction in regards to carrying out the mandates of the HS&E program. 

·Proven track record of excellent planning and operational support to line leadership 

and field locations consistent with required project schedules, operational deadlines, 

and regulatory and stakeholder requirements.

·Provide advice and support in all HSE matters, including HSE policy, processes, and 

standards.

·Mediated and negotiated citations/claims with regulatory agencies.

·Designed and implemented an effective “position-specific” training program for all 

operating units (HDD, Construction, and Technical Services). 

·Responsible for development of HS&E program policies and standards, Hazard 

Communication program, job procedures and safe work practices, training programs 

and job specific requirements.

·Successfully integrated HSE program into business plans and procedures

·Developed and audited HSE programs and policies to ensure compliance with 

regulatory agencies governing the energy industry (OSHA, RSPA, EPA, FHWSA).

Page 21
1999-2001

1999-1999 Clearing Foreman – Railway Services Division, 360networks/Ledcor Ind. 

·Trained and managed 45 flagmen and achieved significant improvements in their 

productivity and safety. 

·Conferred with department heads concerning problems such as near misses and 

accidents, and recommended measures and procedures to improve safety. 

·Responsible for ensuring separated work groups working on live railroad tracks were 

afforded proper protection and that they were off the tracks, and in their place of safety 

before trains arrived. 

·Observed the work of subcontractors to ensure they conformed with company 

specifications. 

·Prepared and presented various required training for 360networks and subcontractors. 

·Devised, produced and implemented Emergency Response Plans.

·Lead investigations of accidents and injuries, security breaches, and environmental 

breaches as well as responsible for the assembly and preparation of material and 

evidence for use in hearings, lawsuits, and insurance investigations.

·Perform routine environmental and safety inspections to detect existing and potential 

accident and health hazards, environmental hazards, security gaps, determined 

corrective or preventative measures where indicated, and followed up to ensure 

measures have been implemented.

·Contributed to profitability by ensuring management and personnel were properly 

trained in job procedures and risk assessments, which in turn, lead to a notable 

reduction in accidents. 

·Provided personalized safety service to contractors and subcontractors for 

360networks and conducted system audits and evaluations.

·Reviewed, updated and developed health and safety training programs.

·Reviewed formal audits, inspections and accident/incident investigations and 

coordinated follow up initiatives.

·Planned implemented and coordinated programs to reduce and eliminate occupational 

injuries, illnesses, fatalities and financial losses. 

·Developed accident-prevention, loss-control systems and programs for incorporation 

into operational policies of organization. 

·Wrote, designed and produced safe work practices and job procedures for companywide implementation. 

Regional Manager of Safety Training & Environmental Compliance, 360networks, 

Inc.

Page 22
Certifications:

Education: B.A., (Honors), Trent University (1997)

Stephen Covey’s “7 Habits of Highly Effective People” seminar.

“Results in Learning” Leadership Course

“Principles in Health and Safety Management”

“Leadership for Safety Excellence” - ACSA

“Prime Contractor” course – ACSA

“Effective Claims Management” Course- ACSA

Certified Medic First Aid/CPR

Working towards completion of NCSO certificate (National Construction Safety Officer)

Certified Defensive Driving Instructor with National Safety Council

Certified Instructor – “SPEED SHORE” (Competent Person, Trenching and 

Excavations)

Certified Instructor – American Traffic Safety Services (ATSSA)

Traffic Control Supervisor

Traffic Control Technician

“TapRooT” Investigations Course

Completed the “Auditor Certification Training Program” with the NCCER (National 

Center for Construction & Research)

OSHA 500 and OSHA 510

OSHA Outreach Instructor

Certificate in Health, Safety & Environmental Law from the Institute of Applied 

Management and Law (IAML)

Advanced Certificate in Health, Safety & Environmental Law from the Institute of 

Applied Management and Law (IAML)

Master Trainer – NCCER (National Center for Construction Education & Research)

Certified HS&E Auditor with the Alberta Construction Safety Association

Page 23
2007-Present

2006-2007

2001-2005

Responsible for total operations for 5 states/8 individual utility companies. Large 

renewal projects in major city arterials

Greg Warner

HDD Project Safety Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Contract Manager – IUCS Southeast, IUCS Northeast, IUCS-NBL

 AP/AR, payroll, client contract management, employee training

Exelon / Infrasource, New Berlin, Wisconsin

General Manager, Southeast Region

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Directional Crossings Project Safety Manager, (Chevron) Project in Buras, LA. (2) 5,000 

ft. Levy sensitive Mississippi River crossings in southern LA.

HDD Project Safety Manager, Michels Corporation, Brownsville, WI 

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: gwarner@michels.us

Directional Crossings Project Safety Manager, (Georgia Power) 

Project in Atlanta, GA. (19) drill sites on the 21 mile, 30” gas pipeline project which 16 

are rock bores.

Directional Crossings Project Safety Manager, “Golden Pass” Project (Exxon Mobil) in 

Beaumont TX. (19) 42” Directional Drilling sites through the bayou’s ranging from 1,800 

ft. to 6,000 ft. bores along the 52 mile project.

Project Safety Manager, Southern Lights Project (Enbridge) in Wisconsin. Over 300 

miles of 42 & 20”joint trench crude oil pipeline including several Station projects along 

the Pipeline route with over 400 employees. 

Directional Crossings Project Safety Manager, (Shell) Project in Mansfield Pennsylvania 

area with multiple drill sites along pipeline route.

Directional Crossings Project Safety Manager, (Conoco Phillips) Project in Missoula 

MT. river sensitive crossing.

Directional Crossings Project Safety Manager, (NGC) Project in Trinidad / Tobago W.I. 

36" shore to ocean floor & pull back product line off barge.

Directional Crossings Project Safety Manager, (Dominican) Project in Pittsburg, 

Pennsylvania area with various severe elevation challenges.

Project Safety Manager, MinnCan Project (Koch Pipeline Co.) 

Cold Spring MN. 150 miles of 24” crude oil pipeline 

Project Safety Manager, Buckeye Project, Monee IL

 13 miles of 12” Natural Gas Pipeline

Infrasource, Maysville, Georgia

Page 24
1998-2001

1992-1998

1977-1992

Education:

MDC, Duluth, Georgia

Wichita Falls, TX – Supervised Replacement of 3206 Polyethylene 

MDC, Duluth Georgia

Contract Manager/Equipment Manager

AP/AR, payroll, client contract management, employee training, equipment 

maintenance and replacement

Operations Manager for Georgia/Tennessee

Mueller Pipeliners, New Berlin, Wisconsin

Laborer/Welder/Foreman/General Foreman

Denver, Co – Helped Mueller Pipeliners start-up Denver operations with the contract for 

Excel Energy

Professional Training

Attended & instructed Company Safety Training Seminars 

First aid, CPR, trench safety, static electricity, competent person, drug & alcohol, 

electricity safety, rigging, welding, driving, respirator, scaffolding, 

Marquette University MRM 5 Yr. Leadership Training Program 

Management Training 

Dale Carnegie Continuing Education Courses 

Level 1A Georgia Soil & Water Certification

CDL Class A

Norfolk Southern Rail Road Certified

CSX Rail Road Contractors Certified.

OSHA 30 hour 510 Course

OSHA 500 Course

First–Aid & CPR trainer

Awards, Designations, Licenses

Safety Achievement Award for achieving 0 injuries - 2002, 2003

State of Georgia Utility Manager License

Page 25
2011 to Present Assistant Opertations Manager, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

10" 1971' Tank Farm/Central Ave, PA 2015

10" 4654' Allegheny River, PA 2015

18" 12,459 Houston Ship Channel, TX 2015

24" 2003' Highway 612, MS 2014

24" 2750' Escatawpa River, MS 2014

36" 9040' Mississippi River, IL/MO 2014

20" 2364' Missouri River, IA/NE 2014

8" 4911 115 KV Power Duct, SC 2013

16" 1717' Morales, TX 2012

16" 1664' Morales, TX 2012

42" 3205' Dewitt, TX 2012

42" 1661' Morales, TX 2012

36" 2373' Ravenswood, LA 2011

42" 5732' Melrose, LA 2011

42" 2696' Natchez, LA 2011

42" 2202' Cloutierville, LA 2011

1998-2011

Diameter Length Location Year

42" 5242' Saline Bayou, LA 2010

42" 3230' Dugdemona River, LA 2010

42" 4067' LA State Hwy 34, LA 2010

36" 2886' 2009

36" 3999' 2009

36" 5237' 2009

28" 1756' 2008

34" 1943' 2007

30" 1301' 2006

20" 7455' 2005

Red River, ND

Mississippi River, MN

Pokegama Carnegie, WI

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various 

size gas, water, sewer, electrical and communication lines as well as 

environmental wells. Duties include mobilization of all equipment and personnel 

to remote job sites throughout the United States and Canada; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Oversees 

drilling survey during crossing. Some more notable crossings include, but are 

not limited to:

Don Mueller

Assistant Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: donmuellermc@aol.com

Tumon, Guam

Guam

Jackson Creek, WI

St. Lawrence Seaway, Canada

Responsible for coordinating directional boring projects for various size gas, 

water, sewer, electrical and communication lines throughout the United States 

and Canada. Complete knowledge of directional drilling technology and 

procedures. Duties include project coordination from start-up to completion, 

union relations, subcontractor coordination, production recordkeeping, and 

overall on-site management.

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Page 26
1996-1998

1995-1996

1993-1995

1987-1993

Education:

1987

United States Marine Corps, Stationed in San Diego, CA

Pipe-Side Superintendent/Pullback Coordinator, Michels Directional Crossings, 

Brownsville, WI

Graduate of Winnebago Lutheran Academy, Fond du Lac, WI

Lead person responsible for coordinating the pipe string-out and welding 

subcontractor located at the exit side of directional drill. Duties include 

overseeing of pipe string for pullback without delay, maintenance of equipment, 

material organization, and coordination of labor for specialized pipe coating and 

testing. Accountable for the critical path of having pipe prepared for pullback. 

Responsible for maintaining constant communication with Drilling 

Superintendent during pullback operation and coordinating efforts to pull the pipe 

in one well-balanced effort.

Operator, Michels Directional Crossings, Brownsville, WI

Crane operator responsible for safe operation and timely placement of drill stem 

and equipment. Integral link in the drilling operation, from drill rig set-up, pipe 

pull back and rig-down of equipment. Also conducted pipe support operations at 

the exit side during pipeline pullback. Responsible for permitting and 

mobilization/demobilization of heavy and non-dimensional equipment to drill 

sites.

Specialized in mechanical repairs, land surveying, hydraulics, fluids, set-up and 

operation of drill motors, power generators, mud pumps, bentonite mixers, drill 

pipe, reamers, couplings and overall equipment maintenance and operation.

Skilled Laborer, Michels Directional Crossings, Brownsville, WI

Page 27
2003-Present

Diameter Length Location Year

36" 2697' Barrington Rd, IL 2015

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

36" 3805' Williamette River, OR 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

24" 2884' Hatchett Creek, AL 2014

42" 4441' Staten Island, NY 2013

42" 3211' Staten Island, NJ/NY 2013

30" 5378' Hudson River, NJ/NY 2012

30" 1633' Brooklyn, NY 2012

20" 869' Centerview, MO 2012

10" 1495' Missoula, MT 2012

20" 2108' Bayonne, NJ 2012

24" 2645' Corning, NY 2011

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

Tool System, Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tfoltz@michels.us

Ted Foltz

Assistant Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project coordination 

from start-up to completion, union relations, subcontractor coordination, production 

recordkeeping, and overall on-site management. Some more notable crossings include, but are 

not limited to:

Assistant Operations Manager,Directional Crossings, Michels Corporation, 

Brownsville, WI

Page 28
30" 5786' Vernon, NJ 2011

36" 5325' Kingston, LA 2011

30" 3455' St. Claire, MI 2011

42" 4322' Cache River, AR 2010

42" 3000' White River, AR 2010

(3) 3" 1839' Coquille River, OR 2010

42" 5084' Mississippi River, AR 2010

36" 3236' 2009

36" 5240' Pokegama Carnegie, WI 2009

26" 4968' Camp Lejune, NC 2009

42" 2564' Kishwaukee River, IL 2008

24" 3009' Mokulume/Cosumes River, CA 2008

20" 3835' Angeles National Forest, CA 2008

32" 3938' 6th St, WA 2007

24" 5896' Middle River, CA 2007

24" 6764' 2007

2001-2003

1993-2000

1989-1992

1980-1989

1976-1979

1972-1975

Education:

1972

Responsible for horizontal directional drilling division construction operations. Duties 

include profit and loss responsibility for multiple and simultaneous directional drilling of 

gas, product, water, sewer, civil, electric, telephone cable, and environmental projects. 

Day to day involvement with bid estimating, construction feasibility, specification and 

design criteria review, proposal preparation, contract and subcontract negotiations, 

project planning and cost scheduling. 

Red Lake River, MN

Project Manager, Mears, Rosebush, MI

Managed directional drilling crews. Duties include mobilization of equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of 

crossings; on-site maintenance of mechanical and technical equipment; and necessary 

record keeping of plots and production. Project Management skills include 

subcontractor coordination, union negotiations, and overall on-site management. 

Shop Manager, Mears, Rosebush, MI

Managed equipment and maintenance shop of six employees.

Vice President – Drilling Division, Mears, Rosebush, MI

Old River, CA

Graduate of Mt. Pleasant High School, Mt. Pleasant, MI

Para-Track Tracking System

Welding Inspector, Bechtel Power Corporation

Work consisted of training welders and testing personnel on welding in nuclear power 

plants. Worked in Michigan, Arizona, California and Alaska.

Mechanic, Mears, Rosebush, MI

Mechanic for fleet consisting of 50 pieces of equipment. Repaired and maintained pickup trucks, semis, dozers, excavators, rail plows and trenchers.

Truck Mechanic, Lee Implement, Mt. Pleasant, MI

Repaired gas diesel engines, transmissions, rear ends, lights and brakes.

Page 29
2009-Present

1989-2009

Diameter Length Location Year

20” & 42” 1544’ & 2127’ 2007

20” & 42” 2530’ & 2299’ 2007

20” & 42” 2280’ & 2294’ 2007

42” (2) 2294’ & 2775’ 2007

24” 2172’ 2006

30” 2453’ 2006

30” 1301’ 2006

30” (2) 1400’ & 2661’ 2005

24” 2429’ 2005

36” (3) 1276’ to 1531’ 2005

8” 1374’ 2005

12” (10) 375’ to 750’ 2004

16” (2) 2723’ & 2925’ 2004

22” 2308’ 2004

30” (2) 1532’ & 1661’ 2004

6” (6) 1564’ to 1880’ 2004

12” (3) 1668’ to 3524’ 2003

30” 1673’ 2002

36” 3395’ 2002

New York/New Jersey

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for truck load out and receiving, organization of HDD tooling and 

equipment, coordination of drill stem supply, tracking and calibration, new hire training, 

orientation, dispatch, manage divisional labor pool, tractor trailer 

inspection/maintenance program implementation, safety training/OQ program 

implementation, on-site review of HDD personnel & operations.

HDD Logistics QA/QC Manager, Michels Directional Crossings, Brownsville, WI

Lansing, MI

Packard Rd & Washtenaw Ave, MI

Biscayne Bay, FL

Jackson Creek, WI

Jackson Creek, WI

Rausonville & Willis Rd, MI

Kinnickinnic River, WI

Clarkston, MI

Detroit, MI

St. Joseph River, MI

Darien, WI

Scott Nehls

HDD Logistics QA/QC Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: snehls@michels.us

Lean, WI

Project Manager, Michels Directional Crossings, Brownsville, WI

Responsible for coordinating and drilling directional boring projects across the country. 

Duties include mobilization of all equipment and personnel to remote job sites; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Provides safety 

training and performs evaluations. Assists with estimating and bid preparation. Some 

more noteable crossings include, but are not limited to:

Wisconsin River, WI

Chippewa River, WI

Flambeau River, WI

Lake Arrowhead, WI

Huron River, MI

Huron River, MI

Page 30
1986-1989

1980-1986

1977-1980

1977-1983

1973-1977

Education:

2003-Present

1977

Rubber tire backhoe operator responsible for location of utility line obstructions and the 

timely placement of telephone pedestals to keep production oriented cable placing 

operations flowing smoothly.

Superintendent, Michels Mid-America Line & Cable, Brownsville, WI

Working foreman responsible for managing utility construction crews. Accountable for 

tie-ins behind our rail-mounted plow which consists of horizontal boring operations and 

dig downs. Implemented supervisory skills for material and labor coordination.

Equipment Operator, Michels Mid-America Line & Cable, Brownsville, WI

Involved in coordinating materials and supplies for various job locations. Helped in 

attaining storage yards for equipment and supplies around the United States. 

Responsible for establishing accounts at various retailers and suppliers within the job 

working area.

Midwest Energy Association (MEA) Evaluator

Graduate of Lomira High School, Lomira, WI

General Laborer/Operator, Michels Mid-America Line & Cable, Brownsville, WI

General laborer responsible for boring operations for telephone cable with various types 

of equipment.

Marine Corp Sergeant/Section Leader, Madison, WI

Project Set-Up Coordinator, Michels Pipeline Construction, Inc., Brownsville, WI

Active Reserve Company-G, 24th Marines, 4th Division

Page 31
2002‐Present

Diameter Length Location Year

36" Beach Approach 3492' Trinidad/Tabago 2010

42” Land to Water 2208’ 2008

32” Land to Water 1943’ 2007

30” Land to Water 5668’ 2006

24” 6183’ 2005

30” 2996’ 2005

24” Beach Approach 3402’ 2005

12” Beach Approach 2714’ 2004

30” Beach Approach 2823’ 2004

30” Beach Approach 2836’ 2004

30” Beach Approach 2728’ 2004

30” Water to Water 4300’ 2003

30” Water to Water 4631’ 2003

30” Land to Water 4829’ 2003

30” Land to Water 3041’ 2003

1989‐2001

2001

2001

2001

Columbia, LA

Trinidad & Tobago

Hadera, Israel

Ray J. Viator

Marine Operations Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583‐3132 / Fax: (920) 583‐3429

Email: Rviator7@aol.com

Dor, Israel

North Redding, Israel

   MICHELS DIRECTIONAL CROSSINGS

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects across the country. 

Duties include mobilization of all equipment and personnel to remote job sites; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary recordkeeping of plots and production. Some more noteable 

crossings include, but are not limited to:

Marine Operations Manager, Michels Directional Crossings, Brownsville, WI

Guam

Guam

Trinidad

Corsicana, TX

South Redding, Israel

Georges Island, MA

Beverly, MA

Salem, MA

Weymouth, MA

Operations Manager, Smit Land & Marine, Inc., Houston, TX

Provided pre-contract technical input and operational management of directionally 

drilled crossings. Contracts completed are briefly described below:

Jacob Riis State Park, Rockaway, New York: Construction of 5800’ of 12”steel water 

main pipe. 

City of Newport, Oregon: Construction of a 24" HDPE x 2800' and a 20" HDPE with 

two 4” steel cable ducts x 2800’ crossing of Yaquinna Bay on the Pacific coast at 

Newport Oregon. The pipelines will be used for sewer/reclaimed water and fiber optic 

cables.

Georgetown County Water & Sewer District: Design and construction of a 10" HDPE x 

4530' crossing of the Waccamaw River near Myrtle Beach South Carolina. The pipeline 

will be used for potable water supply to Sandy Island.

Page 32
2000

2000

2000

2000

1999

1999

1999

1998

1998

1998

1998

1998

1997

AT&T (Concert Global Networks USA): Construction of four 5” x 3000’ to 3600’ shore 

crossings drilled in rock and exiting in 35’ water depths on the Pacific coast of California 

at Manchester. The 5" dia. drill pipe will be used as a conduit for fiber optic cables 

linking the US with Japan.

Daikin America: Design and construction of a 16" HDPE x 3000' shore crossing into the 

Tennessee River at Decatur, Alabama. The pipeline will be used as a NaCl/water 

outfall.

City of Fort Lauderdale: Construction of a 24” x 1230’ steel water main and 7 No. 6” x 

1220’ HDPE ducts crossing the Intracoastal Waterway at Fort Lauderdale, Florida.

City of Austin: Construction of two 24” steel water main crossings for the Davenport 

Ranch Water Supply Line Project in Austin, Texas: 1640’ Lake Austin (Colorado River) 

crossing and 1170’ FM 2222 crossing

Solutia: Construction of a 24" x 900' railroad and pipeline corridor crossing at 

Chocolate Bayou, Texas.

Exxon Pipeline Company: Construction of a 20" x 3830' shore crossing for the Hoover 

Offshore Oil Production System in Freeport, Texas.

Conoco Inc.: Construction of a 10” x 4650’ crossing of the Old & Lost River Lake to 

replace an existing ethane line in Mont Belvieu, Texas.

Exxon Pipeline Company: Construction of the following crude and products pipelines for 

the “SOLA Project” in Baton Rouge, Louisiana:

24" x 2300' Mississippi River crossing

Dual 12” x 4300’ Mississippi River crossing

24” x 4300’ Mississippi River crossing

Dual 12” + 24” x 1200’ Intracoastal Waterway crossing

Dual 12” + 24” x 1800’ Interstate Highway 10 crossing

A.K. Steel: Design and construction of a 16" x 2350' crossing through rock, below 

Interstate 75 and a creek for gas distribution in Middletown, Ohio.

Dauphin Island Gathering Partners: Design and construction of a 24" x 1800' shore 

crossing for gas distribution in Mobile Bay, Alabama.

Transco: Design and construction of a 30" x 4000' shore crossing for gas distribution in 

Mobile Bay, AL and a 30” x 2800’ water-to-water crossing of Dauphin Island. Drilled 

from 7' of water to 22' of water.

Beaufort Jasper Water & Sewer Authority: Design and construction of a 28" x 2550' 

and 28”x 1675’ river crossings for water distribution to Hilton Head Island, South 

Amoco Trinidad Oil Company: Design and construction of a 12" x 4030' shore crossing 

for Trinidad LNG Project at Galeota Point, Trinidad.

Page 33
1997

1997

1996‐1997

1996

1996

1996

1995

1995

1995

1995

1994‐1995

1994

1994

Dauphin Island Gathering Partners (OEDC): Construction of a 24” x 4700’ water-towater crossing of Dauphin Island, Alabama. Drilled from 12' of water to 20' of water.

City of Charleston, CPW, South Carolina: Construction of a 30" x 5000' crossing of the 

Wando River with a 28" HDPE pipeline within a 30" steel casing pipe, associated ductile 

iron tie-ins and meter house.

Mobil E & P, Alabama: Design and construction of a 5" x 5200' and a dual 2" x 5200' 

water-to-water crossings of Little Dauphin Island and a bundled 6"+2-3"+2" x 900' shore 

approach in Aloe Bay.

Texas Eastern Products Pipeline, Louisiana: Construction of an 8" x 5500' crossing of 

the Red River, an 8" x 570' crossing of the Old River and 2900' of 8" conventionally laid 

with two (2) valve sites and tie-ins.

Shell Pipeline, Louisiana: Construction of a 20” x 4000’ crossing of the Mississippi 

River at Nairn from outside the flood protection levee.

City of Savannah, Georgia: Construction of a 30” x 5300’ crossing under Presidents 

Street, Savannah with a 28” HDPE pipeline within a 30” steel casing pipe.

Dixie Pipeline, Louisiana: Construction of 10" x 2800' gas pipeline crossing the 

Atchafalaya River.

Chevron Pipeline, Alabama: Design and construction of a 12" x 3500' water-to-water 

crossing of Dauphin Island, Alabama. Drilled from 21' of water to 12' of water.

City of Charleston, CPW, S. Carolina: Construction of a 26” x 5280' crossing of the N. 

Cooper River with a 24” HDPE pipeline within a 26” steel casing pipe. Construction of a 

26” x 5100' shore crossings into 30' of water from Fort Moultrie into Charleston Bay 

near Fort Sumter again with a 24” HDPE pipeline in a 26” casing.

AT&T: Construction of four (4) 5” x 4300’ shore crossings drilled in rock and exiting in 

35’ water depths on the Pacific coast of Oregon at Bandon. The 5" dia. drill pipe will be 

used as a conduit for fiber optic cables linking the US with Japan (the TPC-5 project).

Hampton Roads Sanitation District, Virginia: Construction of five (5) river crossings:

Pagan River 24” x 1300’; Bennetts Creek 36” x 1600’; Cypress Creek 30” x 1850’; 

Nansemond River 30” x 4750’; and Chuckatuck Creek 30” x 3100’.

Chevron Company USA, Louisiana: Construction of two shore approaches with bundled 

pipelines from Fourchon with exits in 13' of water: 10"+8" x 1560' and 2-8"+3" x 1350'.

Exxon Company USA, Louisiana: Construction of a 12" x 3550' shore approach drilled 

from Grand Isle with an exit in 12' of water and pipe lay by the SubSea Constructor.

Page 34
1994

1993

1993

1993

1992

1992

1991

1991

1991

1991

1990

1990

1990

1990

1990

Mobile Gas Service Corp., Alabama: Construction of a 12" x 2000' gas pipeline crossing 

of the Mobile River.

Dixie Pipeline, Louisiana: Construction of a 12" x 3500' gas pipeline crossing of the 

Amite River.

Dixie Pipeline, Louisiana: Construction of a 12" x 2500' gas pipeline crossing of Baton 

Rouge Bayou in Baker.

ARCO, Jakarta, Indonesia: Operational assistance to South East Asian office for the 

construction of a 26" x 3300' shore approach (drilled from land with pullback from the 

McDermott derrick / laybarge DB15) and a 26" x 4000' crossing in the open waters of 

the Java Sea. The 4000' crossing was drilled from the DB15 and pullback was assisted 

by a construction barge in water depths of 32 feet.

Chevron Pipeline, Mississippi: Construction of a 20" x 1600' crude oil pipeline 

replacement crossing of a ship channel in open waters in the approaches to Gulfport. 

Drilled from lift-boat barges and pullback from a laybarge in water depths of 20'.

Corpoven, Venezuela: Construction of a 36" x 4450' pipeline crossing of the Rio 

Orinoco at Puerto Ordaz.

BP Exploration, Alabama: Construction of 3-12" pipeline bundle under Dauphin Island 

with a drilled length of 3900'. Drilled from self elevating platforms (lift-boats) and 

pullback from a laybarge in water depths of 14' and 20' respectively.

Lagoven, Venezuela: Installation of a 36" x 3300' pipeline crossing of the Rio Morichal 

Largo on the "orimulsion" trunkline project. 

Lagoven, Venezuela: Construction of a 36" x 1700' pipeline crossing of the Rio Tigre as 

part of the "orimulsion" project.

Shell Pipeline, Michigan: Construction of a 4" x 3500' crossing of the Saginaw River in 

Bay City.

Columbia Gas, New Jersey: Installation of two 20" diameter pipeline river crossings - 

Mantua Creek (1650') and Raccoon Creek (1550').

Sun Pipeline, Ohio: Replacement of an 8" x 2200' gas pipeline by drilling through rock 

on hillside.

Shell Pipeline, Michigan: Construction of a 10" x 1500' crossing of the Kawkawlin River.

Amoco Gas, Texas: Construction of a 16" x 3900' crossing of Wolf Creek in Dollar Bay, 

Texas City.

City of Norfolk, Virginia: Construction of a 20" x 1600' water pipeline crossing of the 

Elizabeth River in Norfolk.

Page 35
1990

1990

1990

1990

1990

1990

1989

1989

1989

1989

1989

1989

1989

1989

1985‐1989

Seagull, Texas: Installation of two beach crossings (drilled from land) and two water-towater crossings (drilled from spud barges) for a 1-10" and 3-8" pipeline bundle across 

the Houston Ship Channel at Baytown. The pipelines were pulled from a shallow draft 

laybarge. The beach crossings were 500', while the water-to-water crossings were 900' 

and 2400'.

Dixie Pipe Line, Louisiana: Construction of a 12" x 3000' emergency replacement 

crossing of the Tangipahoa River at Zachary.

City of Chesapeake, Virginia: Construction of a 24" x 1600' water pipeline crossing of 

the Elizabeth River at Chesapeake.

Dixie Pipe Line, Louisiana: Installation of a 12" x 2300' crossing of the Comite River at 

Baton Rouge.

Phillips Petroleum, Texas: Construction of two 12" diameter crossings near Houston: a 

700' crossing of the Brazos River and a similar length crossing of Clear Creek.

ARKLA, Oklahoma: Installation of two 12" crossings near Fort Coffee: 2000' at the 

Arkansas River and 950' at the Poteau River

Texas Power, Texas: Construction of three 16" crossings at Freeport as part of 

Wacker Oil's offshore development: 1600' Ship Channel crossing, 2300' Intracoastal 

Waterway crossing and 2700' shore approach.

Transco, Texas: Installation of two 20" diameter crossings at Corpus Christi: an 1800' 

highway crossing and a 2000' lagoon crossing.

Rig Superintendent, Smit Land & Marine, Inc., Houston, TX

Provided technical input and site supervision of all horizontal directional drilled 

crossings throughout the United States.

Rig Superintendent, Drilled Crossings

Dixie Pipeline, Mississippi: Installation of a 12" x 1800' crossing of the Pearl River near 

Columbia.

Union Camp, Georgia: Construction of two Savannah River crossings: 42" x 1850' and 

10"+6" bundle x 1850'.

Contel, Georgia: Construction of a 5" x 750' crossing of the Altamaha River crossing 

near Jessup.

Phillips Petroleum, Texas: Installation of a 20" x 1800' crossing of the Brazos River at 

Freeport.

Phillips Petroleum, Missouri: Construction of two 2300' crossings of the Osage River at 

Jefferson City for 12" and 6" pipelines.

AT & T, Arkansas & Oklahoma: Installation of five crossings with 5" conduit between 

Little Rock and Tulsa: Little Maumelle River - 1100' and 650', Fourche La Fave River - 

550', Arkansas River - 2000' and Petit Jean River - 550'.

Page 36
PROFESSIONAL EXPERIENCE:

2011 - 

Present

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,092' Lubrizol Drainage, LaPorte, TX - HK300PT Installation 2015

48" 2,455' Rio Grande River, El Refugio, TX - HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX - HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada - HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

HDD INSTALLATIONS

Diameter Length Crossing/Location Year

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Alberta, Canada 2014

36" 1020' Range Rd 124, Alberta, Canada 2014

36" 925' Hwy 36, Alberta, Canada 2014

6" 1576' Muskwa River, BC, Canada 2014

30" 4400' Saline Creek, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

2010-2011

2008-2010

2003-2008

1999-2003

1998-1999

1995-1998

Patrick O' Donoghue

TRENCHLESS CROSSING MANAGER

MICHELS CANADA CO.

1102-16 Avenue, Nisku, Alberta T9E 0A9 Canada

Phone: (780) 955-2120 / Fax: (780) 955-4240

Estimator and Project Manager, Terraco Excavating Ltd. Calgary, Alberta

Business Development responsible for maintaining a high utilization rate 2 maxi horizontal directional drilling rigs. 

Terrace's business focus was the owners and contractors of the energy sector in the western Canada basin.

Site Foreman and Sales, Rodriques Directional Drilling, Nisku, Alberta

Site foreman and operator for various size directional drilling rigs up to 80,000lbs class for oilfield and civil work in 

northern Alberta. Sales and business development to maximize asset utilization during strategic times of the 

construction season.

Owner/Operator, Geo Trenchless Inc. Edmonton, Alberta

Owner/Operator for 3 HOD rigs up to the 30,000lbs class for utility construction focusing on fibre optic, electrical 

and telecommunication installations throughout western Canada.

Trenchless Crossing Manager, Michels Canada Co. Nisku, Alberta

Responsible for the management of HDD and Direct Pipe construction Projects.

HDD Construction Inspector, Complete Crossings Ltd. Cochrane, Alberta

Provided HOD inspection services for various oilfield crossing projects in Alberta and BC. Primary responsibility 

was serving as the onsite representative of the energy company.

Corporate Development & Senior Estimator, Kamloops Augering & Boring Ltd.

Kamloops, British Columbia

Senior Management position responsible for estimating, managing and invoicing and specialty trenchless projects 

throughout Canada and into Alaska. Industries sectors included oilfield, civil construction and private owners for 

trenchless projects up to 3000mm diameter.

Manager of Business Development, Rampro Casing & Crossing. Calgary, Alberta

Senior management position responsible for maintaining a high utilization rate for the assets which consisted of 

cased crossing and tunneling equipment up to 1370mm diameter tunnels. Revenue growth in 2008 to 2010 was 

62%.

Page 37
2008-Present

Diameter Length Location Year

36" 1755' New York St, IL 2015

36" 2303' Liberty Street,IL 2015

24" 3275' Transfer Line 1, IN 2014

8" 2545' MP266, Mountain Green, UT 2013

30" 1881' Bennekill Stream, NJ 2013

30" 6544' 1st Street, NJ 2013

36" 1392' Seacaucus, NJ 2012

30" 1186' Bowman Cty., ND 2011

20" 1814' Marion, OR 2011

20" 3075' Marion, OR 2011

30" 5786' Vernon, NJ 2011

42" 3008' White River, AR 2010

42" 1010' Albany Ave, NJ 2010

20" 2096' 2009

20" 5222' 2009

30" 2174' 2009

20" 4968' 2009

36" 4512' 2009

16" 6230' 2009

42" 5209' 2009

1993-2008

1990-1993

1968-1990

Education:

1962 Harrison Central HS, Gulfport, MS

Farnell Bay, NC

Mississippi River, MS

Supervisor, Mears

Supervised over HDD projects with pipe diameters of 6” to 60” with lengths of 600’ to 

7,200’ in the United States, Canada, and Mexico.

Operator, ARB

Operator, Reading & Bates

Newark Bay, NJ

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: kcoleman@michels.us

Experience operating the following equipment: forklift, front end loader, dozer scraper, 

motor grader, back hoe, excavator, crane, hot mix plants, trenching machine, rock 

crusher, horizontal drilling rig and fusing machines from 4” to 32” HDPE.

Worked as Operator, low boy driver, horizontal drilling rig, and supervisor of 

equipment yard and warehouse.

Sulfer River, TX

Northeast Creek, NC

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some 

more notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Praire River, WI

Pokegama Carnegie, WI

Ken Coleman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 38
2012-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

24" 1,692' Marshall Smith Rd, MS 2014

30" 1,376' Tom's Creek, MS 2014

24" 2,003' Highway 612, MS 2014

24" 2,750' Escatawpa River, MS 2014

30" 2,890' Gaines Creek. MS 2014

24" 1,961' County Road 2, AL 2014

24" 2,020' Unnamed Creek, AL 2014

24" 2,884' Hatchett Creek, AL 2014

36" 1,874' Wetland S-517C, IN 2014

36" 2,355' Salt Fork River, MO 2013

30" 2,344' Delaware River, PA/NJ 2013

12" 6,209' Jamacian Bay, NY 2013

26" 6,215' Jamacian Bay, NY 2013

8" 10,053' Potomac River, VA/MD 2012

20" 3,048' St. Clair River, Marysville, MI 2012

8" 12,902' MP 66, Wyola, MT 2012

8" 4,475' MP 57, Lodge Grass, MT 2012

Jun-Aug 2011

Apr-Jun 2011

Feb-Mar 2011

Oct-Dec 2010

Jun-Oct 2010

Superviser to approx. 6 employees that completed the mapping, route reconnaissance 

on a 419 mile HDD project.

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ddarden@michels.us

Job located in Plaquemine, LA

Construction Manager, Mustang Engineering, Houston, TX

Civil Inspector & Counter Bore Inspector, Kestrel Engineering, Houston, TX

Simsboror, LA

Utility Inspector, Kestrel Engineering, Houston, TX

Supervised the clearing of the right of way, building bridges, some cathothic protection 

on the tie ins, (including inspection of tie-ins, coating, lowering in, backfilling and partially 

finished grade and all HDD projects.

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some more 

notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Utility Inspector, Petro Logistics for Devon Energy, Paradise, TX

Oversaw Hydrostatuc testing on existing lines.

Dalton Deno Darden

Project Manager

Michels Corporation

Utility Inspector, Gulf Interstate Field Services, Houston, TX

Page 39
Apr 09-Jun 10

Oct 08-Apr 09

2006-2008

2006-2007

2005

1994-2004

1993-1998

1990-1993

1985-1990

Education:

1984

2009

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011

2011 Liquid Pipeline General Abnormal Operating Conditions

2011

Inspect Internal Pipe Surfaces

Apply Coatings Using Spray Applications

Excavating and Backfilling

Pipeline Inspection

Hydrostatic Testing

Abnormal Operating Conditions

Maintenance Welding on Pipelines

Performing In-Line Inspections

Perform High-Pressure Blasting/Surface Preparation

Operating and maintaining log truck.

NCCER #6419246 Certified in following listed modules: Inspect buried pipe when 

exposed, place and maintain line markers, inspect conditions of right-of-way, monitoring 

excavation activities, backfilling a trench, conduct pressure tests, inspection activity for 

tie-ins, pipe replacement, or components connected to existing pipeline, provide 

temporary marking of buried pipeline prior to excavation, inspect and perform prevention 

methods for atmospheric corrosion, apply and repair external coating on buried or 

submerged pipe, and abnormal operating conditions - field operations (liquid and gas).

40 Hour Hazwoper Training

Measurement Pit Depth and Wall Thickness

Inspect Buried and Submerged Pipe When Exposed

Aboveground Pipe Coating and Inspection

Graduated from Caldwell Parish High School, Columbia, LA

AYUDA Assessment, Training, Consulting & OQ Edmond, OK

Managed logging operation which employed 4-12 employees, depending on the size of 

the job. Tasks included maintenance and operation of heavy equipment and 

administrative duties.

ROW/Welding Inspector, Mustang Engineering, Houston, TX

Inspected welding to insure proper procedure and welds along with inspection of and 

proper clearing of ROW. Inspected horizontal directional drills for pipeline under 

orchards and subdivisions and I-10. Civil Inspector for a gas and diesel terminal.

Operator/Supervisor, RPI Wilbros, Houston, TX

Supervised hydraulic testing crew. Operated dozer and track hoe. Worked with the 

HDD crew.

Truck Driver T.K. Stanley, Jena, LA

Maintenance Supervisor Billhorn Board and Paper, West Monroe, LA

Managed and operated a log hauling business. Tasks included operation, maintenance 

and administrative duties.

Oversight of drilling operation. Additionally, I located, tested and repaired gas lines.

Maintenance, design, welding and machinery construction. Supervision of other 

employees.

Truck Driver Donald Wayne Wallace Logging, Grayson, LA

Field Supervisor/Technician, Trans La Gas, Olla, LA

Owner/Operator, Denmar Logging, Inc., Columbia, LA

Tank inspector for tank farm and material control specialist. In charge of preparing and 

updating civil, structural, electrical and tank job books for DOT compliance.

Asst. Chief, on & Offshore Quality Control Specialist, Austin, TX

Owner/Operator, DDD Trucking, Columbia, LA

Transported oil field equipment and cranes.

Page 40
2002-Present

Diameter Length Location Year

36" 2697' Barrington Rd, IL 2015

48" 2060' Tres Palacios River, TX 2014

48" 1692' Navidad River, TX 2014

24" 2750' Escatawpa River, MS 2014

24" 3030' Big Creek Lake, AL 2014

30" 2774' South Canadian River, OK 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

36" 3618' Johnson Creek, TX 2013

36" 3314' East Fork Angelina River, TX 2013

36" 3130' Cypress, TX 2012

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

20" 2108' Bayonne, NJ 2012

24" 6091' Homestead, FL 2011

36" 2373' Ravenswood, LA 2011

10' 778' Ft. Lauderdale, FL 2011

10" 964' Ft. Lauderdale, FL 2011

16" 9931' Cooper River, SC 2010

42" 1998' I-49, LA 2010

16" 2566' Hitchcock Plaza, SC 2010

30" 2176' I-285, Atlanta, GA 2010

30" 2629' Chattahoochie River, GA 2009

30" 2505' Camp Creek Parkway, GA 2009

30" 2342' S. Fulton Parkway, GA 2009

36" 4022' 2008

36" 3899' 2008

42" 2073' 2007

42" 1666' 2007

42" 2866' 2006

10" 8400' 2006

24" 6183' 2005

Santa Rosa Beach, FL

Wendell Long

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: wlong@michels.us

Corsicana, TX

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some 

more notable crossings include, but are not limited to:

Project Manager, Michels Directional Crossings, Brownsville, WI

Toronto, Canada

Alberta, Canada

Crossway Creek, NJ

Prairie River, LA

Red River, LA

Page 41
1994-2002

1987-1991

1985-1986

In charge of engineering and fiber construction for several miles.

1981-1984

1964-1980

1962-1963

Education:

1956

Project Manager, Michels Mid-America Line and Cable, Brownsville, WI

Job estimating, profit and loss coordination of materials and equipment. Labor and 

production jobs varying in size up to $25 million. Projects include aerial, buried, 

underground, cooper and fiber routes.

Project Manager, U.S. Sprint, Midwest and Eastern U.S.A.

Responsible for construction management, permits, schedules and daily work 

operation to meet completion dates. Jobs varying in size to $20 million.

Senior Engineer, U.S. Sprint, Midwest and Eastern U.S.A.

Construction and Maintenance Supervisor, United Telephone of Florida, Fort Meyers, FL

Responsibilities include new construction, maintenance, splicing and cutover of 

offices in eight exchanges. Responsible for daily operation of 35 splicers.

Cable Splicer, United Telephone of Florida, Fort Meyers, FL

Spliced paper and plastic cable, exchange cutover and maintenance of all types of 

cable.

Lineman, United Telephone of Florida, Fort Meyers, FL

Worked on open wire circuits including toll circuits and placements of cable.

Graduate of Hardee High School, Wauchula, FL

Page 42
1995-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

36" 9040' Mississippi River, IL/MO 2014

36" 2264' Otter Creek, IL 2013

36" 3544' Illinois River, IL 2013

36" 1611' Mackinaw Rover, IL 2013

36" 3892' Red River, OK 2013

36" 4213' Menard Creek, TX 2013

36" 3571' Angelina River, TX 2013

36" 2908' Neches River & RR, TX 2013

36" 1867' Flora, TX 2012

36" 1740' Sabine River, TX 2012

36" 2567' South Sulphur River, TX 2012

30" 2906' Hickory Creek, Marietta, OK 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 1717' Morales, TX 2012

16" 1664' Morales, TX 2012

42" 3205' Dewitt, TX 2012

42" 1661' Morales, TX 2012

24" 1386' Jonestown, PA 2012

24" 2458' Jonestown, PA 2012

8" 6675' Wilmington, NC 2012

8" 6669' Wilmington, NC 2012

8" 7019' Missouri River, NE 2011

42" 3035' Rambling Bayou, LA 2011

42" 5340' Boise Cascade, LA 2011

42" 4932' Bayou Jean De Jean, LA 2011

12" 2484' Wetland #13, NC 2011

42" 2094' Hwy 9, LA 2010

42" 5248' Saline Bayou, LA 2010

42" 1838' Steep Bayou, LA 2010

42" 2243' Beouf River, LA 2010

42" 2975' 2009

42" 3800' 2009

42" 3629' 2009

42" 3018' 2009

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project 

coordination from start-up to completion, union relations, subcontractor coordination, 

production recordkeeping, and overall on-site management. Some more notable 

crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Mississippi River, MO

Jim McGovern

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Salt River, MO

State Route 96, IL

Email: jmcgover@michels.us

Illinois River, IL

Page 43
1991-1995

1987-1991

1972-1987

1968-1972

Education:

1967 Graduate of Waupun High School, Waupun, WI.

Responsible for coordination of pipe welding subcontractor located on exit side of 

directional drill. Duties include operation and maintenance of equipment, coordination of 

labor for specialized pipe coating and testing. Solely responsible for maintaining constant 

communication with the driller during control of ballasting, which is one of the most critical 

aspects of pipe pulling.

Laborer working with underground construction crew. Responsibilities include upholding 

safety consciousness while performing various duties to help maintain progressive 

pipe/cable laying production.

Skilled Laborer, Michels Pipeline Construction, Brownsville, WI

Operator/Foreman, Michels Directional Crossings, Brownsville, WI

Skilled in the operation of technical, lifting and heavy equipment for directional drilling 

operation. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Experience in working on and around directional drilling rigs as an integral 

member of a specialized team. Familiar with mechanical repairs, hydraulics, fluids, set-up 

and operation of drill motors, power generators, mud pumps, bentonite mixers, drill pipe, 

reamers, couplings and overall equipment maintenance and operation.

Operator, Gas Division of Michels Pipeline Construction, Brownsville, WI

Trackhoe and backhoe operator responsible for maintaining line and grade on civil and 

gas pipeline projects. Duties include trench maintenance and safety as well as 

equipment repairs and maintenance.

Pipe-Side Superintendent/Pullback Coordinator, Michels Directional Crossings,

Brownsville, WI

Page 44
1999-Present

Diameter Length Crossing/Location Year

10" 1971' Tank Farm/Central Ave, PA 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

20" 2364' Missouri River, IA/NE 2014

16" 2951' Line 82, ND 2014

36" 5687' Missouri River, MO 2013

36" 2355' Salt Fork River, MO 2013

36" 2077' Chariton River, MO 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

36" 1792' North Canadian River, OK 2013

8" 3503' Hamlin Creek, Charleston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

36" 1366' Big Sandy, Maple Springs, TX 2012

36" 1444' Hwy 155 & UPRR, Big Sandy, TX 2012

36" 1761' Private Lake, Maple Springs, TX 2012

30" 4850' Red River, Thackerville, TX/OK 2012

30" 3042' Wyalusing, PA 2012

24" 2458' Jonestown, PA 2012

36" 4992' Atchafalaya & 2 Levees, LA 2011

42" 1826' Interstate 49 and RR, LA 2011

42" 3443' Wetland R2, LA 2011

36" 3030' Black Bear Protected Forest, LA 2011

42" 4322' Cache River, AR 2010

42" 3008' White River, AR 2010

42" 5084' Mississippi River, AR 2010

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, sewer, 

electrical and communication lines throughout the United States and Canada. Complete 

knowledge of directional drilling technology and procedures. Duties include project 

coordination from start-up to completion, union relations, subcontractor coordination, 

production recordkeeping, and overall on-site management. Some more notable 

crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Larry Shilman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: Lshilman@aol.com

Page 45
1998-1999

1998

1990-1997

1988-1990

Education:

1990 State of Indiana, Real Estate License 

1973 Graduate of Warner High School, Warner, SD

Project Manager, C & S Contract Services, Inc., Martinville, IN 

Responsibilities include project management for concurrent multiple projects including 

route selection, courthouse search, surveying, land acquisition, writing job specifications, 

bid meetings, inspection, as-built records and permitting. Total start up to completion 

construction

Responsibilities include all start up activities, pre-construction, construction and postconstruction damages for 126 miles of fiber optic projects across Northern Indiana as well 

as three diversity routes in South Bend, Indiana. 

Construction Supervisor, InterCon Construction, Inc., Lakeville, MN 

Supervisor of 210 mile fiber optic installation, underground and aerial in Minneapolis and 

surrounding suburbs. Responsible for subcontractors, directional drilling, underground, 

aerial and InterCon crews

Project Engineer, Brungardt, Honimichl & Company, P.A., Overland Park, KS 

Right-of-Way Supervisor, Bucher, Willis & Ratliff, Inc., Aurora, IL 

AT&T switched engineering firms from C&S Contract Services to Brungardt, Honimichl & 

Company. Responsibilities included project management for concurrent multiple projects 

including route selection, courthouse search, surveying, land acquisition, writing job 

specifications, bid meetings, inspection, as-built records and permitting. Total start up to 

completion construction. 

Page 46
1993-Present

Diameter Length Location Year

10" 1971' Tank Farm/Central Ave, PA 2015

10" 4654' Allegheny River, PA 2015

28" 1741' Lafayette River, VA 2014

12" 2557' Arkansas River, AR 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

36" 1277' Bear Creek, IL 2013

36" 2264' Hwy 336 & 172, IL 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

42" 992' Bunkie, LA 2011

42" 1223' Bunkie, LA 2011

24" 1519' Homestead, FL 2011

8" 1823' Tioga, PA 2011

10" 1819' Tioga, PA 2011

16" 1818' Tioga, PA 2011

36" 3030' Bunkie, LA 2011

24" 1141' Homestead, FL 2010

16" 9931' Cooper River, SC 2010

42" 5084' Mississippi River, AR 2010

42" 2129' 2009

42" 2171' 2009

42" 2206' 2009

42" 3043' 2009

42" 3719' 2008

42" 2514' 2008

42" 4975' 2008

42" 1899' 2008

42" 4378' 2007

Robert Spennati

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: bspennati@michels.us

Neches River, TX

Port Aruthur Canal, TX

Indian Bayou, TX

Four Mile Creek, OH

Taylor Bayou, TX

Big Darby Creek, OH

Little Miami River, OH

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties include 

project coordination from start-up to completion, union relations, subcontractor 

coordination, production recordkeeping, and overall on-site management. Some more 

notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

Caesars Creek, OH

Embarrass River, IL

Page 47
1988-1993

1987-1988

1985-1987

1978-1988

Education:

1978 Graduate of Mount Union High School

Labor/Operator/ Foreman, Henkles & McCoy

Fiber work

Drywall/Construction

Gas work/Service Lines, Circle M Construction

United States Army

1978-80, Germany, 1980-82 Georiga, 1982-84 Germany, 1984-85 Georiga, 1985-88 

US Army Reserves PA

Page 48
2007-Present

Diameter Length Crossing/Location Year

36" 1755' New York Street, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

36" 3805' Williamette River, OR 2014

24" 1935' Coosa River, AL 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

36" 2264' Otter Creek, IL 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 4861' 18th Street, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

30" 5786' Lake Conway, Vernon, NJ 2011

16" 2667' Ward Ave, N. Crosswicks, NJ 2010

16" 1012' Columbus Rd., Robbinsville NJ 2010

36" 3236' Red Lake River, MN 2009

20" 5222' Pokegama Carnegie, WI 2009

36" 4818' Cache River, AR 2009

32" 3058' Hudson River, NY 2009

20" 3835' Angeles National Forest, CA 2009

24" 3009' Middle Salinas River, CA 2008

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating directional boring projects for various size gas, water, 

sewer, electrical and communication lines throughout the United States and Canada. 

Complete knowledge of directional drilling technology and procedures. Duties 

include project coordination from start-up to completion, union relations, 

subcontractor coordination, production recordkeeping, and overall on-site 

management. Some more notable crossings include, but are not limited to:

Project Manager, Michels Corporation, Brownsville, WI 

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

Tool System, Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Mark Zimmerman

Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: mzimme@michels.us

Page 49
2004-2007

2000-2004

1997-2000

Education:

B.S. Production and Operations Management (with Honors) - Central Michigan University

Coordinated construction projects in the U.S. and Canada with contract values 

ranging from $750,000.00 to $5,262,000.00. Analyzed project designs and 

specifications; prepared project estimates. Designed crossings from owner provided 

information and performing site surveys. Drew for submittal as-built drawings upon 

project completion.

Field Engineer, Mears/CPG, LLC, Rosebush, MI

Managed and trained survey and construction crews. Performed testing, analysis, 

design, and installation of cathodic protection systems for pipelines.

Project Manager/Estimator, InterCon Construction, Madison, WI

Estimated construction projects with contract values in excess of $16,000,000. 

Coordinated construction projects in the U.S. and Canada of various sizes. 

Negotiated contracts with owners, subcontractors and vendors. Designed crossings 

from owner provided plans, designs and contract specifications. Drew for submittal 

as-built drawings upon project completion.

Project Coordinator/Estimated, Mears/HDD, LLC, Rosebush, MI

Page 50
2012-Present Drilling Fluids Specialist/Project Manager, Michels Corporation, Brownsville, WI

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

36" 1812' Highway 394, IL 2015

36" 1002' Highway 255, TX (Direct Pipe) 2015

36" 1092' Lubrizol Drainage, TX (Direct Pipe) 2015

18" 12,459' Rio Grande River, TX 2014

48" 2400' Rio Grande River, TX (Direct Pipe) 2014

42" 1200' RR Crossing, TX (Direct Pipe) 2014

36" 9040' Mississippi River, IL/MO 2014

30"

& 24"

2,850',1,991'

2,732',2,983' 2014

36" 1640' LaMoine River, IL 2013

36" 3544' Illinois River, IL 2013

36" 1344' Fraizer Creek, IL 2013

36" 1518' Vermillion River, IL 2013

36" 4304' Bois D' Arc, TX 2013

36" 3892' Red River, OK/TX 2013

36" 3077' UP RR & Jefferson St, OK 2013

36" 2908' Neches River & RR, TX 2013

36" 4213' Menard Creek, TX 2013

36" 3239' Clear Boggy Creek, OK 2013

36" 3130' Big Cypress Creek, TX 2012

2011-2012 Drilling Fluid Specialist, Mears Group Inc., Billings , MT

2010-2011 Territory Manager, Akkerman Inc., Billings, MT

2000-2010 Technical Sales Engineer, Wyo-Ben Inc., Billings, MT

1998-2000 Sales Representative, Surface to Surface, London, Ontario, Canada

Trained new HDD operators. Sold pipe and cable locating equipment.

Develop detailed drilling fluid plans and contingencies based upon geotechnical reports, 

equipment and scope of project. Measure and testing of drilling fluids and supervising the 

mixing and pumping operations. Perform technical analysis and interpret geotechnical 

reports. Control and maintain drilling fluids parameters and provide technical 

recommendations. 

SE Market Expansion Project

MS & AL

Developed detailed drilling fluid plans and contingencies based upon geotechnical 

Sold tunneling and pipe jacking equipment. Analyzed and interpreted geotechnical 

Engineered fluids on HDD, microteunneling, pipe ramming, pipe jacking and auger boring 

email: rzavitz@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Richard Zavitz

Drilling Fluids Specialist/Project Manager

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 51
Education:

Bachelor of Arts, Kinesiology, University of Western Ontario - 1988

Graduated Wyo-Ben, Inc. Intensive Mud School, 2000

Apprenticed under oil field qualified mud engineer working on HDD projects

10 Hour OHSA (current)

Multiple OQ courses for various energy companies

Multiple safety courses required by various energy companies

OFITE trained in repair and calibration of OFITE Model 900 viscometer

Colorado School 

of Mines

Taught bentonite and polymer course at Microtunneling Short Course

Page 52
2011-Present

Diameter Length Crossing/Location Year

8" 7321' MP 49.3 Landslide, MT 2014

36" 9040' Mississippi River, IL/MO 2014

36" 2264' Otter Creek,IL 2013

36" 1311' Fraizer Creek, IL 2013

36" 1518' Vermillion River, IL 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

36" 3571' Angelina River, TX 2013

36" 2908' Neches River & RR, TX 2013

8" 3503' Hamlin Creek, Charleston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

36" 1444' Hwy 155 & UPRR, TX 2012

36" 1740' Sabine River, TX 2012

30" 2906' Hickory Creek, Marietta, OK 2012

30" 4850' Red River, Thackerville, TX/OK 2012

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 1664' Morales, TX 2012

8" 6675' Wilmington, NC 2012

8" 6669' Wilmington, NC 2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Directional Crossings, Michels Corporation, Brownsville, WI

Dustin Branscomb

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dbransco@michels.us

Responsible for surveying, staking and design of directional drill path and curve, drilling the pilot 

hole, tracking and monitoring the drill path and calculating and interpreting the ground elevations 

and contours. Computer literate with knowledge and experience operating various software 

including: 1) Magnetic Guidance System, 2) Survey, 3) Tru-Tracker and 4) Microsoft applications. 

Applied working knowledge of advanced mathematics including: 1) Fluid Dynamics, 2) Advanced 

Algebra, 3) Trigonometry, 4) Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying 

skills and experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing surveyed points 

(benchmarks). Additional duties include on-site maintenance of technical equipment, and necessary 

record-keeping of plots and drilling logs. Performed the above operations for crossings which 

include, but not limited to:

Page 53
2006-2011

2004-2006

Education and El Molino High School, Forestville, CA - 4 years, Diploma

Endorsements:

Bachelor of Science, Civil Engineering 2004

California Polytechnic State University, San Luis Obispo, CA

Registered Professional Engineering, Licence No. 20100000796

Missouri Board for Architects, Professional Engineers, Professional Land Surveyors,

and Landscape Architects

Registered Professional Engineer, License No. 108030

Texas Board of Professional Engineers

LEED Accredited Professional

Leadership in Energy and Environmental Design Green Building Accredited

Professional (LEED AP)

National Association of the Remodeling Industry Certified Green Building Professional

Specialized Dustin has specialized training and experience in the following areas:

Training: HDD profile design

HDD construction observation

Site layout and access requirements

Surface and subsurface route assessment

Analysis of operating and installation stresses

Determination of minimum allowable radius of curvature

Evaluation of pipe buoyancy and potential pull loads

Managing site access and drilling

Slope stability analysis

Subsurface exploration

Laboratory testing

Structural design

GeoEngineers, Inc., Springfield, MO (Project Engineer)

Responsible for project management, HDD Design, construction observation, field program planning 

and conducting technical briefings of field staff, feasibility studies for various natural gas and product 

pipeline projects, geotechnical exploratin, geotechnical borehole logging and soil classificatino, 

completion of technical reports and proposals, budget management, client billings and collections, 

and client interaction.

BP Pipelines North America, 20 inch HDD crossing with length of 1,220 feet crossing beneath 

Interstate 70 as part of the Freeman to East Fort Madison #1 crude oil pipeline repair project in 

Osessa, MO

Gulfstream Natural Gas System, three 30 inch HDD crossings up to 2,700 feet on the Gulfstream 

Natural Gas pipeline expansion (Phase III) near Lake Okeechobee, Florida.

BP Pipelines North America, 22 inch HDD crossing 4,630', Griffith, IN.

Coastland Civil Engineering, Inc., Santa Rosa, CA (Assistant Civil Engineer)

Responsible for project management, land development projects, improvement plan and map 

review, flood and drainage review, city master plan development, specification and eingineer's 

estimate development, city engineering and all-embracing experience in struction inspection.

Kinder Morgan, 24 HDD crossings, including two shore approaches, on a Louisiana pipeline, 

including pipeline diameters of 42 and 24 inches and lengths up to 5,700 feet.

AMEC Paragon/Enbridge, nine 20 inch and nine 42 inch HDD crossings with lengths up to 2,755 

feet on the Southern Access Expansion and Southern Lights Oil pipelines in Illinois and Wisconsin 

(Phases I and II).

AMEC Paragon/ExxonMobil Company, 21 42 inch HDD crossings on the Golden Pass Pipeline 

project transporting natural gas from Sabine, Texas to Starks, Louisiana. The longest crossing, Old 

River, was 6,000 feet in length.

Texas Gas, Fayetteville-Greenville, 42 inch, 165 miles

Gulfstream Natural Gas System, five 20 inch HDD crossings up to 5,062 feet on the Bartow Lateral 

Natural Gas Pipeline (Phase IV) in Tampa Bay, Florida. Four crossings were located within Tampa 

Bay and drilled from barge to barge. The fifth crossing was a shore approach with a length of 5,062 

feet.

Page 54
2006-2011

2004-2006

Education and El Molino High School, Forestville, CA - 4 years, Diploma

Endorsements:

Bachelor of Science, Civil Engineering 2004

California Polytechnic State University, San Luis Obispo, CA

Registered Professional Engineering, Licence No. 20100000796

Missouri Board for Architects, Professional Engineers, Professional Land Surveyors,

and Landscape Architects

Registered Professional Engineer, License No. 108030

Texas Board of Professional Engineers

LEED Accredited Professional

Leadership in Energy and Environmental Design Green Building Accredited

Professional (LEED AP)

National Association of the Remodeling Industry Certified Green Building Professional

Specialized Dustin has specialized training and experience in the following areas:

Training: HDD profile design

HDD construction observation

Site layout and access requirements

Surface and subsurface route assessment

Analysis of operating and installation stresses

Determination of minimum allowable radius of curvature

Evaluation of pipe buoyancy and potential pull loads

Managing site access and drilling

Slope stability analysis

Subsurface exploration

Laboratory testing

Structural design

Coastland Civil Engineering, Inc., Santa Rosa, CA (Assistant Civil Engineer)

Responsible for project management, land development projects, improvement plan and map 

review, flood and drainage review, city master plan development, specification and eingineer's 

estimate development, city engineering and all-embracing experience in struction inspection.

Kinder Morgan, 24 HDD crossings, including two shore approaches, on a Louisiana pipeline, 

including pipeline diameters of 42 and 24 inches and lengths up to 5,700 feet.

AMEC Paragon/Enbridge, nine 20 inch and nine 42 inch HDD crossings with lengths up to 2,755 

feet on the Southern Access Expansion and Southern Lights Oil pipelines in Illinois and Wisconsin 

(Phases I and II).

AMEC Paragon/ExxonMobil Company, 21 42 inch HDD crossings on the Golden Pass Pipeline 

project transporting natural gas from Sabine, Texas to Starks, Louisiana. The longest crossing, Old 

River, was 6,000 feet in length.

Texas Gas, Fayetteville-Greenville, 42 inch, 165 miles

Gulfstream Natural Gas System, five 20 inch HDD crossings up to 5,062 feet on the Bartow Lateral 

Natural Gas Pipeline (Phase IV) in Tampa Bay, Florida. Four crossings were located within Tampa 

Bay and drilled from barge to barge. The fifth crossing was a shore approach with a length of 5,062 

feet.

GeoEngineers, Inc., Springfield, MO (Project Engineer)

Responsible for project management, HDD Design, construction observation, field program planning 

and conducting technical briefings of field staff, feasibility studies for various natural gas and product 

pipeline projects, geotechnical exploratin, geotechnical borehole logging and soil classificatino, 

completion of technical reports and proposals, budget management, client billings and collections, 

and client interaction.

BP Pipelines North America, 20 inch HDD crossing with length of 1,220 feet crossing beneath 

Interstate 70 as part of the Freeman to East Fort Madison #1 crude oil pipeline repair project in 

Osessa, MO

Gulfstream Natural Gas System, three 30 inch HDD crossings up to 2,700 feet on the Gulfstream 

Natural Gas pipeline expansion (Phase III) near Lake Okeechobee, Florida.

BP Pipelines North America, 22 inch HDD crossing 4,630', Griffith, IN.

Page 55
2003-Present

Diameter Length Crossing/Location Year

36" 1812' Highway 394, IL 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

12" 2557' Arkansas River, AR 2014

30" 2890' Gains Creek, MS 2014

24" 2070' Unnamed Creek, AL 2014

30" 2774' South Canadian River, OK 2013

36" 2077' Chariton River, MO 2013

36" 2264' Hwy 336 & 172, IL 2013

30" 1881' Bennekill Stream, NJ 2013

36" 1611' Mackinaw River, IL 2013

42" 470' DIRECT PIPE I-84 & HWY 6, PA 2013

26" 6215' Jamacian Bay, NY 2013

30" 6544' 1st Street, NJ 2013

36" 1499' 60" Water Main, OK 2013

36" 2133' Little River, OK 2013

36" 4005' Canadian River, OK 2013

36" 1792' North Canadian River, OK 2013

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: tforconi@michels.us

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Tom Forconi

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 56
42" 1658' Dewitt, TX 2012

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

24" 2458' Jonestown, PA 2012

36" 1392' Seacausus, NJ 2012

20" 2108' Bayonne, NJ 2012

8" 6675' Wilmington, NC 2012

12" 2530' Cornwall, ONT, Canada 2011

20" 1501' Monclova, OH 2011

42" 5117' Westdale, LA 2011

42" 5340' Boyce, LA 2011

36" 5325' Kingston, LA 2011

30" 3455' St. Claire, MI 2011

42" 3230' Dugdemona River, LA 2010

42" 5209' 2009

34" 2005' 2009

42" 2207' 2008

1996-2003

1990-1996

Education:

Superintendent, Southeast Directional Drilling Tempe, AZ

Responsible for coordinating and supervising entire project in time constraint situation 

from start to finish. Including design, drilling pilot hole, reaming operations, and product 

installation. 

UWS, Two years pre-engineering associate degree

Sulfer River, TX

Northern Shore, Guam

Hagatna, Guam

Survey/Design Technician, Slimdril International, TX 

Responsible for topographical survey, drill path design, bore path monitoring and asbuilt for customer. 

Page 57
1991-Present

Diameter Length Location Year

36" 5128' Lake Ave & RR, IL 2015

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

1 x 6" & 2 x 4"

Bundle

1568' Bore #3, Nageezi, NM 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

36" 9040' Mississippi River, IL/MO 2014

12" 3472' Gilmore Lane, OR 2014

20" 2364' Missouri River, IA/NE 2014

30" 4987' Monksville Reservoir, NJ 2013

36" 1792' North Canadian River, OK 2013

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

30" 1633' Brooklyn, NY 2012

16" 3894' Roaring Branch, PA 2012

24" 2458' Jonestown, PA 2012

20" 1022' Gillette, WY 2011

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: doughouska@aol.com

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of technical 

equipment, and necessary record-keeping of plots and drilling logs. Performed the above 

operations for crossings which include, but not limited to:

Drilling Survey Technician, Directional Crossings, Brownsville, WI

Doug Houska

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 58
20" 3075' Marion, OR 2011

36" 3030' Bunkie, LA 2011

42" 2696' Natchez, LA 2011

42" 5084' Mississippi River, AR 2010

42" 3800' 2009

42" 2176' 2009

42" 2691' 2009

30" 1527' 2009

42" 6017' 2008

42" 3826' 2008

42" 3954' 2008

24" 6418' 2007

1988-1991

1980-1988

Education:

1978-1980

1978

Two year Associate Degree Accounting, Mitchell Area Vocational Technical College, 

Mitchell, SD

Working knowledge of advanced mathematics including: Fluid dynamics, Advanced 

algebra, Trigonometry, Static's, Stress Engineering

High School graduate of Kimball High School, Kimball, South Dakota

Software: Magnetic Guidance System, Survey-4, Tru-Tracker, Microsoft Applications

Project Coordinator, Mid America Line and Cable, Division of Michels Pipeline, 

Brownsville, WI

Project Assistant/Bookkeeper, Michels Pipeline Construction, Brownsville, WI

Assisted Project Manager with coordinating field personnel for large scale telephone cable 

installation projects. Recorded and prepared field reports for project, office and customer 

needs. Acting liaison between project managers, public, existing utility representatives and 

customer representatives. Coordinated project between existing utilities and placement of 

new installation. Maintain material inventory required for projects.

200th Ave, IL

Cascade Rd, GA

Purchasing agent responsible for coordinating all materials to various locations along 

project routes for water line and telephone installations . Inventory control of materials. 

Prepared field reports to keep record of labor and production. Liaison between existing 

utility representatives and Michels. 

Old River, TX

Cole Creek, TX

Tallahoma Creek, MS

Lathum Slough, CA

Mississippi River, MO

Great Miami River, OH

Page 59
1997-Present

Diameter Length Crossing/Location Year

36" 2697' Barrington Rd, IL 2015

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

36" 3805' Williamette River, OR 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

24" 1935' Coosa River, AL 2014

16" 2951' Line 82, ND 2014

36" 5687' Missouri River, MO 2013

30" 1701' Red River, OK 2013

30" 1246' OK City Water Main, OK 2013

30" 1881' Bennekill Stream, NJ 2013

30" 4987' Monksville Reservoir, NJ 2013

12" 6209' Jamacian Bay, NY 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 4905' Merseles St, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4861' 18th Street, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

8" 4475' MP57, Lodge Grass, MT 2012

30" 3042' Wyalusing, PA 2012

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

10" 3447' Wyandotte, OK 2011

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Cale Mullenix

Drilling Survey Technichian

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of technical 

equipment, and necessary record-keeping of plots and drilling logs. Performed the above 

operations for crossings which include, but not limited to:

Page 60
16" 1818' Tioga, PA 2011

30" 5786' Vernon, NJ 2011

6" 1613 Chippewa River WI 2011

42" 1826' Alexandria, LA 2011

42" 2619' Natchez, LA 2011

42" 1223' Bunkie, LA 2011

36" 3492' Trinidad/Tabago 2010

30" 1280' Atlanta, GA 2010

42" 1010' Atlantic City, NJ 2010

20" 3029' 2009

42" 2792' 2009

20" 3835' 2009

24" 6518' 2008

30" 4272' 2008

4" 5365' 2008

16" 6700' 2008

36" 2144' 2007

(4) 10" & (1) 8" 785' & 809' Bridgeport, CT 2007

30" 5668 2006

8" 7025' 2006

1996-1997

Education:

1996

1995

Shore Approach, Trinidad

Four Legged Lake, MN

Whitewater River, IN

Angeles National Forest, CA

Cooper River, SC

Fluid Dynamics Technician, Michels Directional Crossings, Brownsville, WI

Accountable for mixing bentonite solution used throughout directional drilling and reaming 

operations. Trained to monitor viscosity of mixture and manipulate ratios of solids and 

fluid to maintain specific viscosities which continually change based on the environment 

and which vary by operation phases and subterrain. Experience in operation, 

maintenance and repair of bentonite mixing equipment.

University of Wisconsin – Madison

Graduate of Goodrich High School, Fond du Lac, WI

Stone Lakes NWR, CA

St. John's River, Canada

Mississippi River, WI

Newark Bay, NJ

Wando River, SC

Page 61
1997-Present

Diameter Length Crossing/Location Year

10" 4654' Allegheny River, PA 2015

36" 3805' Williamette River, OR 2014

24" 1935' Coosa River, AL 2014

24" 2884' Hatchett Creek, AL 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

36" 1874' Wetland S-517C, IN 2014

36" 3544' Illinois River, IL 2013

8" 2545' MP266, Mountain Green, UT 2013

30" 4987' Monksville Reservoir, NJ 2013

30" 4905' Merseles St, NJ 2013

30" 6544' 1st Street, NJ 2013

42" 4441' Goethals Bridge, NY 2013

Jeff Nehmer

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: jeffnehmer@aol.com

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the 

crossings. If a hole-intersect or additional assistance was required during drilling operations an 

appropriately sized capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously 

monitor and survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry 

standard (i.e. maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer 

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting the 

ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

Personnel is not aware of claims filed or in litigation.

Page 62
30" 8101' Kill Van Kull River NY/NJ 2013

36" 6575' St. Johns River, Jacksonville, FL 2012

24" 1386' Jonestown, PA 2012

16" 3894' Roaring Branch, PA 2012

16" 5754' New Berlin, WI 2012

24" 3589' Golf Course & Nemacolin, PA 2011

10" 3447 Grand Lake, OK 2011

30" 5786' Lake Conway, NJ 2011

6" 1613' Chippewa River, WI 2011

42" 5732' Old River & I-49 2011

36" 5325' Kansas City RR, LA 2011

24" 1519' Ditch Crossing 1, FL 2011

42" 1851' Siphon Creek, LA 2010

16" 9931' Cooper River, SC 2010

20" 5222' 2009

42" 3018' 2009

42" 2975' 2009

20" 3835' 2009

36" 2200' 2009

30" 2564' 2008

30" 3078' 2008

14" 2235' 2007

42" 2295' 2007

42" 2127' 2007

1995-1996

Education:

1997

1994 Graduate of Columbus High School, Columbus, WI

Pokegama Carnegie, MN

Little Red River, AR

Kishwaukee River, IL

Rock River, WI

Pyramid Lake, CA

Flambeau River, WI

Subsurface Exploration, Wisconsin Dept. of Trans., Madison, WI

MATC – Degree as Civil Engineering Technician

Wisconsin River, WI

Took core samples vertically from the ground and ran tests on soil conditions for 

roadways.

State Route 96, IL

Illinois River, IL

Angeles National Forest, CA

Page 63
2006-Present

Diameter Length Crossing/Location Year

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

10" 1971' Tank Farm/Central Ave, PA 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 1613' Fish Pond, Alberta, Canada 2014

36" 1359' Wetland Crossing #2, Alberta, Canada 2014

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Aberta, Canada 2014

30" 2667' South Fork Ten Mile Creek, PA 2014

24" 2750' Escatawpa River, MS 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

36" 2355' Salt Fork River, MO 2013

30" 2774' South Canadian River, OK 2013

30" 4400' Saline Creek, Alberta, Canada 2013

42" 4284' Vermillion River, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

36" 4304' Bois D' Arc, TX 2013

30" 1707' Bayonne Inlet, NJ 2013

36" 2908' Neches River & RR, TX 2013

8" 10,053' Potomac River, VA/MD 2012

20" 3048' St. Clair, Marysville, MI 2012

8" 12,885' MP66, Big Horn County, MT 2012

8" 4400' MP57, Big Horn County, MT 2012

30" 2906' Hickory Creek, Marietta, OK 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

30" 2133' Alberta, Canada 2012

8" 6669' Wilmington, NC 2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Dan Reynolds

Drilling Survey Technician

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dreynolds@michels.us

Responsible for surveying, staking and design of directional drill path and curve, drilling the 

pilot hole, tracking and monitoring the drill path and calculating and interpreting the ground 

elevations and contours. Computer literate with knowledge and experience operating various 

software including: 1) Magnetic Guidance System, 2) Survey, 3) Tru-Tracker and 4) 

Microsoft applications. Applied working knowledge of advanced mathematics including: 1) 

Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) Calculus, 5) Statistics and 6) 

Stress Engineering. Complete surveying skills and experience utilizing a Total Station 

(Theodolite with built-in EDM) for lay out of grade elevations over all types of topography in 

establishing alignment tying into existing surveyed points (benchmarks). Additional duties 

include on-site maintenance of technical equipment, and necessary record-keeping of plots 

and drilling logs. Performed the above operations for crossings which include, but not limited 

to:

Page 64
32" Bundle

(7) 10" HDPE

(6) 4" HDPE

2785' Vancouver BC, Canada 2011

8" 7019' Decatur, NE 2011

30" 3455' St. Claire, MI 2011

16" 9,931' Cooper River, Charleston, SC 2010

16" 2,494' Hitchcock Plaza 1, Aiken, SC 2010

16" 2,566' Hitchcock Plaza 1, Aiken, SC 2010

42" 2,178' Chatham,LA 2010

36" 2623' 2009

16" 6202' 2009

42" 3043' 2009

42" 3719' 2008

30" 2739' 2008

42" 1666' 2007

42" 2073' 2007

(3) 12" HDPE

23 Bores

21,200 Total

400 to 1,400'

Long Island, NY 2006

30" 5668' 2006

2003-2006

Diameter Length Location/Customer

56" (3) 2100'-2520' Bechtel/API

16" (9) 800'-3400' Williston Basin

36" 1185' Snelson Hoen Rd

24" 3385' Carbon Mountain

2003

Diameter Length Location/Customer

8" & 12" 450' City of Waikiki, HI

HDPE 615'-1005' (6)

32" 2900' AP & T Tidal Inlet

2002-2003

Diameter Length Location/Customer

8" Various Telecommunications

8" & 10" 600'-2400' U.W. I.

24" 800'-1200' Questar

1998-2002

Education:

1980

Hwy 61, MS

Little Miami River, OH

Graduate of Soper High School, Soper, OK

Drilling Survey Technician, Thunderbird Exploration, Gilbert, AZ

Steering hand working on communication projects. Larger projects include:

Drilling Survey Technician, Ozzie’s Directional Drilling, Scottsdale, AZ

All aspects of drilling and design utilizing Tru-Tracker software for contractor. Larger projects 

include:

Neches River, TX

Couse Midden, FL

Prairie River, LA

All aspects of drilling and design utilizing Tru-Tracker software for contractor. Larger projects 

include:

U.S. Navey Aloha-Aina Park

Trinidad & Tabego

Newark Bay, NJ

Crossway Creek, NJ

Drilling Survey Technician, Southeast Pipeline Construction, Casa Grande, AZ

Drilling Survey Technician, H.M.S. Construction, Rio Vista, CA

Page 65
2013-Present

Diameter Length Crossing/Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

36" 1588' Hwy 404, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

28" 1741' Lafayett River, VA 2014

48" 2060' Tres Palacios, TX 2014

48" 1692' Navidad River, TX 2014

30" 1376' Tom's Creek, MS 2014

24" 2003' Highway 612, MS 2014

20" 2364' Missouri River, IA/NE 2014

36" 1640' La Moine River, IL 2013

36" 1277' Bear Creek, IL 2013

2011-2013 Field Technician, Sharewell HDD Services

2008-2011 Computer Tech and Surveyor, Laney Directional Drilling De Mexico

2007-2008 Owner - Operator of DATACOM, San Antonio, TX

Installing small underground ductwork and trenches for companies such as AT&T 

and Time Warner Cable.

2005-2007 Operator, Sidewinder Drilling, New Braunfels, TX and San Antonio, TX

2004-2005 Laborer, Laney Directional Drilling

Laborer on seven drills crossing the Tigris River in Iraq.

1998-2004 Laborer, for Laney Directional Drilling, W.H.C., and E.T. & D.

Education:

Austin Community College: Certified Auto-Cad Technician

San Marcus Baptist Academy, San Marcus, TX - High School

Drilling Survey Technician, Michels Directional Crossings, Brownsville, WI

Responsible for surveying, staking and design of directional drill path and curve, drilling 

the pilot hole, tracking and monitoring the drill path and calculating and interpreting 

the ground elevations and contours. Computer literate with knowledge and experience 

operating various software including: 1) Magnetic Guidance System, 2) Survey, 3) TruTracker and 4) Microsoft applications. Applied working knowledge of advanced 

mathematics including: 1) Fluid Dynamics, 2) Advanced Algebra, 3) Trigonometry, 4) 

Calculus, 5) Statistics and 6) Stress Engineering. Complete surveying skills and 

experience utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade 

elevations over all types of topography in establishing alignment tying into existing 

surveyed points (benchmarks). Additional duties include on-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. 

Performed the above operations for crossings which include, but not limited to:

Operator of small rigs such as Vermeer 24/40, 80/100, 36/50, 100/120's and 300/500's 

as well as locating with Digi Track and Ditchwitch walk over units.

email: dtise@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

817 W. Main Street, Brownsville, WI 53006

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Darrell Tise

Drilling Survey Technician

Michels Corporation

Page 66
2004-Present

Diameter Length Crossing/Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

24" 1692' Marshall Smith Rd, MS 2014

24" 2003' Highway 612, MS 2014

30" 2890' Gaines Creek, MS 2014

24" 1935' Coosa River, AL 2014

36" 5687' Missouri River, MO 2013

10" 1573' Jackson March, WI 2013

12" 6209' Jamacian Bay, NY 2013

26" 6215' Jamacian Bay, NY 2013

36" 4342' Deep Fork river, OK 2013

36" 2958' North Sulpher, Mount Joy, TX 2012

30" 4850' Red River, Thackerville, TX/OK 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

16" 1658' Cordele, TX 2012

42" 1658' Dewitt, TX 2012

16" 5754' New Berlin, WI 2012

30" 1186' Unnamed Tributary, ND 2011

20" 920' Wild Horse Creek, WY 2011

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines. Duties include mobilization of 

all equipment and personnel to remote job sites throughout the United States; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary record keeping of plots and production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Dennis Bush

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: dbush@michels.us

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along 

with surveying and surveying instrumentation. 

More notable crossings include, but are not limited to:

Page 67
20" 3075' Rock Creek, OR 2011

10" 778 SE 14th & Eller Drive, FL 2011

36" 2373' Bayou Fordoche & Levee, LA 2011

42" 1826' Interstate 49 and RR, LA 2011

42" 3443' Wetland R2, LA 2011

42" 4067' LA State Hwy 34, LA 2010

42" 2914' Bayou Pierre, LA 2010

42" 1906' I-49, LA 2010

42" 1704' Willow Creek, LA 2010

42" 2015' Flat Creek, LA 2010

42" 2129' 2009

36" 3031' 2009

20" 3029' 2009

42" 4068' 2009

42" 2691' 2009

42" 3627' 2009

42" 1992' 2008

42" 3705' 2008

42" 6004' 2008

Certifications:

2005

2006

2006

2008

2009

2010 Usage of Fusion Equipment

2010 OSHA 10-Hour Training Course

2011 OSHA 30-Hour Training Course

2011 CPR Training Course

2011 Excavation Safety-Competent Person

2011 Confined Space Entry Awareness

2011 Crane Signal Person

2012 Forklift Training

2013 Industrial Millwright V4

2014 Power Safe

Education:

2001-2003

2000-2001

2001

Ceasars Creek, OH

Confined space safety training

Four Legged Lake, MN

Four Legged Lake, MN

Illinois River, IL

Banks Man Orientation (API Pipeline)

200th Ave, IL

Salt River, MO

Hwy 67, TX

Neches River, TX

Tennessee Technology Center - Mechanic Apprentice Diploma in 2000

& Mechanic 1 Diploma in 2001

GED from the state of Tennessee

Old River, TX

John Deere basic Hydraulics - Certified

John Deere basic Electrical - Certified

Cetco mud training

Murray State University

Page 68
1998-Present

Diameter Length Location Year

36" 2303' Liberty Street, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

36" 9040' Mississippi River, IL/MO 2014

24" 3269' Transfer Line 2, IN 2014

24" 3275' Transfer Line 1, IN 2014

30" 2344' Delaware River, PA/NJ 2013

42" 3008' I-95 & Tidal Wetlands, NJ 2013

30" 4831' 18th Street, NJ 2013

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

10" 1495' Missoula, MT 2012

24" 1546' Colorado River, CO 2011

12" 1612' WBC62 (Offshore), LA 2011

10" 3447' Grand Lake, OK 2011

12" 2484' Wetland #13, NC 2011

42" 1998' I-49, LA 2010

42" 5248' Saline Bayou, LA 2010

36" 3942' Trinidad & Tabago 2010

42" 2914' Bayou Pierre, LA 2010

42" 1586' 2009

36" 4512' 2009

30" 2461' 2009

30" 2191' 2009

42" 4975' 2008

42" 2524' 2008

30" 5668' 2006

1981-1998

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines as well as environmental wells. 

Duties include mobilization of all equipment and personnel to remote job sites 

throughout the United States; the set-up and drilling of crossings; on-site maintenance 

of mechanical and technical equipment; and necessary recordkeeping of plots and 

production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Pearl River, MS

Camp Creek, GA

Jack Edmunds

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Indian Bayou, TX

Ouachita River, LA

Trinidad & Tabago

Trenchless Technology Operator/Supervisor & Journeyman Welder, 

Michels Pipeline Construction, Inc., Brownsville, WI

As Operator/Supervisor he completed profit and loss responsibility for performing 

trenchless casing installations for civil, pipeline, communications and power at roads, 

railroads and rivers. Coordinated and executed entire boring operation from 

mobilization to demobilization.

Candlewood, GA

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along 

with surveying and surveying instrumentation. Some more notable crossings include, 

but are not limited to: 

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: jackedmunds2@aol.com

Mississippi River, MS

Page 69
1977-1981

Education:

1994

1976 Graduate of Waupun High School, Waupun, WI

Certified for butt, sidewall and/or socket fusion of Driscopipe polyethylene pipe and 

fittings.

Certified for fusion of plastic natural gas pipe and fittings.

Member of Local 601 of United Association of Journeyman and Apprentices for the 

Plumbing and Pipe Fitting Industry of the United States and Canada (Steamfitters).

1995

Moraine Park Technical College – Welding Courses 

Skilled Laborer/Operator, Beloit Pipe and Dredge Company, Beloit, WI

Performed various duties in the construction of natural gas and petroleum product 

pipeline. Multi-capable to assist with all facets of product pipeline installation including 

conventional and trenchless methods of construction.

Page 70
2000-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 9040' Mississippi River, IL/MO 2014

42" 1153' Railroad Crossing, TX (Direct Pipe) 2014

42" 3392' N. Saskatchewan River, Canada 2013

42" 4441' Goethals Bridge, NY 2013

42" 3186' Arthur Kill, Staten Island, NJ/NY 2013

16" 1656' Chicolete River, TX 2012

42" 1650' Chicolete River, TX 2012

16" 1717' Morales, TX 2012

42" 1670' Morales, TX 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

24" 2458' Jonestown, PA 2012

36" 4519' Freeman Road, LA 2011

42" 5117' Nature Conservatory, LA 2011

36" 4992' Atchafalaya River, LA 2011

16" 9931' Cooper River, SC 2010

42" 3485' Quachita River, LA 2010

42" 4067' LA State Hey 34, LA 2010

36" 5240' 2009

42" 3800' 2009

30" 2342' 2009

30" 1924' 2009

42" 2691' 2009

42" 3826' 2008

42" 3719' 2008

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Pokegama Carnegie, WI

Mississippi River, MO

S. Fulton Parkway, GA

I-20, GA

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of plots and 

production. 

Marcus Carratt

Field Operations Superintendent

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working 

knowledge of computers and downhole survey along with surveying and surveying instrumentation. 

Some more notable crossings include, but are not limited to: 

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: mcarratt@michels.us

Neches River, TX

200th Ave, IL

Cole Creek, TX

Page 71
1999-2000

1997-1999

1993-1997

Education:

2014 PCST Certificate Renewal Course

1986 Waupun High School

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power 

generators; mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall 

equipment maintenance and operation.

Beginning Manager, Driver, United States Marine Corps, Camp LeJeune, NC

Laborer, Michels Pipe Line Construction, Brownsville, WI 

Foreman, Schatz Underground Cable, Villa Ridge, MO

Working foreman responsibilities included locating, operating Ditch Witch, directional 

boring rig, trencher, plow, back hoe, and small back hoe.

Page 72
2006-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Location Year

36" 3363' Steeles Ave, Ontario, Canada 2015

36" 1588' Hwy 404, Ontario, Canada 2015

36" 1355' Beaver Creek, Ontario, Canada 2015

36" 3805' Williamette River, OR 2014

16" 2951' Line 82, ND 2014

36" 1874' Wetland S-517C, IN 2014

8" 2545' MP266, Mountain Green, UT 2013

30" 1881' Bennekill Stream, NJ 2013

30" 6544' 1st Street, NJ 2013

30" 1633' Brooklyn, NY 2012

30" 5786' Vernon, NJ 2011

42" 1851' Siphin Creek, LA 2010

36" 2096' 2009

36" 5237' 2009

16" 6230' 2009

30" 4272' 2008

24" 6778' 2007

24" 5899' 2007

24" 6418' 2007

2002-2006

1999-2002

Education:

1999

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size 

gas, water, sewer, electrical and communication lines. Duties include mobilization of 

all equipment and personnel to remote job sites throughout the United States; the setup and drilling of crossings; on-site maintenance of mechanical and technical 

equipment; and necessary record keeping of plots and production. 

Prairie River, MN

Middle River, CA

Latham Slough, CA

email: bguelig@michels.us

Pokegema Carnegie, WI

Newark Bay, NJ

St. John's River, NB

Skilled equipment operator with the operation of technical, lifting and heavy 

equipment for directional drilling operations. Working knowledge of hydraulic 

engineering and applied mechanical engineering. Skilled in hydraulics repair, 

electrical repair, welding and troubleshooting. Working knowledge of computers and 

downhole survey along with surveying and surveying instrumentation. Some more 

notable crossings include, but are not limited to:

Graduate of New Holstein H.S., New Holstein, WI

Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of 

a specialized team. Multi-capable to assist with all facets of drilling operations. 

Familiar with mechanical repairs; hydraulics; fluids; set-up and operation of drill 

motors; power generators; mud pumps; bentonite mixers; drill pipe; reamers; 

couplings; and overall equipment maintenance and operation. 

Laborer, Northeast Asphalt, Fond du Lac, WI

Brian Guelig

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Old River, CA

Page 73
1999-Present

Diameter Length Location Year

36" 1613' Fish Pond, Alberta, Canada 2014

36" 2274' Highway 13, Alberta, Canada 2014

36" 2133' Wetland Crossing, Alberta, Canada 2014

36" 1020' Range Rd 124, Alberta, Canada 2014

36" 925' Hwy 36, Alberta, Canada 2014

6" 1576' Muskwa River, BC, Canada 2014

30" 4400' Saline Creek, Alberta, Canada 2013

28" 4270' Saline Creek, Alberta, Canada 2013

12" 4272' Saline Creek, Alberta, Canada 2013

36" 3618' Johnson Creek, TX 2013

36" 3314' East Fork Angelina River, TX 2013

36" 1867' Flora, TX 2012

36" 3130' Cypress, TX 2012

36" 2496' Taterville, LA 2011

30" 1266' Whitby, Ontario, Canada 2011

42" 2619' Natchez, LA 2011

42" 2094' Richland Parrish, LA 2010

42" 1838' Ryhmes, LA 2010

42" 2243' Alto, LA 2010

36" 3999' 2009

20" 1831' 2009

42" 3958' 2009

42" 3629' 2009

42" 4378' 2008

1997-1999

Education:

1996

2004 Fox Valley Tech., Bachelors in Hydro Engineering

Email: bketter@michels.us

Walnut Creek, OH

817 W. Main Street, Brownsville, WI 53006

Bryan Ketter

New Holstein High School Graduate 

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation. 

General Laborer, Michels Corporation, Brownsville, WI

Mississippi River, MN

Taylor Bayou

Salt River, MO

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all equipment 

and personnel to remote job sites throughout the United States; the set-up and drilling of 

crossings; on-site maintenance of mechanical and technical equipment; and necessary 

record keeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Mississippi River, MN

Phone: (920) 583-3132 / Fax: (920) 583-3429

Michels Corporation

Field Operations Superintendent

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are not 

limited to:

Page 74
2002-Present

Diameter Length Crossing/Location Year

42" 3114' Beaver Lake, Fort McMurray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

36" 1613' Fish Pond, Alberta, Canada 2014

36" 1359' Wetland Crossing #2, Alberta, Canada 2014

36" 9040' Mississippi River, IL/MO 2014

42" 4284' Vermillion River, Canada 2013

30" 4905' Merseles, NJ 2013

30" 5378' Hudson River, NJ/NY 2012

30" 4850' Red River, TX/OK 2012

16" 1649' Cordele, TX 2012

42" 1661' Cordele, TX 2012

16" 3214' Dewitt, TX 2012

42" 3205' Dewitt, TX 2012

36" 4505' Medicine Hat, Alberta, Canada 2012

36" 4993' Atchafalaya River, LA 2011

42" 4272' St. John's River, BC 2011

36" 4495' Saskatchewan River, AB 2011

14" 1554' St. John's Newfoundland 2010

42" 4322' Cache River, AR 2010

42" 5084' Mississippi River, AR 2010

36" HDPE 1873' Moncton, Canada 2009

20" 2096' 2009

42" 3200' 2009

30" 4300' 2009

42" 2176' 2008

24" 3009' 2008

26" 1820' 2008

24" 1330' 2007

(3) 12" HDPE

23 Bores

21,200 Total

400 to 1,440'

Long Island, NY 2006

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production.

Deer Creek, OH

Line C, IA

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Some more notable crossings include, but are not limited to:

Karl Kornkven

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: kornkvenkarl@aol.com

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Prairie River, MN

Great Miami River, OH

Middle Salina River, CA

San Juan River, NM

Peruque Creek, MO

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Page 75
2000-2002

1998-2000

1991-1997

1988-1991

Education:

Graduate of Bottineau North Dakota High School

Drilling Fluid Technician, Michels Directional Crossings, Brownsville, WI

Solely responsible for mixing bentonite to the right consistency with an emphasis in directional 

drilling. Proficient working in and around drilling rigs and overall operation as an integral 

member of the specialized team. Multi-capable to assist with all types of drilling tasks and 

familiar with repair, set-up and operation of drill motors, power generators, mud pumps, 

bentonite mixers, drill pipe, reamers, steer tool wireline connections, couplings, etc. Involved 

in various types of directional drilling projects, line and cable, water and setting manholes

Machinist, Nissen Manufacturing, Larimore, ND

Machinist performing welding, drilling and assembly

Air Traffic Controller, United States Air Force, Grand Forks, ND

University of North Dakota

Drill Rig Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power generators; 

mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall equipment 

maintenance and operation.

Page 76
2006-Present

Diameter Length Crossing/Location Year

10" 4654' Allegheny River, PA 2015

8" 3320' Yellowstone River, MT 2015

24" HDPE 1061' Lake Sakakawea, ND 2014

8" 7321' MP 49.3 Landslide, MT 2014

8" 4159' MP 54.8 Landslide, MT 2014

20" 2364' Missouri River, NE/IA 2014

16" 2951' Line 82, ND 2014

36" 2264' Otter Creek, IL 2013

36" 1611' Mackinaw River, IL 2013

48" 1943' West Neck Creek, VA 2013

48" 819' Hunt Club Creek, VA 2013

8" 7177' 115 KV Power Duct, SC 2013

8" 7304' 115 KV Power Duct, SC 2013

8" 3503' Hamlin Creek, Charelston, SC 2013

8" 4911' 115 KV Power Duct, SC 2013

8" 12,902' MP66, Wyola, MT 2012

8" 4475' MP57, Lodge Grass, MT 2012

8" 2645' Tioga Junction, PA 2012

16" 3894' Roaring Branch, PA 2012

10" 1819' Texas Creek, Tioga, PA 2011

16" 1818' Texas Creek, Tioga, PA 2011

30" 5786' Lake Conway, Vernon, NJ 2011

42" 992' Bayou Rapids, Bunkie, LA 2011

42" 1223' Bayou Robert, Bunkie, LA 2011

36" 3030' Black Bear Forest, Bunkie, LA 2011

3" 1879' Coquille River, Bandon, OR 2010

3" 1895' Coquille River, Bandon, OR 2010

30" 1275' Little Powder River, WY 2010

36" 1329' 2009

32" 3058' 2009

36" 4512' 2009

Field Operations Superintendent

Hudson River, NY

Email: dkriesel@michels.us

Mississippi River, MS

Phone: (920) 583-3132 / Fax: (920) 583-3429

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to:

Dan Kriesel

817 W. Main Street, Brownsville, WI 53006

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent Michels Corporation, Brownsville, WI

US Hwy 75, MN

Michels Corporation

Page 77
2006

2004-2006

2002-2004

Education:

1994 Mason County Central High School – Scottville, MI

Operator, InterCon Construction, Madison, WI

Duties include rig set-up, operation, maintenance, and mud technician for water lines. 

Foreman/Operator, Blue Badger Inc., Rosebush, MI

Duties include wire line splice technician, mud technician, operate track hoe/back hoe and 

laborer for water, gas and sewer line installation.

Operator/Laborer, Mears/HDD LLC, Rosebush, MI

Duties include walk over locating and operating of 80x100 rig for water, gas, fiber optic and 

sewer line installation.

Page 78
1996-Present

Diameter Length Location Year

36" 1755' New York St, IL 2015

36" 2303' Liberty Street, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

1 x 6" & 2 x 4"

Bundle

1568' Bore #3, Nageezi, NM 2014

2 x 4" Bundle 1809' Hwy 550, Nageezi, NM 2014

6" 6999' Lake Navajo/San Juan River, NM 2014

36" 9040' Mississippi River, IL/MO 2014

24" 2020' Unnamed Creek, AL 2014

24" 2884' Hatchett Creek, AL 2014

36" 1277' Bear Creek, IL 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

30" 3042' Wyalusing, PA 2012

36" 4505' Medicine Hat, Alberta Canada 2012

24" 2458' Jonestown, PA 2012

36" 4992' Melville, LA 2011

42" 5732' Melrose, LA 2011

24" 6091' Homestead, FL 2011

16" 2566' Hitchcock Plaza, SC 2010

42" 2144' Lafourche, LA 2010

30" 3248' 2009

36" 4818' 2009

42" 3719' 2008

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical engineering. 

Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working knowledge of 

computers and downhole survey along with surveying and surveying instrumentation. Some more 

notable crossings include, but are not limited to: 

Chattahoochee River, GA

At a minimum on all projects, an Atlas-840 Drill Rig was used for drilling and installing the crossings. If 

a hole-intersect or additional assistance was required during drilling operations an appropriately sized 

capacity drill rig was brought in to assist operations.

A downhole wire-line probe (MGS) or non-wire line gyroscope was utilized to continuously monitor and 

survey the location of the pilot-hole drill path.

Elevation alignment and distance is calculated and recorded in accordance with industry standard (i.e. 

maintaining pilot hole alignment due to weight of bit and stem) via a MGS Steer Tool System, 

Gyroscope or Para Tracker.

Personnel is not aware of claims filed or in litigation.

Email: paulkrings@aol.com

Woodruff Co., AR

Neches River, TX

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, sewer, 

electrical and communication lines. Duties include mobilization of all equipment and personnel to 

remote job sites throughout the United States; the set-up and drilling of crossings; on-site maintenance 

of mechanical and technical equipment; and necessary record keeping of plots and production. 

Paul Krings

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Page 79
1992-1996

Education:

1989

1984 Graduate of Waupun High School, Waupun, WI

Fluid Dynamics Technician and Laborer, Michels Directional Crossings, Brownsville, WI

40-Hour Hazmat Training – Approved for PPE Level A

Safety Trained – Competent Person

Veriforce and Various DOT Pipeline Safety Training

Moraine Park Technical College

Mig and Tig Welding; Rod, Wire and Brazing Applications;Torch Use, Cutting and Welding

CDL with ABCDMNT Endorsements

Forklift Training

Solely responsible for mixing bentonite solution to the right consistency with an emphasis in directional 

drilling. Proficient working in and around drilling rigs and in the overall operation as an integral member 

of the specialized team. Multi-capable to assist with all types of drilling tasks and familiar with repair, 

set-up and operation of drill motors, power generators, mud pumps, bentonite mixers, drill pipe, 

reamers, steer tool wireline connections, couplings, etc. Involved in various types of directional drilling 

projects, line and cable, water and setting manholes.

Page 80
2004-Present

Diameter Length Crossing/Location Year

36" 5128' Lake Ave & RR, IL 2015

18" 12,459 Houston Ship Channel, TX 2015

28" 1741' Lafayette River, VA 2014

48" 2060' Tres Palacios River, TX 2014

48" 1692' Navidad River, TX 2014

36" 1311' Fraizer Creek, IL 2013

36" 3544' Illinois River, IL 2013

36" 3077' UP RR & Jefferson St, Tushka, OK 2013

36" 1499' 60" Water Main, OK 2013

36" 2133' Little River, OK 2013

36" 2610' Stroud, OK 2013

30" 4850' Red River, Thackerville, TX/OK 2012

24" 1386' Jonestown, PA 2012

8" 6669' Wilmington, NC 2012

24" 1701' Howard, MD 2011

36" 2496' Taterville, LA 2011

36" 5325' Kingston, LA 2011

16" 9931' Cooper River, SC 2010

42" 3485' Quachita River, LA 2010

42" 4067' LA State Hey 34, LA 2010

36" 5240' 2009

42" 3800' 2009

30" 2342' 2009

30" 1924' 2009

42" 2691' 2009

42" 3826' 2008

42" 3719' 2008

42" 2763' 2008

42" 1666' 2007

42" 2866' 2006

Education:

1999

Nick LeBlanc

817 W. Main Street, Brownsville, WI 53006

Field Operations Superintendent

Michels Corporation

Email: nleblanc@michels.us

Phone: (920) 583-3132 / Fax: (920) 583-3429

I-20, GA

Prairie River, LA

200th Ave, IL

Cole Creek, TX

Red River, LA

S. Fulton Parkway, GA

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all 

equipment and personnel to remote job sites throughout the United States; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical equipment; and 

necessary record keeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI

Pokegama Carnegie, WI

Carencro High - General Courses

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

Bland Rd/Morgan Ln, TX

Mississippi River, MO

Neches River, TX

Page 81
2006-Present

Diameter Length Location Year

12" 3472' Gilmore Lane, OR 2014

36" 1640' LaMoine River, IL 2013

36" 4304' Bois D' Arc, TX 2013

36" 4005' Canadian River, OK 2013

36" 1792' North Canadian River, OK 2013

30" 3042' Wyalusing, PA 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

12" 2530' Cornwall, ONT, Canada 2011

10" 964' US Route 1, Fort Lauderdale, FL 2011

30" 3455' Marysville, MI-Searnia, Ontario 2011

42" 3008' White River, Russell, AR 2010

42" 5084' 2010

42" 3497' 2010

20" 5022' 2009

20" 5087' 2009

1995-2006

Education:

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Pokegama Carnegie, WI

Cliff Mclain

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Mississippi River, Helena, AR

Email: cmclain@michels.us

Little Red River, AR 

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Florence High School, Florence, WI 

Graduate - General Courses

Drill Operator, InterCon Construction, Madison, WI

Crane operator responsible for safe operation and timely placement of drill stem and 

equipment. Integral link in the drilling operation, from drill rig set-up, pipe pull back and 

rig-down of equipment. Also conducted pipe support operations at the exit side during 

pipeline pullback. Responsible for permitting and mobilization/demobilization of heavy 

and non-dimensional equipment to drill sites.

Mississippi River, Empire, LA

Page 82
2006-Present Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Diameter Length Crossing/Location Year

36" 2697' Barrington Rd, IL 2015

36" 3031' BNSF RR & Aurora Rd, IL 2015

12" 2557' Arkansas River, AR 2014

36" 2355' Salt Fork River, MO 2013

36" 2077' Chariton River, MO 2013

36" 3892' Red River, OK 2013

36" 4213' Menard Creek, TX 2013

36" 3571' Angelina River, TX 2013

36" 2908' 2013

36" 4505' S. Saskatchewan River, Alberta 2012

36" 2567' S. Sulpher, Sandhill, TX 2012

36" 1640' Sabine River, Pine Hurst Farm, TX 2012

30" 2133' Alberta, Canada 2012

42" 3443' Wetland R2, Bienville Parish, LA 2011

30" 5786' Lake Conway, Vernon, NJ 2011

42" 992' Bunkie, LA 2011

42" 1223' Bunkie, LA 2011

20" 2855' Suwannee River, FL 2010

42" 1786' Big Creek, LA 2010

10" HDPE 1723 McRAE Airport, McRAE, GA 2010

30" 1283' 2009

30" 1341' 2009

22" 2400' 2009

42" 3043' 2009

36" 2190' 2009

36" 4022' 2008

36" 3899' 2008

14" 8500' 2008

42" 2100' 2007

2000-2006

1995-2000

Education:

1980 Sauk Prairie High School, Sauk City, WI

Wisconsin River, WI

HDD Foreman, InterCon Construction, Madison, WI

Set up drill site location. Maintain daily operations of Directional Drill. Direct 

correspondence with contractors, landowners and other personnel dealing with drill 

operations.

Fuser/Welder, InterCon Construction, Madison, WI 

Ran house service and mainline extension for MG&E and Wisconsin Power and 

Light.

Bridgewood Sub., IN

Little Miami River, OH

Souris River, Canada

Hwy 401, Canada

Alberta, Canada

Dustin Beach, FL

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: crischmueller@aol.com

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Lakewood Freeway, GA

Kings Ridge, GA

Neches River & RR, TX

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Curt Rischmueller

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 83
2002-Present

Diameter Length Location Year

36" 1812' Highway 394, IL 2015

30" 1376' Tom's Creek, MS 2014

24" 2750' Escatawpa River, MS 2014

24" 3030' Big Creek Lake, AL 2014

24" 2020' Unnamed Creek, AL 2014

30" 2774' South Canadian River, OK 2013

30" 4987' Monksville Reservoir, NJ 2013

30" 1707' Bayonne Inlet, NJ 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

20" 869' Centerview, MO 2012

20" 2458' Centerview, MO 2012

16" 3894' Roaring Branch, PA 2012

20" 2513' Tioga Junction, PA 2012

30" 5786' Lake Conway, NJ 2011

42" 3008' White River, AR 2010

42" 1851' Siphon Creek, LA 2010

20" 5222' 2009

36" 2096' 2009

20" 1130' 2009

12" 2837' 2008

42" 1147' 2008

12" 665' 2007

12" 762' 2007

12" 744' 2006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: ssanders@michels.us

Prairie River, MN

Halifax Harbour, Nova Scotia

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Wisconsin River, WI

Monee, IL

Monee, IL

Monee, IL

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; 

on-site maintenance of mechanical and technical equipment; and necessary record keeping of 

plots and production. 

Field Operations Superintendent, Michels Directional Crossings, Brownsville, WI

Pokegama Carnegie, WI

Wilson Bay, NC

Steve Sanders

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Page 84
1995-2002

Education:

1994

1990

HDD Rig Operator, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of 

a specialized team. Multi-capable to assist with all facets of drilling operations. 

Familiar with mechanical repairs; hydraulics; fluids; set-up and operation of drill 

motors; power generators; mud pumps; bentonite mixers; drill pipe; reamers; 

couplings; and overall equipment maintenance and operation.

Graduate of Berlin High School, Berlin, WI

UW Stout, WI

Page 85
1998 - Present

Diameter Length Location Year

36" 2303' Liberty Street, IL 2015

36" 2908' Neches River & RR, TX 2013

16" 1110' 2012

10" 3745' 2012

12" 4300' 2012

30" 7600' Livingston & Oakland County, MI 2011

12" 6106' Westmoreland County, PA 2010

1992 - 1998 Foreman, Michels Dirrecional Crossings, Brownsville, WI

1987 -1992

Education:

A Year of Mechanical Drawing at NWTI (Norheast Wisconsin Technical Institute)

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, water, 

sewer, electrical and communication lines. Duties include mobilization of all equipment and 

personnel to remote job sites throughout the United States; the set-up and drilling of crossings; onsite maintenance of mechanical and technical equipment; and necessary record keeping of plots 

and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

New Berlin, WI

Phone: (920) 583-3132 / Fax: (920) 583-3429

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied mechanical 

engineering. Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working 

knowledge of computers and downhole survey along with surveying and surveying instrumentation. 

Some more notable crossings include, but are not limited to: 

Dale Schinderle

Field Operations Superintendent

Michels Corporation

Laborer/Operator, Michels Corporation Pipeline Division, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a 

specialized team. Multi-capable to assist with all facets of drilling operations. Familiar with 

mechanical repairs; hydraulics; fluids; set-up and operation of drill motors; power 

generators; mud pumps; bentonite mixers; drill pipe; reamers; couplings; and overall 

equipment maintenance and operation. Was a member or the IBEW out of Michigan.

Email: dschinde@michels.us

817 W. Main Street, Brownsville, WI 53006

Marathon County, WI

Responsible for coordinating directional boring rigs for various size gas, water, sewer, 

electrical and communication lines throughout the United States. Complete knowledge of 

directional drilling technology and procedures. Duties include rig set-up, operation and 

maintenance, employee management. 

Fort Lauderdale, FL

1995 Became a member of Operationg Engineers

Page 86
2012-Present

Diameter Length Location Year

18" 12,459 Houston Ship Channel, TX 2015

36" 3805' Williamette River, OR 2014

30" 1701' Red River, OK 2013

30" 2344' Delaware River, PA/NJ 2013

30" 1246' OK City Water Main, OK 2013

30" 4987' Monksville Reservoir, NJ 2013

42" 4441' Goethals Bridge, NY 2013

30" 4801' 18th Street, NJ 2013

30" 5378' Hudson River, NY/NJ 2012

2007-2012

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines as well as environmental wells. Duties 

include mobilization of all equipment and personnel to remote job sites throughout the 

United States; the set-up and drilling of crossings; on-site maintenance of mechanical 

and technical equipment; and necessary recordkeeping of plots and production. 

Field Operations Superintendent, Michels Corporation, Brownsville, WI 

Skilled equipment operator with the operation of technical, lifting and heavy 

equipment for directional drilling operations. Working knowledge of hydraulic 

engineering and applied mechanical engineering. Skilled in hydraulics repair, electrical 

repair, welding and troubleshooting. Working knowledge of computers and down hole 

survey along with surveying and surveying instrumentation. Responsible for surveying, 

staking and design of directional drill path and curve, drilling the pilot hole, monitoring 

the drill path and calculating and interpreting the ground elevations and contours. 

Complete surveying skills and experience utilizing a Total Station (Theodolite with builtin EDM) for lay out of grade elevations over all types of topography in establishing 

alignment tying into existing surveyed points (benchmarks). On-site maintenance of 

technical equipment, and necessary record-keeping of plots and drilling logs. Some 

more notable crossings include, but are not limited to:

HDD Operator, Michels Directional Crossings, Michels Corporation, Brownsville, WI

Ryan Jackson

Field Operations Superintendent

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Email: rjackson@michels.us

Skilled equipment operator with the operation of technical, lifting and heavy equipment 

for directional drilling operations. Working knowledge of hydraulic engineering and 

applied mechanical engineering. Skilled in hydraulics repair, electrical repair, welding 

and troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

Page 87
Diameter Length Location Year

16" 1664' Morales, TX 2012

42" 1657' Morales, TX 2012

10" 1495' Missoula, MT 2012

24" 1546' Colorado River, CO 2011

12" 1612' WBC62 (Offshore), LA 2011

10" 3447' Grand Lake, OK 2011

12" 2484' Wetland #13, NC 2011

42" 1998' I-49, LA 2010

42" 5248' Saline Bayou, LA 2010

36" 3942' Trinidad & Tabago 2010

42" 2914' Bayou Pierre, LA 2010

Education:

30 Hour OSHA Training

Safety Trained with Forklift & Excavator - Competent Person

2004 Graduate of Winnebago Luthern Academy, Fond du Lac, WI

Page 88
2013-Present Manager - Direct Pipe, Michels Directional Crossings, Brownsville, WI

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,002' Hwy 225, Deer Park, TX - HK300PT Installation 2015

36" 1,092' Lubrizol Drainage, LaPorte, TX - HK300PT Installation 2015

48" 2,455' Rio Grande River, El Refugio, TX - HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX - HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada - HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

2013

2011-2013 Project Engineer, Michels Tunneling, New Berlin, WI

2010 Engineer Internship, Michels Tunneling, New Berlin, WI

2009 Pipeline Laborer, Michels Tunneling, New Berlin, WI

2003-2007 Concrete/General Laborer, Forino Developers, Skinking Springs, PA

PROFESSIONAL EXPERIENCE:

Project Manager, Michels Tunneling, New Berlin, WI

email: msmith@michels.us

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating Direct Pipe projects for various size gas, water, sewer, electrical and 

communication lines. Assists with project design and methods of operation. Oversees clarification and 

interpretation of construction drawings. Assumes accountability for the direction and performance of 

construction personnel. Oversees project schedule, safety, profitability and cost control.

Planned, scheduled, conducted, and coordinated assigned engineering work; monitored work for 

compliance to appplicable codes, accepted engineering practices, and ensured effective communication 

and coordination on projects between all disciplines and project participants.

Matthew Smith

Manager - Direct Pipe

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

OCI Project No. DB10-WASD-01 ESP - Miami, FL

Mico-tunnel installation of 1200 LF of 72" Permalok steel casing under the Government Cut Channel in 

Miami. The casing will be installed through the coral rock formation from a shaft constructed by others 

on Fisher Island to a shaft in the water off South Beach.

PROJECT PROFILE:

Responsible for overall site/field management and safety of microtunneling/tunneling projects. Monitor 

project budget including month end computations and projections. Coordinate project development 

between project engineer, superintendent and foreman. Prepare/submit all submittals, RFIs, extra work, 

contract change orders and pay requests.

Page 89
TRAINING AND CERTIFICATIONS:

EDUCATION:

SFPUC Bay Tunnel - San Francisco, CA

Intracoastal Waterway Pipeline Relocation, Galveston Causeway, Galveston, TX

700' of 48" Permalok tunnel drives through clay underneath the Galveston Bay for installation of new 

waterline for the City of Galveston. Michels Tunneling was the 4th contractor to attempt this project and 

completed it successfully and under budget.

The project includes 26,208 LF of 12'-10" diameter concrete segmented tunnel under the San Francisco 

Bay from Menlo Park on the S.F. Peninsula Bay to Newark in the East Bay area, two slurry diaphragm wall 

shafts, and 108" cement motor lined steel pipe welded in the tunnel and shafts as a final liner carrier pipe.

Confined Space Certified

Crane Signaler Certified

Gonzaga University, Spokane, WA

Bachelors of Science: International Business

Akron II - Akron, Ohio

The second phase of a sewer installation, including 2 microtunneling runs installed 1,086 LF 48" Hobas.

Massillon Road Sanitary Sewer Improvement - Akron, Ohio

Massillon Road 2,925 LF of 42" Cenrifugally Cast Fiberglass Reinforced Polymer Motar Pipe sanitary sewer 

gravity sewer, microtunnel installation; 1,328 LF of 48" CCFRPM pipe on micropile support, 29 LF of 36" 

OH CCFRPM pipe, gravity sewer, micropile support. 7 EA shaft excavations with steel sheeted ground and 

7 EA manholes structures. 250 LF of open cut excavation with steel sheeted support.

Page 90
2010-Present Superintendent/DIRECT PIPE, Michels Directional Crossings, Brownsville, WI

DIRECT PIPE INSTALLATIONS/PIPE ASSISTS

Diameter Length Crossing/Location Year

36" 1,002' Hwy 225, Deer Park, TX - HK300PT Installation 2015

36" 1,092' Lubrizol Drainage, LaPorte, TX-HK300PT Installation 2015

48" 2,455 Rio Grande River, El Refugio, TX-HK750PT Installation 2014

42" 1,200' Railroad Crossing, Groves, TX-HK750PT Installation 2014

42" 1,050' Beaver River, Alberta, Canada-HK750PT Installation 2013

42" 470' I-84, Westfall, PA - HK750PT Installation 2013

48" 333' 2012

30" 5,378' 2012

36" 6,500' 2012

42" 426' 2011

HDD INSTALLATIONS

Diameter Length Crossing/Location Year

8" 7321' 2014

42" 4441' 2013

30" 5378' 2012

8" 2645' 2012

30" 3042' 2012

24" 2458' 2012

20" 2108' 2012

36" 1392' 2012

16" 5754' 2012

24" 1701' 2011

24" 3589' 2011

24" 2645' 2011

36" 4992' 2011

30" 5786' 2011

42" 5117' 2011

42" 5732' 2011

36" 5325' 2011

36" 3776' 2010

16" 9931' 2010

42" 4067' 2010

Skilled equipment operator with the operation of technical, lifting and heavy equipment for direct pipe & 

directional micro-tunnel operations as well as directional drilling operations. Working knowledge of 

hydraulic engineering and applied mechanical engineering. Skilled in hydraulics repair, electrical repair, 

welding and troubleshooting. Working knowledge of computers and downhole survey along with surveying 

and surveying instrumentation. Some more notable crossings include, but are not limited to: 

Golf Course & Nehamcolin, Jonestown, PA

West Joliet Circle, New Berlin, WI

Hudson River, Manhattan, NJ/NY - HK300PT Assist

Kansas City RR, Kingston, LA

Chemung River, Corning, NY - HK750PT Installation

St. Johns River, Jacksonville, FL - HK300PT Assist

Chemung River, Corning, NY

MP 9.3 Landslide, MT

Goethals Bridge, NY

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Hackensack River, Secaucus, NJ

Responsible for coordinating and drilling directional boring projects for various size gas, water, sewer, 

electrical and communication lines. Duties include mobilization of all equipment and personnel to remote 

job sites throughout the United States; the set-up and drilling of crossings; on-site maintenance of 

mechanical and technical equipment; and necessary record keeping of plots and production. 

18th Street, Jersey City, NJ - HK750PT Installation

email: emcbrair@michels.us

Eric McBrair

 Superintendent/DIRECT PIPE

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

LA State Hwy 34, Chatam, LA

Susquehanna River, Wyalusing, PA

Interstate 70, Jonestown, PA

Bayonne West, Bayonne, NJ

Cooper River, Charleston, SC

Hudson River, NJ/NY

Schmelzie, Tioga Junction, PA

Atchafalaya & 2 Levees, Melville, LA

Lake Conway, Vernon, NJ

Nature Conservatory, Westdale, LA

Old River & I-49, Melrose, LA

Bruce B. Downs, Tampa, FL

Wetland P, Howard, MD

Page 91
2011-2012

2003-2011

2001-2003

Education:

2001

2000 Graduate of Berlin H.S., Berlin, WI

Graduate of Fox Valley Technical College, Appleton, WI

General Laboror, Michels Directional Crossings, Brownsville, WI

Experience in working on and around directional drilling rigs as an integral member of a specialized team. 

Multi-capable to assist with all facets of drilling operations. Familiar with mechanical repairs; hydraulics; 

fluids; set-up and operation of drill motors; power generators; mud pumps; bentonite mixers; drill pipe; 

reamers; couplings; and overall equipment maintenance and operation. 

House Builder

Skilled equipment operator with the operation of technical, lifting and heavy equipment for directional 

drilling operations. Working knowledge of hydraulic engineering and applied mechanical engineering. 

Skilled in hydraulics repair, electrical repair, welding and troubleshooting. Working knowledge of computers 

and down hole survey along with surveying and surveying instrumentation. Responsible for surveying, 

staking and design of directional drill path and curve, drilling the pilot hole, monitoring the drill path and 

calculating and interpreting the ground elevations and contours. Complete surveying skills and experience 

utilizing a Total Station (Theodolite with built-in EDM) for lay out of grade elevations over all types of 

topography in establishing alignment tying into existing surveyed points (benchmarks). On-site maintenance 

of technical equipment, and necessary record-keeping of plots and drilling logs.

Operator/Surveyor, Michels Directional Crossings, Brownsville, WI

Page 92
2006-Present

Diameter Length Year

12" and 6" 3173' Beaver Lake, Alberta, Canada 2015

42" 3114' Beaver Lake, Fort Mc Murray, Canada 2015

42" 3776' MacKay River, Fort McMurray, Canada 2015

30" 2667' South Fork Ten Mile Creek, PA 2014

20" 1193' SR-265/Leatherwood Rd, OH 2014

24" 3269' Transfer Line 2, IN 2014

36" 1874' Wetland S-517C, IN 2014

42" 4284' Vermillion River, Canada 2013

42" 3392' N. Saskatchewan River, Canada 2013

42" 4441' Goethals Bridge, NY 2013

30" 8101' Kill Van Kull River, NY/NJ 2013

36" 2133' Little River, OK 2013

36" 4342' Deep Fork river, OK 2013

36" 4505' Medicine Hat Alberta Canada 2012

36" 4993' Atchafalaya River, LA 2011

20" 3080' Rock Creek, OR 2011

42" 4272' St. John's River, BC 2011

14" 1633' Ocean Sciences, Newfoundland 2011

42" 2204' Bayou Comitte, LA 2010

36" 1873' 2009

24" 3009' Middle Salinas River, CA 2008

24" 1985' 2008

30" 1657' 2008

30" 2739' 2008

30" 2007' 2008

20" 3835' 2008

30" 1330' 2007

32" 3947' 2007

2004-2006

Education:

2002 Park Rapids Area High School 

Nick's Conoco, Park Rapids, MN

Jeremiah Yliniemi

Field Operations Foreman

Michels Corporation

817 W. Main Street, Brownsville, WI 53006

Phone: (920) 583-3132 / Fax: (920) 583-3429

Couse Midden, FL

Paso Robles Turnout, CA

Crossing/Location

Peruque Creek, MO

St. Lucie Canal, FL

Skilled equipment operator with the operation of technical, lifting and heavy equipment for 

directional drilling operations. Working knowledge of hydraulic engineering and applied 

mechanical engineering. Skilled in hydraulics repair, electrical repair, welding and 

troubleshooting. Working knowledge of computers and downhole survey along with 

surveying and surveying instrumentation. Some more notable crossings include, but are 

not limited to: 

L-8 Canal, FL

King County, WA

Angles National Forest, CA

 MICHELS DIRECTIONAL CROSSINGS 

PROFESSIONAL RESUME

Responsible for coordinating and drilling directional boring projects for various size gas, 

water, sewer, electrical and communication lines. Duties include mobilization of all 

equipment and personnel to remote job sites throughout the United States; the set-up and 

drilling of crossings; on-site maintenance of mechanical and technical equipment; and 

necessary record keeping of plots and production. 

Field Operations Foreman, Michels Corporation, Brownsville, WI 

Petitcodic River, Canada

Page 93
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

 HDD PLAN AND PROFILE 

Page 94
MP 94 0.

MP 94.5

ND-MC-001.900

ND-MC-001.300

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-MC-001.900

ND-WI-250.000

ND-MC-251.200

100'

250'

75'

200' ND-MC-001.000

75'

PROPOSED

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

254'

PROPOSED

HDD ENTRY POINT

N. 17427849.55032

E. 1908736.27522

LAT. N47° 57' 22.5296"

LONG. W103° 54' 16.3901"

2100

2050 2000

1950

1900

1900

1900

SAND W/ SILT

36'

56'

SAND

GRAVEL W/ SILT AND SAND (51% GRAVEL)

SILTY GRAVEL W/ SAND

SAND W/ SILT

32

21

50

22

25

13

26

20

8

25

22

11

14

10

5

2

11

7

7

7

MO-B-1

SILT W/ SAND

SAND

SILTY SAND W/ TRACE ORGANICS

SAND W/ SILT

GRAVEL W/ SILT AND SAND (51% GRAVEL)

69'

SAND W/ SILT AND TRACE FINE GRAVEL

6

17

12

12

8

8

12

10

21

2

WOH

20

25

23

16

29

26

MO-B-2

75

50/5"

50/5"

50/3"

50/5"

50/2"

100/16"

50/4"

87

100/16"

100/15"

50/6"

50/4"

36

50/3"

50/2"

WOH

6

8

10

21

MO-B-3

SILTY SAND W/

OCCASIONAL

GRAVEL

SANDY SILT

SILTY SAND

SANDY SILT

SILTY SAND

CLAY W/ SAND

SILTY SAND

CLAY W/ SAND

(1% GRAVEL)

(44% GRAVEL)

(3% GRAVEL)

10°

33'

14°

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

ITEM TOLERANCE

PILOT HOLE ENTRY ANGLE INCREASE ANGLE UP TO 1o (STEEPER), BUT NO

DECREASE IN ANGLE ALLOWED.

PILOT HOLE ENTRY LOCATION WITHIN 5 FEET OF ENTRY POINT. WITH NO CHANGES

WITHOUT COMPANY APPROVAL.

PILOT HOLE EXIT ANGLE INCREASE ANGLE UP TO 1o (STEEPER) OR

DECREASE UP TO 2o (FLATTER).

PILOT HOLE EXIT LOCATION UP TO 30 FEET BEYOND THE EXIT STAKE. BETWEEN

10 FEET LEFT AND 10 FEET RIGHT OF CENTERLINE.

PILOT HOLE DEPTH UP TO 10 FEET BELOW THE DESIGN DRILL PROFILE

ALLOWED.

PILOT HOLE ALIGNMENT SHALL REMAIN WITHIN 10 FEET LEFT OR RIGHT OF

THE HDD ALIGNMENT.

RECOMMENDED TOLERANCES

©

P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD_IFB.dwg\TAB:SHEET 1 modified on Jul 15, 2015 - 1:12pm

BORING LOCATION

SPT (N) TYPE OF SOIL (% GRAVEL)

LEGEND

MAJOR CONTOUR - 50' INTERVAL

MINOR CONTOUR - 10' INTERVAL

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL PROFILE

(REFER TO BASIS OF DESIGN NOTES)

2,600 FT R.

PC1

MATCH LINE (SEE SHEET 2)

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL - 2,715'

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM PIPELINE

 ALIGNMENT (07-13-2015)

MISSOURI RIVER

PROPOSED HDD ENTRY POINT

PROPOSED

HDD EXIT POINT

M

C

K

E

N

Z

EI C

O

U

N

TY

WIL

LIA

M

S

C

O

U

N

TY

MISSOURI RIVER

(APPROX. WATER LEVEL)

EXISTING

PIPELINE (TYP.)

PROPOSED TEMPORARY

1.96 ACRES ODD SHAPED

HDD ENTRY WORKSPACE

PROPOSED TEMPORARY

HDD EXIT WORKSPACE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION AREA

(SEE SHEET 2 FOR LAYOUT)

WATERBODY (TYP.)

38TH STREET NW

38TH

STREET

NW

MO-B-1

MO-B-2

MO-B-3

2,400 FT R.

PC2 PT1

PT2

PROPERTY LINE (TYP.)

GROUND SURFACE (SURVEY)

ISSUED FOR BID

EXISTING

FENCE

GROUND SURFACE (LIDAR)(TYP.)

EXISTING OVERHEAD

POWER LINE

DESCRIPTION STATION * (FT) ELEVATION (FT)

ENTRY @ 14° 36+15.00 1875.52

P C 1

 (14.00° @ 2,400 FT R.) 35+90.02 1869.29

P T 1 30+09.41 1798.00

P C 2

 (10.00° @ 2,600 FT R.) 15+38.26 1798.00

P T 2 10+86.78 1837.50

EXIT @ 10° 9+00.00 1870.43

DIRECTIONAL DRILL PIPE LENGTH = 2,726.76 FT

DIRECTIONAL DRILL DATA

MISSOURI RIVER HDD

HORIZONTAL DISTANCE = 2,715.00 FT

Page 95
M

P 93.5

MP 94 0.

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-MC-001.900

ND-WI-250.000

ND-WI-249.300

ND-MC-251.200

250'

75'

200'

75'

PROPOSED

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD_IFB.dwg\TAB:SHEET 2 modified on Jul 15, 2015 - 1:20pm

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL - 2,715'

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM PIPELINE

 ALIGNMENT (07-13-2015)

MISSOURI RIVER

M

C

K

E

N

Z

EI C

O

U

N

TY

WIL

LIA

M

S

C

O

U

N

TY

EXISTING PIPELINE (TYP.)

PROPOSED TEMPORARY

HDD EXIT WORKSPACE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (50' X 2,790')

38TH

STRE

ET

NW

MO-B-1

MO-B-2

WETLAND (TYP.)

©

PROPOSED PRODUCT PIPE

STRINGING ALIGNMENT

MATCH LINE (SEE SHEET 1)

PROPERTY LINE (TYP.)

BORING LOCATION

LEGEND

MINOR CONTOUR - 2' INTERVAL

MAJOR CONTOUR - 10' INTERVAL

ISSUED FOR BID

Page 96
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

TYPICAL ENTRY/EXIT 

LAYOUT REQUIREMENTS 

Page 97
Page 98
Page 99
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

GRUNDORAM PNEUMATIC HAMMER 

Page 100
Conductor Barrel'M

A sure start for your bore even in the

worst soil.

.Ram casings through difficult soil

conditions to more desirable drill

starting points.

.Guide down-hole or mud motors to rocky

soils through the conductor barrel-

.Provides friction-free section for product

pullback.

Pullback Assist

Overcome hydrolock with a pipe rammer.

.Rammer attached to product pipe during

pullback.

.Percussive action keeps pipe moving and

helps prevent high levels of pullback

stress.

.Percussive power frees immobilized

product pipes.

Pipe Removal

Remove stuck product pipe and bore again.

.Rammer attached to product pipe after

pullback fails.

.Percussive action pulls product pipe,

removing it from the bore.

.Salvage the job and bore again.

Drill Stem Recovery

Retrieve stuck drill stems.

.Pipe Rammer fitted with a special sleeve.

.Stuck drill stem welded to the back of

the rammer sleeve.

.Percussive power frees drill stem, saving

time and money.

Page 101
I "'

II p OIJle,I"\

\ lJlit~o(j.t

\Ci/f!itg! . .

...

Who would have thought that

there would be an international requirement for a GRUNOORAM hammer -larger than

the GOLIA TH 450 mm (18}

machine?

International demand has

made the new TAURUS 600

mm (24') a must. Thanks to its

dimensions and thrust of up

to 2,000 tons (4,480 Ibs) the

TAURUS is the largest steel

pipe ramming machine that

exists.

Steel pipes up to 2, 000 mm

(80') can now be installed

with this powerful machine

when installing casing

or product pipes for

the water, sewage, telephone, electricityand

gas industries or railway

authorities.

When other ramming equipment has reached its power

limit the TAURUS offers that

extra power to get that pipe

into the ground.

It is designed of a monoblock

main casing made from a

high quality alloy with a unique flexible control stud for

perfect impact transmission

onto the steel pipe. This

makes it a reliable and lasting

boring unit even in difficult soil

conditions or over long stretches of steel pipe installation.

A GRUNOORAM's number of

strokes has a direct influence

on the forward ramming

speed. However, high ground

22

Page 102
TAURUS

24"

12 ft

10,580Ibs

.1.766 ft3/min

180

4,400 Ibs

>380

! 0oframmer Length Weight Air consumption.

Strokes per min. .

Thrust Suitable for pipes.

A T AURUS used on a gas

pipeline installation.

I resistance and friction require

/ a low stroke frequency with a

higher single impact. The

GRUNDORAM model TAURUS

with 180 strokes/min and more

than 2,000 tons (4,480 Ibs) of

dynamic thrust ensures high

ramming speeds even under

the most difficult conditions.

to resist the highest stress in diffi

cult soils thanks to its monoblock

casing and flexible control stud.

The development of the new

T AURUS is the result of years

of R & D in the field of

trenchless pipe laying

systems.

23

Page 103
Page 104
Page 105
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MGS STEER TOOL SYSTEM 

Page 106
 The Magnetic Guidance System (M.G.S.) is 

designed to address a wide range of applications from 

normal oil and gas drilling to drainhole and pipeline river 

crossing drilling. 

 While directional drilling with either a downhole 

motor or jetting operation, the system permits you to 

guide the bit with utmost accuracy. Data is transmitted 

to surface via a single-conductor wireline. 

 The system comprises three main sub-sections: the 

downhole probe, the surface processing unit, and the 

driller’s remote display. 

 Useful features include the ability to monitor the 

magnetic moments during drilling operations and to 

perform probe operational diagnostics while downhole 

as well as to verify probe calibration at the drilling 

location. 

 The directional engineer has the option to drill using 

either magnetic tool face or gravity tool face, along with 

having the magnetic hole direction and hole inclination 

displayed on a continuous basis from the remote 

readout. The surface processing unit provides duplicate 

output as the remote display, as well as the magnetic 

parameters including voltage temperature. A printed 

record of the data is available at selected intervals by the 

operator. The M.G.S. downhole probe incorporates the 

latest technology in accelerometers, magnetometers, 

calibration and modeling techniques to provide a rugged 

and reliable tool. 

PROBE SPECIFICATIONS 

SENSORS: 

 3 Axis Accelerometers 

 All Angle Capability 

 3 Axis Magnetometers 

DIMENSION & RATING: 

 Probe Length ........................................................... 47.25” 

 Probe Diameter .......................................................... 1.38” 

 Protective Housing ................................................. 1.75” x 6’ 

 Protective Housing Pressure Rating ..................... 20,000 P.S.I. 

 Maximum Operating Temperature ................................. 125o

C 

 Repeatability ............................................. 0.2o

 at Horizontal 

 0.5o

 at 4o or Less 

 Accuracy .................................................................. ± 1% 

DRILLER’S CONSOLE: 

 Two 4-character L.C.D. displays for Inclination, Azimuth and Tool 

 Face Mode 

 360o Rotating Pointer for Tool Face Position 

 Hermetically Sealed Unit 

 12 Vac Operation 

 Electronics Isolated From Case 

 Easily Positioned Near Driller 

SOFTWARE:

 Displays Individual Sensor Values 

 Display of All Magnetic Parameters 

 Tool Face Offset Option 

 Complete Diagnostic Check 

 Automatic Tool Face Switching Mode Option 

 Data Printout on Request 

 Menu Driven 

 Borehole Survey Calculations 

SURFACE PROCESSOR: 

 COMPAQ Portable or IBM Compatible with Printer 

MAGNETIC GUIDANCE SYSTEM

Page 107
Page 108
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

GYROSCOPIC 

STEER TOOL SYSTEM 

Page 109
DRILLGUIDE GYRO STEERING TOOL 

 

Technical Specifications – 

Electric Power (Input on surface) 110-Volts AC / 50 Hz 

Electric Power (Output to Downhole Tool) 48-Volts AC 

Tool OD 6-5/8-inches 

Tool Length 9-ft 

Tool Joint Connection (Box Up x Pin Down) 4-1/2 IF 

Maximum Allowed Torque (on Tool Housing) 18,000-foot pounds 

Maximum Allowed Push/Pull (on Tool Housing) 75,000-pounds 

Maximum Allowed Temperature (on Tool) 120-f 

Maximum Allowed Shock (on Tool) 50-g (half sine wave) 

Maximum Allowed Vibration (on Tool) 20-g up to 200-Hz 

Maximum Allowed Mud Pressure (on Tool) 650-psi 

Maximum Allowed Side Load (on Tool Housing) 33,000-pounds 

Accuracy – 

Azimuth 0.04° 

Inclination 0.01° 

Tool Face 0.02° 

For additional information - http://www.drillguide.com

Page 110
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

PARA TRACKER SYSTEM 

Page 111
ParaTrack2 Survey and Guidance System Specifications 

Downhole Survey Probe

Shock mounted triaxial accelerometers and magnetometers, temperature sensor and 

digitizing circuitry contained in 1.750 in. dia. x 55.3 in. long beryllium copper 

pressure barrel. Telemetry and power via wireline. 

Temperature Rating: 85°C 

Pressure Rating: 1200 bar 

Survey Accuracy: 

Inclination: ±0.1°

Azimuth: ±0.4°

Toolface: ±0.5°

Maximum wireline length: 5000 meters 

Interface Unit

Input: 85-265 VAC 50-60 HZ 

Output: 48VDC, 50 mA 

Guidance System

A single signal wire earthed at each end or with a return wire to close the loop. 

Guidance Unit Input: 85-265 VAC 50-60 HZ 

Guidance Unit Output: 34 VRMS, 6 Amps p-p max. 

Position Accuracy: ±2% of separation from signal wire 

Drillpipe and Borehole Pressure Module

(requires compatible survey probe) 

Borehole gauge, 0-500 psi Full Scale, 1200 psi survival, 2400 psi burst 

Drillpipe gauge, 0-2000 psi Full Scale, 6000 psi survival, 10000 psi burst 

Non-linearity +/-0.1 %FS 

Hysteresis +/-0.015 %FS 

Repeatability +/-0.01 %FS 

Page 112
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DRILL RIGS 

SPECIFICATION 

Page 113
A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

 

ATLAS 840 

(7) RIG OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Weight: 88,000 – 93,000Lbs Varies 

Height: 13’ 6” 

Length: 54’ 

Width: 8’ 6” 

Engine: Dsl Cat Model 3456 or 3412 

Horsepower: 660 HP or 750 HP 

DRILL RIG CAPACITY

Torque Capacity: 160,000 Ft/Lbs 

Max Spindle Speed: 100 RPM 

Thrust/Pull: 840,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 60” 

Drilling Distance: 6,500’ 

DRILLING SPECIFICATIONS (ROCK)

MAXIMUM RECOMMENDED 

Back Ream: 52” 

Drilling Distance: 6,500’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 3 

dimensional coordinate 

data 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

Toolface ±0.5o 

SECONDARY SURVEY SYSTEM SPECIFICATIONS

Type: Tru-Track

Accuracy: ± 2% of Vertical Depth of 

borehole 

Type: ParaTrack

Accuracy: Inclination ±0.1o 

 Azimuth ±0.4o 

Toolface ±0.5o

Page 114
 A DIVISION OF MICHELS CORPORATION 

817 W. Main Street, P.O. Box 128 

Brownsville, WI 53006 

Telephone: (920) 583-3132 

Fax: (920) 583-3429 

www.michels-usa.com

HERCULES 

(4) RIGS OWNED & OPERATED 

DRILL RIG SPECIFICATIONS

Height: 13’ 6” 

Length: 53’ 

Width: 8’ 6” 

Horsepower: 1500+ HP (750 HP ea) 

DRILL RIG CAPACITY

Torque Capacity: 160,000 Ft/Lbs 

Max Spindle Speed: 100 RPM 

Thrust/Pull: 1,260,000 Lbs 

DRILLING SPECIFICATIONS (DIRT) 

MAXIMUM RECOMMENDED 

Back Ream: 96” 

Drilling Distance: 8,000’ 

DRILLING SPECIFICATIONS (ROCK) 

MAXIMUM RECOMMENDED 

Back Ream: 60” 

Drilling Distance: 8,000’ 

SURVEY SYSTEM SPECIFICATIONS

Type: Downhole probe 

transmits tool face, 

three dimensional 

coordinate data to 

surface 

Accuracy: +/-0.1o

 All Angles 

Max Locating Depth: Unlimited 

SECONDARY SURVEY SYSTEM SPECIFICATIONS

Type: Tru-Track

Accuracy: ± 2% of Vertical Depth of 

borehole 

Type: ParaTrack

Accuracy: Inclination ±0.1o 

 Azimuth ±0.4o 

Toolface ±0.5 

Page 115
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

BENTONITE BRANDS 

PRODUCT DATA/MSDS SHEETS 

Page 116
Drilling Application/Desired Results lb/100gal lb/bbl kg/m3 

Normal drilling 15 - 25 6 - 11 15 - 30 

In gravel or other poorly consolidated formation 25 - 40 12 - 18 35 - 50 

Lost circulation control 35 - 45 15 - 20 40 - 45 

Added to freshwater mud to improve hole cleaning properties, increase hole stability 

and develop filter cakes 5 - 10 2 - 5 6 - 14 

TYPICAL AMOUNTS OF MAX GEL ADDITIONS ADDED TO FRESH WATER

MAX GEL is used in the following applications to rapidly build mud viscosity and provide superior hole 

cleaning, as well as to help control lost circulation, formation sloughing and promote hole stability in 

unconsolidated formations. 

• Potable water wells 

• Mineral exploration (coring and rotary drilling) 

• Horizontal directional drilling 

• Blast holes 

• Shaft drilling 

• Monitor / observation wells 

• Gel-foam air drilling applications 

• Yields more quickly than API-standard bentonite 

• Non-toxic and proven suitable for use in drilling potable water wells 

• Increased penetration rates are exhibited due to lower solids content than regular bentonite systems 

• Transportation and storage costs are reduced due to lower treatment requirements as compared to 

bentonite

Product Bulletin 

MAX GEL  

MAX GEL viscosifier is a premium Wyoming bentonite blended with special extenders 

producing a viscosifier that will yield more than twice as much viscosity as regular Wyoming 

bentonite. MAX GEL is a high-yielding, easily mixed, superior mud making bentonite in fresh 

water.

ADVANTAGES 

APPLICATIONS 

Certified to 

ANSI/NSF 60 

Page 117
• Loses effectiveness in water containing >7500 mg/l sodium chloride / 240 mg/l calcium 

• If dispersants or thinners are to be used, they should be added sparingly, using 50% or less of the normal 

treatment 

Physical appearance .............. Light tan / gray – green powder 

Specific gravity .................... 2.3 - 2.5 

Approximate yield ................ 220 bbl/ton 

Bioassay information available upon request. No special requirements are necessary for handling and 

storage. Avoid inhalation of dust. A dust respirator and goggles are recommended if mixing in an enclosed 

area. 

MAX GEL is packaged in 50 lb. (22.7-kg), multi-wall, paper sacks and is available in bulk. Store in a dry 

location (slip hazard when wet) and minimize dust (use dust-less systems for handling, storage and cleanup).

LIMITATIONS 

TYPICAL PHYSICAL 

PROPERTIES 

TOXICITY AND 

HANDLING 

PACKAGING AND 

STORAGE 

This material is supplied solely for informational purposes and M-I L.L.C. makes no guarantees or warranties, either expressed or implied, with respect to the accuracy 

or use of this data. All product warranties and guarantees shall be governed by the Standard Terms of Sale. 

Page 118
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10618 - MAX GEL

MATERIAL SAFETY DATA SHEET

MAX GEL

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

TRADE NAME: MAX GEL

OTHER NAME: Bentonite

CHEMICAL CLASS: Naturally occuring mineral.

APPLICATIONS: Oil well drilling fluid additive. Viscosifier.

EMERGENCY TELEPHONE: 281-561-1600

SUPPLIER: Supplied by a Business Unit of

M-I L.L.C.

P.O. Box 42842, Houston, Texas 77242-2842

See cover sheet for local supplier.

TELEPHONE: 281-561-1509

FAX: 281-561-7240

CONTACT PERSON: Sam Hoskin - Manager, Occupational Health

2. COMPOSITION, INFORMATION ON INGREDIENTS

INGREDIENT NAME: CAS No.: CONTENTS : EPA RQ: TPQ:

Silica, crystalline, quartz 14808-60-7 2-15 %

Bentonite 1302-78-9 70-95 %

Silica, crystalline, Cristobalite 14464-46-1 2-12 %

Silica, crystalline, Tridymite 15468-32-3 1-5 %

Gypsum 13397-24-5 0-1 %

3. HAZARDS IDENTIFICATION

EMERGENCY OVERVIEW:

CAUTION! MAY CAUSE EYE, SKIN AND RESPIRATORY TRACT IRRITATION. Avoid contact with eyes, skin 

and clothing. Avoid breathing airborne product. Keep container closed. Use with adequate ventilation. Wash thoroughly

after handling.

This product is a/an gray to tan powder. Slippery when wet. No significant immediate hazards for emergency response 

personnel are known.

ACUTE EFFECTS:

HEALTH HAZARDS, GENERAL:

Particulates may cause mechanical irritation to the eyes, nose, throat and lungs. Particulate inhalation may lead to 

pulmonary fibrosis, chronic bronchitis, emphysema and bronchial asthma. Dermatitis and asthma may result from short 

contact periods.

INHALATION: May be irritating to the respiratory tract if inhaled.

INGESTION: May cause gastric distress, nausea and vomiting if ingested.

Page 119
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10618 - MAX GEL

SKIN: May be irritating to the skin.

EYES: May be irritating to the eyes.

CHRONIC EFFECTS:

CARCINOGENICITY:

IARC: Not listed. NTP: Not listed. OSHA: Not regulated.

ATTENTION! CANCER HAZARD. CONTAINS CRYSTALLINE SILICA WHICH CAN CAUSE CANCER. Risk 

of cancer depends on duration and level of exposure.

IARC Monographs, Vol. 68, 1997, concludes that there is sufficient evidence that inhaled crystalline silica in the form of 

quartz or cristobalite from occupational sources causes cancer in humans. IARC classification Group 1.

ROUTE OF ENTRY:

Inhalation. Skin and/or eye contact.

TARGET ORGANS:

Respiratory system, lungs. Skin. Eyes.

4. FIRST AID MEASURES

GENERAL: Persons seeking medical attention should carry a copy of this MSDS with them.

INHALATION: Move the exposed person to fresh air at once. Perform artificial respiration if breathing has stopped. Get medical attention.

INGESTION: Drink a couple of glasses water or milk. Do not give victim anything to drink of he is unconscious. Get medical attention.

SKIN: Wash skin thoroughly with soap and water. Remove contaminated clothing. Get medical attention if any discomfort 

continues.

EYES: Promptly wash eyes with lots of water while lifting the eye lids. Continue to rinse for at least 15 minutes. Get medical 

attention if any discomfort continues.

5. FIRE FIGHTING MEASURES

AUTO IGNITION TEMP. (?F): N/D

FLAMMABILITY LIMIT - LOWER(%): N/D

FLAMMABILITY LIMIT - UPPER(%): N/D

EXTINGUISHING MEDIA:

This material is not combustible. Use extinguishing media appropriate for surrounding fire.

SPECIAL FIRE FIGHTING PROCEDURES:

No specific fire fighting procedure given.

UNUSUAL FIRE & EXPLOSION HAZARDS:

No unusual fire or explosion hazards noted.

HAZARDOUS COMBUSTION PRODUCTS:

Not relevant.

6. ACCIDENTAL RELEASE MEASURES

PERSONAL PRECAUTIONS:

Wear proper personal protective equipment (see MSDS Section 8).

Page 120
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10618 - MAX GEL

SPILL CLEAN-UP PROCEDURES:

Avoid generating and spreading of dust. Shovel into dry containers. Cover and move the containers. Flush the area with 

water. Do not contaminate drainage or waterways. Repackage or recycle if possible.

7. HANDLING AND STORAGE

HANDLING PRECAUTIONS:

Avoid handling causing generation of dust. Wear full protective clothing for prolonged exposure and/or high 

concentrations. Eye wash and emergency shower must be available at the work place. Wash hands often and change 

clothing when needed. Provide good ventilation. Mechanical ventilation or local exhaust ventilation is required.

STORAGE PRECAUTIONS:

Store at moderate temperatures in dry, well ventilated area. Keep in original container.

8. EXPOSURE CONTROLS, PERSONAL PROTECTION

OSHA PEL: ACGIH TLV: OTHER:

INGREDIENT NAME: CAS No.: TWA: STEL: TWA: STEL: TWA: STEL: UNITS:

Silica, crystalline, quartz 14808-60-7 * 0.1 mg/m3 

resp.dust

Bentonite 1302-78-9 5 3 mg/m3 

resp.dust

Silica, crystalline, Cristobalite 14464-46-1 * 0.05 mg/m3 

resp.dust

Silica, crystalline, Tridymite 15468-32-3 * 0.05 mg/m3 

resp.dust

Gypsum 13397-24-5 15 mg/m3 

total 

dust

INGREDIENT COMMENTS:

* OSHA PELs for Mineral Dusts containing crystalline silica are 10 mg/m3 / (%SiO2+2) for quartz and 1/2 the calculated

quartz value for cristobalite and tridymite.

PROTECTIVE EQUIPMENT:

ENGINEERING CONTROLS:

Use appropriate engineering controls such as, exhaust ventilation and process enclosure, to reduce air contamination and 

keep worker exposure below the applicable limits.

VENTILATION: Supply natural or mechanical ventilation adequate to exhaust airborne product and keep exposures below the applicable 

limits.

RESPIRATORS: Use at least a NIOSH-approved N95 half-mask disposable or reuseable particulate respirator. In work environments 

containing oil mist/aerosol use at least a NIOSH-approved P95 half-mask disposable or reuseable particulate respirator. 

For exposures exceeding 10 x PEL use a NIOSH-approved N100 Particulate Respirator.

PROTECTIVE GLOVES:

Use suitable protective gloves if risk of skin contact.

EYE PROTECTION:

Wear dust resistant safety goggles where there is danger of eye contact.

PROTECTIVE CLOTHING:

Wear appropriate clothing to prevent repeated or prolonged skin contact.

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10618 - MAX GEL

HYGIENIC WORK PRACTICES:

Wash promptly with soap and water if skin becomes contaminated. Change work clothing daily if there is any possibility 

of contamination.

9. PHYSICAL AND CHEMICAL PROPERTIES

APPEARANCE/PHYSICAL STATE: Powder, dust.

COLOR: Grey. to Tan.

ODOR: Odorless or no characteristic odor.

SOLUBILITY DESCRIPTION: Insoluble in water.

DENSITY/SPECIFIC GRAVITY (g/ml): 2.3-2.6 TEMPERATURE (?F): 68

BULK DENSITY: 67 lb/ft3; 1068 kg/m3

VAPOR DENSITY (air=1): N/A

VAPOR PRESSURE: N/A TEMPERATURE (?F): 

10. STABILITY AND REACTIVITY

STABILITY: Normally stable.

CONDITIONS TO AVOID:

N/A.

HAZARDOUS POLYMERIZATION:

Will not polymerize.

POLYMERIZATION DESCRIPTION:

Not relevant.

MATERIALS TO AVOID:

N/A

HAZARDOUS DECOMPOSITION PRODUCTS:

No specific hazardous decomposition products noted.

11. TOXICOLOGICAL INFORMATION

TOXICOLOGICAL INFORMATION:

No toxicological data is available for this product.

12. ECOLOGICAL INFORMATION

ECOLOGICAL INFORMATION:

Contact M-I Environmental Affairs for ecological information.

13. DISPOSAL CONSIDERATIONS

WASTE MANAGEMENT:

This product does not meet the criteria of a hazardous waste if discarded in its purchased form. Under RCRA, it is the 

responsibility of the user of the product to determine at the time of disposal, whether the product meets RCRA criteria for 

hazardous waste. This is because product uses, transformations, mixtures, processes, etc, may render the resulting 

materials hazardous. Empty containers retain residues. All labeled precautions must be observed.

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10618 - MAX GEL

DISPOSAL METHODS:

Recover and reclaim or recycle, if practical. Should this product become a waste, dispose of in a permitted industrial 

landfill. Ensure that containers are empty by RCRA criteria prior to disposal in a permitted industrial landfill.

14. TRANSPORT INFORMATION

PRODUCT RQ: N/A

U.S. DOT:

U.S. DOT CLASS: Not regulated.

CANADIAN TRANSPORT:

TDGR CLASS: Not regulated.

SEA TRANSPORT:

IMDG CLASS: Not regulated.

AIR TRANSPORT:

ICAO CLASS: Not regulated.

15. REGULATORY INFORMATION

REGULATORY STATUS OF INGREDIENTS:

NAME: CAS No: TSCA: CERCLA: SARA 302: SARA 313: DSL(CAN):

Silica, crystalline, quartz 14808-60-7 Yes No No No Yes

Bentonite 1302-78-9 Yes No No No Yes

Silica, crystalline, Cristobalite 14464-46-1 Yes No No No Yes

Silica, crystalline, Tridymite 15468-32-3 Yes No No No Yes

Gypsum 13397-24-5 Yes No No No Yes

US FEDERAL REGULATIONS:

WASTE CLASSIFICATION: Not a hazardous waste by U.S. RCRA criteria. See Section 13.

REGULATORY STATUS: This Product or its components, if a mixture, is subject to following regulations (Not meant to

be all inclusive - selected regulations represented):

SECTION 313: This product does not contain toxic chemical subject to the reporting 

requirements of Section 313 of Title III of the Superfund Amendment and Reauthorization 

Act of 1986 and 40 CFR Part 372.

SARA 311 Categories:

1: Immediate (Acute) Health Effects.

2. Delayed (Chronic) Health Effects.

The components of this product are listed on or are exempt from the following international 

chemical registries:

TSCA (U.S.)

DSL (Canada)

EINECS (Europe)

STATE REGULATIONS:

Page 123
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10618 - MAX GEL

STATE REGULATORY STATUS: This product or its components, if a mixture, is subject to following regulations (Not meant to

be all inclusive - selected regulations represented):.

None.

PROPOSITION 65: This product contains the following chemical(s) considered by the State 

of California's Safe Drinking Water and Toxic Enforcement Act of 1986 as causing cancer or

reproductive toxicity, and for which warnings are now required: Silica, crystalline

CANADIAN REGULATIONS:

LABELS FOR SUPPLY:

REGULATORY STATUS: This Material Safety Data Sheet has been prepared in compilance with the Controled Product

Regulations.

Canadian WHMIS Classification: D2A - Other Toxic Effects: Very Toxic Material

16. OTHER INFORMATION

NPCA HMIS HAZARD INDEX: * 1 Slight Hazard

FLAMMABILITY: 0 Minimal Hazard

REACTIVITY: 0 Minimal Hazard

NPCA HMIS PERS. PROTECT. INDEX: E - Safety Glasses, Gloves, Dust Respirator

USER NOTES: N/A = Not applicable N/D = Not determined

INFORMATION SOURCES: OSHA Permissible Exposure Limits, 29 CFR 1910, Subpart Z, Section 1910.1000, Air 

Contaminants.

ACGIH Threshold Limit Values and Biological Exposure Indices for Chemical Substances 

and Physical Agents (latest edition).

Sax's Dangerous Properties of Industrial Materials, 9th ed., Lewis, R.J. Sr., (ed.), VNR, New 

York, New York, (1997).

IARC Monographs on the Evaluation of the Carcinogenic Risk of Chemicals to Humans, 

Silica, Some Silicates, Coal Dust, and para-Aramid Fibrils, Vol. 68, World Health 

Organization, Lyon, France, 1997.

Product information provided by the commercial vendor(s).

PREPARED BY: Sam Hoskin/bb

REVISION No.: 0

MSDS STATUS: Approved.

DATE: June 1, 1999

DISCLAIMER:

Page 124
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10618 - MAX GEL

MSDS furnished independent of product sale. While every effort has been made to accurately describe this product, some of the data are obtained from sources 

beyond our direct supervision. We cannot make any assertions as to its reliability or completeness; therefore, user may rely on it only at user's risk. We have 

made no effort to censor or conceal deleterious aspects of this product. Since we cannot anticipate or control the conditiions under which this information and 

product may be used, we make no guarantee that the precautions we have suggested will be adequate for all individuals and/or situations. It is the obligation of 

each user of this product to comply with the requirements of all applicable laws regarding use and disposal of this product. Additional information will be 

furnished upon request to assist the user; however, no warranty, either expressed or implied, nor liability of any nature with respect to this product or to the data 

herein is made or incurred hereunder.

Page 125
Water Well Drilling & 

Mineral Exploration Products

AMERICAN Colloid Company 

Water/Mineral Division 

Super Gel-X 

High Yield Bentonite 

DESCRIPTION: • Super Gel-X is a 200 mesh, high viscosity 200-bbl yield, 

sodium bentonite for use in all freshwater drilling conditions. 

RECOMMENDED USE: • May be used for all types of freshwater mud rotary drilling. 

CHARACTERISTICS: • Highly concentrated for maximum yield. 

• Fast and easy mixing. 

• Reduces solids and increases lifting power. 

• Removes cuttings. 

• Cools and lubricates bit. 

• Stabilizes bore holes. 

MIXING AND 

APPLICATION: 

• Mixing ratios are based on 200-bbl yield material using 

freshwater. Level of water purity will affect bentonite 

performance. 

• Super Gel-X mixing ratio in lbs. per 100 gallons of water: 

Normal conditions ................................. 15 to 25 lbs. 

Sand and gravel ................................... 25 to 35 lbs. 

Fluid loss controls ................................. 35 to 40 lbs. 

PACKAGING: • 50 pound, multi-wall, non-tear, waterproof bags, 48 bags per 

pallet, and all pallets are stretch-wrapped. 

1500 W. Shure Drive Arlington Heights, IL 60004 1434-(3112) 392-4600 

The information and data contained herein are believed to be accurate and reliable. American Colloid Company makes no warranty of any kind and accepts no responsibility for the results 

obtained through this application of this information. 

Page 126
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

MATERIAL SAFETY DATA SHEET May be used to comply with OSHA's Hazard Communication Standard, 29 CFR 1910.1200. 

 Standard must be consulted for specific requirements. 

69101/69101 

Page 1 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section I MANUFACTURER'S INFORMATION

MANUFACTURER’S NAME & ADDRESS: Date Prepared: June 1, 2002 

CETCO – Drilling Products Group Telephone Number: 847-392-5800 Fax 847-506.6150 

1500 West Shure Drive EMERGENCY CONTACT: CHEMTREC 800-424-9300 

Arlington Heights, IL 60004 E-mail: www.cetco.com 

Section II HAZARDOUS INGREDIENTS/IDENTITY INFORMATION 

HAZARDOUS COMPONENTS: Other Limits % 

(Specific Chemical Identity: Common Name(s)) OSHA PEL ACGIH TLV Recommended (optional)

Crystalline Quartz: CAS# 14808-60-7 * < 6% 

Respirable Crystalline Quartz: NIOSH < 2% 

 Present (TWA) 0.1 mg/m3 0.1 mg/m3

 50 ug/m3 Proposed (TWA) 50.0 ug/m3 

Nuisance Dust: 

 Respirable 5 mg/m3 5 mg/m3

 Total Dust 15 mg/m3 10 mg/m3

* WARNING: This product contains a small amount of crystalline silica, which may cause delayed respiratory disease if inhaled over a prolonged period of time. Avoid breathing dust. Use NIOSH/MSHA approved respirator where TLV for crystalline silica (Quartz) may be exceeded. IARC Monographs on the evaluation of the Carcinogenic Risk of Chemicals to Humans (volume 68, 

1997) concludes that crystalline silica is carcinogenic to humans in the form of quartz. IARC classification 1. 

The small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an 

unremovable layer of amorphous silica and/or bentonite clay. IARC (vol. 68, 1997, pg. 191-192) has stated that crystalline silica 

(quartz) can differ in toxicity depending on the minerals with which it is combined, citing studies in IARC (vol. 42, 1987, p. 86) 

which stated that the toxic effect of crystalline silica (quartz) is reduced by the “protective effect...due mainly to clay minerals...” 

National Institute for Occupational Safety and Health (NIOSH) has recommended that the permissible exposure limit be changed 

to 50 micrograms respirable free silica per cubic meter of air (0.05 mg/ m3

) as determined by a full shift sample up to a 10 hour 

working day, 40 hours per week. See: 1974 NIOSH criteria for a recommended Standard for Occupational Exposure to Crystalline 

Silica should be consulted for more detailed information. 

PEL - OSHA Permissible Exposure Limit. 

TLV - American Conference of Governmental Industrial Hygienists (ACGIH) Threshold Limit Value. 

TWA - 8 hour time weighted average 

Note: The Permissible Exposure Limits (PEL) reported above are the pre - 1989 limits that were reinstated by OSHA June 30, 1993 

following a decision by the United States Circuit Court of Appeals for the 11th Circuit. Federal OSHA is now enforcing these PELs. 

More restrictive exposure limits may be enforced by some other jurisdictions. 

PRODUCT IDENTIFICATION: 

Chemical Name: Dry Mixture of Inorganic Mineral Compounds. 

NFPA/HMIS: Health - 2, Fire - 0, Reactivity - 0, Specific Hazard - See Section VI. 

Shipping Class: Not Regulated (DOT / 49CFR, IMDG, ICAO / IATA). 

Section III PHYSICAL/CHEMICAL CHARACTERISTICS 

Boiling Point: Not Applicable. Specific Gravity (H2O = 1): 2.5 

Vapor Pressure (mm Hg.): Not Applicable. Melting Point: 1400°F 

Vapor Density (AIR = 1): Not Applicable. Evaporation Rate (Butyl Acetate = 1): Not Applicable. 

Solubility in Water: Negligible. Appearance and Odor: Tan or beige to light gray colored powder to fine granules, odorless. 

Page 127
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

69101/69101 

Page 2 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section IV FIRE AND EXPLOSION HAZARD DATA 

Flash Point (Method Used): Not Available. Flammable Limits: Not Available. LEL - NA. UEL - NA. 

Extinguishing Media: Not Applicable. Special Fire Fighting Procedure: Not Applicable. 

Unusual Fire/Explosion Hazards: Product may pose possible dust explosion under extremely rare circumstances or conditions. 

Section V REACTIVITY DATA 

Stability: Stable Conditions to Avoid - None Known. 

Incompatibility (Materials to Avoid): Powerful oxidizing agents such as fluorine, chlorine trifluoride, manganese trioxide, etc. 

Hazardous Decomposition or By-products: Silica will dissolve in hydrofluoric acid producing a corrosive gas, silicon 

tetrafluoride. 

Hazardous Polymerization: Will Not Occur Conditions to Avoid - None Known. 

Section VI HEALTH HAZARD DATA 

Route(s) of Entry: Inhalation? Yes Skin? No Ingestion? No 

Health Hazards (Acute and Chronic): 

Inhalation: Breathing silica dust may not cause noticeable injury or illness even though permanent lung damage may be occurring. Inhalation of dust may have the following serious chronic health effects: 

Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a progressive, disabling and sometimes-fatal lung disease called silicosis. Symptoms include cough, shortness of breath, wheezing, non-specific chest illness and reduced 

pulmonary function. Smoking exacerbates this disease. Individuals with silicosis are predisposed to develop tuberculosis. Cancer Status: The International Agency for Research on Cancer has determined that crystalline silica inhaled in the form of quartz or cristobalite from occupational sources is carcinogenic to humans (Group 1 - carcinogenic to humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibers (published in June 1997) in conjunction with the use of these 

materials. The National Toxicology Program classifies respirable crystalline silica as “reasonably anticipated to be a carcinogen”. For further information See: “Adverse effects of Crystalline Silica Exposure” published by the American Thoracic Society Medical Section of the American Lung Association, American Journal of Respiratory and Critical Care Medicine, Volume 155, page 761-765, 1997. 

Other Data with Possible Relevance to Human Health: The small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an unremovable layer of amorphous silica and/or bentonite clay. IARC (Vol. 68, 1997, pg. 191-192) has stated that crystalline silica (quartz) can differ in toxicity depending on the minerals with which it is 

combined, citing studies in IARC (Vol. 42, 1987 pg. 86) which stated that the toxic effect of crystalline silica (quartz) is reduced by the “protective effect....due mainly to clay minerals...” 

Carcinogenicity: NTP? No IARC Monographs? Yes OSHA Regulated? No 

Signs and Symptoms of Exposure: Excessive inhalation of generated dust may result in shortness of breath and reduced pulmonary 

function. 

Medical Conditions Generally Aggravated by Exposure: Individuals with respiratory disease, including but not limited to, asthma 

and bronchitis, or subject to eye irritation should not be exposed to respirable crystalline silica (quartz) dust. 

Emergency and First Aid Procedures: 

Eyes & Skin: Flush with water. 

 Gross Inhalation of Dust: Remove to fresh air; give oxygen or artificial respiration if necessary; seek medical attention. 

Ingestion: If large amounts are swallowed, get immediate medical attention.

Section VII PRECAUTIONS FOR SAFE HANDLING AND USE 

Steps to be Taken in Case Material is Released or Spilled: Vacuum if possible to avoid generating airborne dust. Avoid breathing 

dust. Wear an approved respirator. Avoid adding water; product will become slippery when wet.

Waste Disposal Method: Bury in an approved sanitary landfill, in accordance with federal, state and local regulations. 

Precautions to Be Taken in Handling and Storing: Avoid breathing dust, use NIOSH/MSHA approved respirator where TLV 

limits for Crystalline Silica may be exceeded. 

Other Precautions: Slippery when wet. 

Page 128
1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1 800.527.9948 / tel +1 847.392.5800 / fax +1 847.577.5571 

Copyright 2002 CETCO All rights reserved. 

CETCO is a wholly owned subsidiary of AMCOL International Corp. 

69101/69101 

Page 3 of 3 

PRODUCT NAME: SUPER GEL-XTM 

Section VIII CONTROL MEASURES 

Respiratory Protection: Use appropriate respiratory protection for respirable particulate based on consideration of airborne 

workplace concentration and duration of exposure arising from intended end use. Refer to the most recent standards of ANSI (z88.2) 

OSHA (29 CFR 1910.134), MSHA (30 CFR Parts 56 and 57) and NIOSH Respirator Decision Logic. 

Ventilation: Use local exhaust as required to maintain exposures below applicable occupational exposure limits (See Section II). See 

also ACGIH "Industrial Ventilation – A Manual for Recommend Practice", (current edition). 

Protective Gloves: Not Required. Eye Protection: Recommended. 

Other Protective Clothing or Equipment: None. Work/Hygienic Practices: Use good housekeeping practices. 

Section IX REGULATORY INFORMATION 

SARA 311/312: Hazard Categories for SARA Section 311/312 Reporting: Chronic Health 

SARA 313: This product contains the following chemicals subject to annual release reporting requirements under the SARA section 313 (40 CFR 372): None 

CERCLA section 103 Reportable Quantity: None 

California Proposition 65: This product contains the following substances known to the state of California to cause cancer and/or reproductive harm: This product contains crystalline silica (respirable); however, the user should note that the small quantities of crystalline silica (quartz) found in this product are, under normal conditions, naturally coated with an unremovable layer of amorphous silica and/or bentonite clay. IARC (Vol. 68, 1997, pg. 191-192) has stated that crystalline silica (quartz) can differ in 

toxicity depending on the minerals with which it is combined. Citing studies in IARC (Vol. 42, 1987, p. 86) which stated that the toxic 

effect of crystalline silica (quartz) is reduced by the “protective effect....due mainly to clay minerals...”. 

Toxic Substances Control Act: All of the components of this product are listed on the EPA TSCA Inventory or are exempt from 

notification requirements. 

Canadian Environmental Protection Act: All the components of this product are listed on the Canadian Domestic Substances List or exempt from notification requirements. 

European Inventory of Commercial Chemical Substances: All the components of this product are listed on the EINECS Inventory or exempt from notification requirements. (The EINECS number for Quartz: 231-545-5) 

European Community Labeling Classification: Harmful (Xn) 

European Community Risk and Safety Phrases: R40, R48, S22 

Japan MITI: All the components of this product are existing chemical substances as defined in the Chemical Substance Control Law. 

Australian Inventory of Chemical Substances: All the components of this product are listed on the AICS Inventory or exempt from notification requirements. 

Canadian WHMIS Classification: Class D, Division 2, Subdivision A (Very Toxic Material causing other Toxic Effects) 

NF-+PA Hazard Rating: Health: 2 Fire: 0 Reactivity: 0 HMIS Hazard Rating: Health: * Fire: 0 Reactivity: 0 

*Warning - Chronic health effect possible - inhalation of silica dust may cause lung injury/disease (silicosis). Take appropriate measures to avoid breathing dust. See Section II. 

REFERENCES: Registry for Toxic Effects of Chemical Substances (RTECS), 1995. 

 Patty’s Industrial Hygiene and Toxicology. 

 NTP Seventh Annual Report on Carcinogens, 1994. 

 IARC Monograph Volume 68, Silica, Some Silicates and Organic Fibers, 1997. 

The information herein has been compiled from sources believed to be reliable and is accurate to the best of our knowledge. 

However, CETCO cannot give any guarantees regarding information from other sources, and expressly does not make any 

warranties, nor assumes any liability, for its use. 

Page 129
 

MATERIAL SAFETY DATA SHEET 

Product Trade Name: BARA-KADE® BENTONITE

Revision Date: 31-Mar-2005

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

Product Trade Name: BARA-KADE® BENTONITE

Synonyms: None

Chemical Family: Mineral

Application: Additive

Manufacturer/Supplier BPM Minerals LLC 

3000 N Sam Houston Parkway East 

Houston, TX 77032 

Telephone: (281) 871-7900 

Fax: (281) 871-7940 

Emergency Telephone: (800) 666-9260 or (713) 753-3000 

Prepared By Chemical Compliance 

Telephone: 1-580-251-4335

2. COMPOSITION/INFORMATION ON INGREDIENTS

SUBSTANCE CAS Number PERCENT ACGIH TLV-TWA OSHA PEL-TWA

Crystalline silica, cristobalite 14464-46-1 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, tridymite 15468-32-3 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, quartz 14808-60-7 1 - 5% 0.05 mg/m3 10 mg/m3

%SiO2 + 2

Bentonite 1302-78-9 60 - 100% Not applicable Not applicable

More restrictive exposure limits may be enforced by some states, agencies, or other authorities.

3. HAZARDS IDENTIFICATION

BARA-KADE® BENTONITE

Page 1 of 7 

Page 130
Hazard Overview CAUTION! - ACUTE HEALTH HAZARD 

May cause eye and respiratory irritation. 

DANGER! - CHRONIC HEALTH HAZARD 

Breathing crystalline silica can cause lung disease, including silicosis and lung 

cancer. Crystalline silica has also been associated with scleroderma and kidney 

disease. 

This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposures below 

recommended exposure limits. Wear a NIOSH certified, European Standard EN 

149, or equivalent respirator when using this product. Review the Material Safety 

Data Sheet (MSDS) for this product, which has been provided to your employer. 

4. FIRST AID MEASURES

Inhalation If inhaled, remove from area to fresh air. Get medical attention if respiratory irritation 

develops or if breathing becomes difficult.

Skin Wash with soap and water. Get medical attention if irritation persists.

Eyes In case of contact, immediately flush eyes with plenty of water for at least 15 minutes 

and get medical attention if irritation persists.

Ingestion Under normal conditions, first aid procedures are not required. 

Notes to Physician Treat symptomatically. 

5. FIRE FIGHTING MEASURES

Flash Point/Range (F): Not Determined

Flash Point/Range (C): Not Determined

Flash Point Method: Not Determined

Autoignition Temperature (F): Not Determined

Autoignition Temperature (C): Not Determined

Flammability Limits in Air - Lower (%): Not Determined

Flammability Limits in Air - Upper (%): Not Determined

Fire Extinguishing Media All standard firefighting media.

Special Exposure Hazards Not applicable.

Special Protective Equipment for 

Fire-Fighters

Not applicable.

NFPA Ratings: Health 0, Flammability 0, Reactivity 0

HMIS Ratings: Flammability 0, Reactivity 0, Health 0*

6. ACCIDENTAL RELEASE MEASURES

Personal Precautionary MeasuresUse appropriate protective equipment. Avoid creating and breathing dust.

Environmental Precautionary 

Measures

None known.

Procedure for Cleaning / 

Absorption

Collect using dustless method and hold for appropriate disposal. Consider possible 

toxic or fire hazards associated with contaminating substances and use appropriate 

methods for collection, storage and disposal.

BARA-KADE® BENTONITE

Page 2 of 7 

Page 131
7. HANDLING AND STORAGE

Handling Precautions This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposure below 

recommended exposure limits. Wear a NIOSH certified, European Standard En 149, 

or equivalent respirator when using this product. Material is slippery when wet.

Storage Information Use good housekeeping in storage and work areas to prevent accumulation of dust. 

Close container when not in use. Do not reuse empty container.

8. EXPOSURE CONTROLS/PERSONAL PROTECTION

Engineering Controls Use approved industrial ventilation and local exhaust as required to maintain 

exposures below applicable exposure limits listed in Section 2.

Respiratory Protection Wear a NIOSH certified, European Standard EN 149, or equivalent respirator when 

using this product. 

Hand Protection Normal work gloves.

Skin Protection Wear clothing appropriate for the work environment. Dusty clothing should be 

laundered before reuse. Use precautionary measures to avoid creating dust when 

removing or laundering clothing.

Eye Protection Wear safety glasses or goggles to protect against exposure.

Other Precautions None known.

9. PHYSICAL AND CHEMICAL PROPERTIES

Physical State: Solid

Color: Various

Odor: Odorless

pH: 8-10

Specific Gravity @ 20 C (Water=1): 2.65

Density @ 20 C (lbs./gallon): Not Determined

Bulk Density @ 20 C (lbs/ft3): 50-70

Boiling Point/Range (F): Not Determined

Boiling Point/Range (C): Not Determined

Freezing Point/Range (F): Not Determined

Freezing Point/Range (C): Not Determined

Vapor Pressure @ 20 C (mmHg): Not Determined

Vapor Density (Air=1): Not Determined

Percent Volatiles: Not Determined

Evaporation Rate (Butyl Acetate=1): Not Determined

Solubility in Water (g/100ml): Insoluble

Solubility in Solvents (g/100ml): Not Determined

VOCs (lbs./gallon): Not Determined

Viscosity, Dynamic @ 20 C (centipoise): Not Determined

Viscosity, Kinematic @ 20 C (centistrokes): Not Determined

Partition Coefficient/n-Octanol/Water: Not Determined

Molecular Weight (g/mole): Not Determined

10. STABILITY AND REACTIVITY

Stability Data: Stable

Hazardous Polymerization: Will Not Occur

BARA-KADE® BENTONITE

Page 3 of 7 

Page 132
Conditions to Avoid None anticipated

Incompatibility (Materials to 

Avoid)

Hydrofluoric acid. 

Hazardous Decomposition 

Products

Amorphous silica may transform at elevated temperatures to tridymite (870 C) or 

cristobalite (1470 C).

Additional Guidelines Not Applicable

11. TOXICOLOGICAL INFORMATION

Principle Route of Exposure Eye or skin contact, inhalation.

Inhalation Inhaled crystalline silica in the form of quartz or cristobalite from occupational 

sources is carcinogenic to humans (IARC, Group 1). There is sufficient evidence in 

experimental animals for the carcinogenicity of tridymite (IARC, Group 2A). 

Breathing silica dust may cause irritation of the nose, throat, and respiratory 

passages. Breathing silica dust may not cause noticeable injury or illness even 

though permanent lung damage may be occurring. Inhalation of dust may also have 

serious chronic health effects (See "Chronic Effects/Carcinogenicity" subsection 

below). 

Skin Contact May cause mechanical skin irritation.

Eye Contact May cause eye irritation.

Ingestion None known

Aggravated Medical Conditions Individuals with respiratory disease, including but not limited to asthma and 

bronchitis, or subject to eye irritation, should not be exposed to quartz dust.

Chronic Effects/Carcinogenicity Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a 

progressive, disabling, and sometimes-fatal lung disease called silicosis. Symptoms 

include cough, shortness of breath, wheezing, non-specific chest illness, and 

reduced pulmonary function. This disease is exacerbated by smoking. Individuals 

with silicosis are predisposed to develop tuberculosis. 

Cancer Status: The International Agency for Research on Cancer (IARC) has 

determined that crystalline silica inhaled in the form of quartz or cristobalite from 

occupational sources can cause lung cancer in humans (Group 1 - carcinogenic to 

humans) and has determined that there is sufficient evidence in experimental 

animals for the carcinogenicity of tridymite (Group 2A - possible carcinogen to 

humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres 

(June 1997) in conjunction with the use of these minerals. The National Toxicology 

Program classifies respirable crystalline silica as "Known to be a human carcinogen". 

Refer to the 9th Report on Carcinogens (2000). The American Conference of 

Governmental Industrial Hygienists (ACGIH) classifies crystalline silica, quartz, as a 

suspected human carcinogen (A2). 

There is some evidence that breathing respirable crystalline silica or the disease 

silicosis is associated with an increased incidence of significant disease endpoints 

such as scleroderma (an immune system disorder manifested by scarring of the 

lungs, skin, and other internal organs) and kidney disease. 

BARA-KADE® BENTONITE

Page 4 of 7 

Page 133
Other Information For further information consult "Adverse Effects of Crystalline Silica Exposure" 

published by the American Thoracic Society Medical Section of the American Lung 

Association, American Journal of Respiratory and Critical Care Medicine, Volume 

155, pages 761-768 (1997).

Toxicity Tests 

 Oral Toxicity: Not determined

 Dermal Toxicity: Not determined

 Inhalation Toxicity: Not determined

 Primary Irritation Effect: Not determined

 Carcinogenicity Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres (June 

1997).

 Genotoxicity: Not determined

 Reproductive / 

Developmental Toxicity:

Not determined

12. ECOLOGICAL INFORMATION

Mobility (Water/Soil/Air) Not determined

Persistence/Degradability Not determined

Bio-accumulation Not Determined

 Ecotoxicological Information 

 Acute Fish Toxicity: TLM96: 10000 ppm (Oncorhynchus mykiss)

 Acute Crustaceans Toxicity:Not determined

 Acute Algae Toxicity: Not determined

Chemical Fate Information Not determined

Other Information Not applicable

13. DISPOSAL CONSIDERATIONS

Disposal Method Bury in a licensed landfill according to federal, state, and local regulations.

Contaminated Packaging Follow all applicable national or local regulations.

14. TRANSPORT INFORMATION

Land Transportation 

DOT 

Not restricted 

Canadian TDG 

Not restricted 

ADR Not restricted 

BARA-KADE® BENTONITE

Page 5 of 7 

Page 134
Air Transportation 

ICAO/IATA Not restricted 

Sea Transportation 

IMDG 

Not restricted 

Other Shipping Information 

Labels: None

15. REGULATORY INFORMATION

US Regulations 

US TSCA Inventory All components listed on inventory.

EPA SARA Title III Extremely 

Hazardous Substances

Not applicable

EPA SARA (311,312) Hazard 

Class

Acute Health Hazard 

Chronic Health Hazard 

EPA SARA (313) Chemicals This product does not contain a toxic chemical for routine annual "Toxic Chemical 

Release Reporting" under Section 313 (40 CFR 372).

EPA CERCLA/Superfund 

Reportable Spill Quantity For This 

Product

Not applicable.

EPA RCRA Hazardous Waste 

Classification

If product becomes a waste, it does NOT meet the criteria of a hazardous waste as 

defined by the US EPA.

California Proposition 65 The California Proposition 65 regulations apply to this product.

MA Right-to-Know Law One or more components listed.

NJ Right-to-Know Law One or more components listed.

PA Right-to-Know Law One or more components listed.

Canadian Regulations 

Canadian DSL Inventory All components listed on inventory.

WHMIS Hazard Class D2A Very Toxic Materials (Crystalline silica) 

16. OTHER INFORMATION

The following sections have been revised since the last issue of this MSDS

Not applicable

BARA-KADE® BENTONITE

Page 6 of 7 

Page 135
Additional Information For additional information on the use of this product, contact your local Halliburton 

representative. 

For questions about the Material Safety Data Sheet for this or other Halliburton 

products, contact Chemical Compliance at 1-580-251-4335. 

Disclaimer Statement This information is furnished without warranty, expressed or implied, as to accuracy 

or completeness. The information is obtained from various sources including the 

manufacturer and other third party sources. The information may not be valid under 

all conditions nor if this material is used in combination with other materials or in any 

process. Final determination of suitability of any material is the sole responsibility of 

the user.

***END OF MSDS*** 

BARA-KADE® BENTONITE

Page 7 of 7 

Page 136
 

MATERIAL SAFETY DATA SHEET 

Product Trade Name: BARA-KADE® BENTONITE

Revision Date: 31-Mar-2005

1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION

Product Trade Name: BARA-KADE® BENTONITE

Synonyms: None

Chemical Family: Mineral

Application: Additive

Manufacturer/Supplier BPM Minerals LLC 

3000 N Sam Houston Parkway East 

Houston, TX 77032 

Telephone: (281) 871-7900 

Fax: (281) 871-7940 

Emergency Telephone: (800) 666-9260 or (713) 753-3000 

Prepared By Chemical Compliance 

Telephone: 1-580-251-4335

2. COMPOSITION/INFORMATION ON INGREDIENTS

SUBSTANCE CAS Number PERCENT ACGIH TLV-TWA OSHA PEL-TWA

Crystalline silica, cristobalite 14464-46-1 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, tridymite 15468-32-3 0 - 1% 0.05 mg/m3 1/2 x 10 mg/m3

 %SiO2 + 2

Crystalline silica, quartz 14808-60-7 1 - 5% 0.05 mg/m3 10 mg/m3

%SiO2 + 2

Bentonite 1302-78-9 60 - 100% Not applicable Not applicable

More restrictive exposure limits may be enforced by some states, agencies, or other authorities.

3. HAZARDS IDENTIFICATION

BARA-KADE® BENTONITE

Page 1 of 7 

Page 137
Hazard Overview CAUTION! - ACUTE HEALTH HAZARD 

May cause eye and respiratory irritation. 

DANGER! - CHRONIC HEALTH HAZARD 

Breathing crystalline silica can cause lung disease, including silicosis and lung 

cancer. Crystalline silica has also been associated with scleroderma and kidney 

disease. 

This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposures below 

recommended exposure limits. Wear a NIOSH certified, European Standard EN 

149, or equivalent respirator when using this product. Review the Material Safety 

Data Sheet (MSDS) for this product, which has been provided to your employer. 

4. FIRST AID MEASURES

Inhalation If inhaled, remove from area to fresh air. Get medical attention if respiratory irritation 

develops or if breathing becomes difficult.

Skin Wash with soap and water. Get medical attention if irritation persists.

Eyes In case of contact, immediately flush eyes with plenty of water for at least 15 minutes 

and get medical attention if irritation persists.

Ingestion Under normal conditions, first aid procedures are not required. 

Notes to Physician Treat symptomatically. 

5. FIRE FIGHTING MEASURES

Flash Point/Range (F): Not Determined

Flash Point/Range (C): Not Determined

Flash Point Method: Not Determined

Autoignition Temperature (F): Not Determined

Autoignition Temperature (C): Not Determined

Flammability Limits in Air - Lower (%): Not Determined

Flammability Limits in Air - Upper (%): Not Determined

Fire Extinguishing Media All standard firefighting media.

Special Exposure Hazards Not applicable.

Special Protective Equipment for 

Fire-Fighters

Not applicable.

NFPA Ratings: Health 0, Flammability 0, Reactivity 0

HMIS Ratings: Flammability 0, Reactivity 0, Health 0*

6. ACCIDENTAL RELEASE MEASURES

Personal Precautionary MeasuresUse appropriate protective equipment. Avoid creating and breathing dust.

Environmental Precautionary 

Measures

None known.

Procedure for Cleaning / 

Absorption

Collect using dustless method and hold for appropriate disposal. Consider possible 

toxic or fire hazards associated with contaminating substances and use appropriate 

methods for collection, storage and disposal.

BARA-KADE® BENTONITE

Page 2 of 7 

Page 138
7. HANDLING AND STORAGE

Handling Precautions This product contains quartz, cristobalite, and/or tridymite which may become 

airborne without a visible cloud. Avoid breathing dust. Avoid creating dusty 

conditions. Use only with adequate ventilation to keep exposure below 

recommended exposure limits. Wear a NIOSH certified, European Standard En 149, 

or equivalent respirator when using this product. Material is slippery when wet.

Storage Information Use good housekeeping in storage and work areas to prevent accumulation of dust. 

Close container when not in use. Do not reuse empty container.

8. EXPOSURE CONTROLS/PERSONAL PROTECTION

Engineering Controls Use approved industrial ventilation and local exhaust as required to maintain 

exposures below applicable exposure limits listed in Section 2.

Respiratory Protection Wear a NIOSH certified, European Standard EN 149, or equivalent respirator when 

using this product. 

Hand Protection Normal work gloves.

Skin Protection Wear clothing appropriate for the work environment. Dusty clothing should be 

laundered before reuse. Use precautionary measures to avoid creating dust when 

removing or laundering clothing.

Eye Protection Wear safety glasses or goggles to protect against exposure.

Other Precautions None known.

9. PHYSICAL AND CHEMICAL PROPERTIES

Physical State: Solid

Color: Various

Odor: Odorless

pH: 8-10

Specific Gravity @ 20 C (Water=1): 2.65

Density @ 20 C (lbs./gallon): Not Determined

Bulk Density @ 20 C (lbs/ft3): 50-70

Boiling Point/Range (F): Not Determined

Boiling Point/Range (C): Not Determined

Freezing Point/Range (F): Not Determined

Freezing Point/Range (C): Not Determined

Vapor Pressure @ 20 C (mmHg): Not Determined

Vapor Density (Air=1): Not Determined

Percent Volatiles: Not Determined

Evaporation Rate (Butyl Acetate=1): Not Determined

Solubility in Water (g/100ml): Insoluble

Solubility in Solvents (g/100ml): Not Determined

VOCs (lbs./gallon): Not Determined

Viscosity, Dynamic @ 20 C (centipoise): Not Determined

Viscosity, Kinematic @ 20 C (centistrokes): Not Determined

Partition Coefficient/n-Octanol/Water: Not Determined

Molecular Weight (g/mole): Not Determined

10. STABILITY AND REACTIVITY

Stability Data: Stable

Hazardous Polymerization: Will Not Occur

BARA-KADE® BENTONITE

Page 3 of 7 

Page 139
Conditions to Avoid None anticipated

Incompatibility (Materials to 

Avoid)

Hydrofluoric acid. 

Hazardous Decomposition 

Products

Amorphous silica may transform at elevated temperatures to tridymite (870 C) or 

cristobalite (1470 C).

Additional Guidelines Not Applicable

11. TOXICOLOGICAL INFORMATION

Principle Route of Exposure Eye or skin contact, inhalation.

Inhalation Inhaled crystalline silica in the form of quartz or cristobalite from occupational 

sources is carcinogenic to humans (IARC, Group 1). There is sufficient evidence in 

experimental animals for the carcinogenicity of tridymite (IARC, Group 2A). 

Breathing silica dust may cause irritation of the nose, throat, and respiratory 

passages. Breathing silica dust may not cause noticeable injury or illness even 

though permanent lung damage may be occurring. Inhalation of dust may also have 

serious chronic health effects (See "Chronic Effects/Carcinogenicity" subsection 

below). 

Skin Contact May cause mechanical skin irritation.

Eye Contact May cause eye irritation.

Ingestion None known

Aggravated Medical Conditions Individuals with respiratory disease, including but not limited to asthma and 

bronchitis, or subject to eye irritation, should not be exposed to quartz dust.

Chronic Effects/Carcinogenicity Silicosis: Excessive inhalation of respirable crystalline silica dust may cause a 

progressive, disabling, and sometimes-fatal lung disease called silicosis. Symptoms 

include cough, shortness of breath, wheezing, non-specific chest illness, and 

reduced pulmonary function. This disease is exacerbated by smoking. Individuals 

with silicosis are predisposed to develop tuberculosis. 

Cancer Status: The International Agency for Research on Cancer (IARC) has 

determined that crystalline silica inhaled in the form of quartz or cristobalite from 

occupational sources can cause lung cancer in humans (Group 1 - carcinogenic to 

humans) and has determined that there is sufficient evidence in experimental 

animals for the carcinogenicity of tridymite (Group 2A - possible carcinogen to 

humans). Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres 

(June 1997) in conjunction with the use of these minerals. The National Toxicology 

Program classifies respirable crystalline silica as "Known to be a human carcinogen". 

Refer to the 9th Report on Carcinogens (2000). The American Conference of 

Governmental Industrial Hygienists (ACGIH) classifies crystalline silica, quartz, as a 

suspected human carcinogen (A2). 

There is some evidence that breathing respirable crystalline silica or the disease 

silicosis is associated with an increased incidence of significant disease endpoints 

such as scleroderma (an immune system disorder manifested by scarring of the 

lungs, skin, and other internal organs) and kidney disease. 

BARA-KADE® BENTONITE

Page 4 of 7 

Page 140
Other Information For further information consult "Adverse Effects of Crystalline Silica Exposure" 

published by the American Thoracic Society Medical Section of the American Lung 

Association, American Journal of Respiratory and Critical Care Medicine, Volume 

155, pages 761-768 (1997).

Toxicity Tests 

 Oral Toxicity: Not determined

 Dermal Toxicity: Not determined

 Inhalation Toxicity: Not determined

 Primary Irritation Effect: Not determined

 Carcinogenicity Refer to IARC Monograph 68, Silica, Some Silicates and Organic Fibres (June 

1997).

 Genotoxicity: Not determined

 Reproductive / 

Developmental Toxicity:

Not determined

12. ECOLOGICAL INFORMATION

Mobility (Water/Soil/Air) Not determined

Persistence/Degradability Not determined

Bio-accumulation Not Determined

 Ecotoxicological Information 

 Acute Fish Toxicity: TLM96: 10000 ppm (Oncorhynchus mykiss)

 Acute Crustaceans Toxicity:Not determined

 Acute Algae Toxicity: Not determined

Chemical Fate Information Not determined

Other Information Not applicable

13. DISPOSAL CONSIDERATIONS

Disposal Method Bury in a licensed landfill according to federal, state, and local regulations.

Contaminated Packaging Follow all applicable national or local regulations.

14. TRANSPORT INFORMATION

Land Transportation 

DOT 

Not restricted 

Canadian TDG 

Not restricted 

ADR Not restricted 

BARA-KADE® BENTONITE

Page 5 of 7 

Page 141
Air Transportation 

ICAO/IATA Not restricted 

Sea Transportation 

IMDG 

Not restricted 

Other Shipping Information 

Labels: None

15. REGULATORY INFORMATION

US Regulations 

US TSCA Inventory All components listed on inventory.

EPA SARA Title III Extremely 

Hazardous Substances

Not applicable

EPA SARA (311,312) Hazard 

Class

Acute Health Hazard 

Chronic Health Hazard 

EPA SARA (313) Chemicals This product does not contain a toxic chemical for routine annual "Toxic Chemical 

Release Reporting" under Section 313 (40 CFR 372).

EPA CERCLA/Superfund 

Reportable Spill Quantity For This 

Product

Not applicable.

EPA RCRA Hazardous Waste 

Classification

If product becomes a waste, it does NOT meet the criteria of a hazardous waste as 

defined by the US EPA.

California Proposition 65 The California Proposition 65 regulations apply to this product.

MA Right-to-Know Law One or more components listed.

NJ Right-to-Know Law One or more components listed.

PA Right-to-Know Law One or more components listed.

Canadian Regulations 

Canadian DSL Inventory All components listed on inventory.

WHMIS Hazard Class D2A Very Toxic Materials (Crystalline silica) 

16. OTHER INFORMATION

The following sections have been revised since the last issue of this MSDS

Not applicable

BARA-KADE® BENTONITE

Page 6 of 7 

Page 142
Additional Information For additional information on the use of this product, contact your local Halliburton 

representative. 

For questions about the Material Safety Data Sheet for this or other Halliburton 

products, contact Chemical Compliance at 1-580-251-4335. 

Disclaimer Statement This information is furnished without warranty, expressed or implied, as to accuracy 

or completeness. The information is obtained from various sources including the 

manufacturer and other third party sources. The information may not be valid under 

all conditions nor if this material is used in combination with other materials or in any 

process. Final determination of suitability of any material is the sole responsibility of 

the user.

***END OF MSDS*** 

BARA-KADE® BENTONITE

Page 7 of 7 

Page 143
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DAILY MUD TESTING REPORT 

Page 144
Date: Tester Name

Location: Michels Directional Crossings

Contractor: 817 W. Main Street, Brownsville, WI 53006

FIELD REPORT

TIME

DENSITY

"MUD 

WEIGHT"

(lbs/gal)

FUNNEL 

VISCOSITY

use Marsh 

funnel

(sec/qt)

Solids/Sand 

Content

(% by Vol) pH Comments

DRILL FLUID HAULED OFF

Drill-Terge:

DRILL FLUID PRODUCT USED

Bentonite Type: Additives:

Page 145
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

ADDITIVES 

PRODUCT DATA SHEETS 

Page 146
Michels “MI-Brand” Drill Fluid Product List 

Confidential Page 1 1/15/2007 

TYPICAL - DRILLING FLUID PRODUCTS LIST

MI HDD Mining Products or EQUAL

Note: Typical drilling fluid product list is as follows. Michels utilizes various brands of drilling 

fluid products based on: functionality, economics, geographic-location to supplier, and type of 

formation anticipated on encountering. The brand represented below is MI HDD MINING & 

WATERWELL brand. An equal brand of products may be supplied as an alternative. 

1. High Yield Bentonite: is an easy-to-mix, finely ground (200-mesh), premium-grade, 

high-yielding Wyoming sodium bentonite. MAX-GEL/Pargel-220 imparts viscosity, fluid 

loss control and gelling characteristics to freshwater-based drilling fluids.

Quantity - As Required 

2. Poly-Pac R is a non fermenting cellulosic polymer, provides filtration control in water 

based drilling fluids with out substantially increasing the viscosity of the drilling fluid 

pressures. This product is a primary drilling fluid rheology enhancing additive.

Quantity - minimum 10 (25 lb bags) 

3. Poly Plus (Emulsion Liquid Polymer) is used primarily as a borehole stabilizer to 

prevent reactive shale and clay from swelling and sloughing. It is also used to increase 

lubricity, fluid viscosity, and to improve cuttings carrying capacity.

Quantity - minimum 10 (5-gallon containers) 

4. Duo-Vis/Super-Vis is used to increase viscosity for cuttings transport and suspension. 

Works to provide an optimized rheological profile with elevated low-shear-rate viscosity 

and highly shear-thinning characteristics with low “n” values.

Quantity – minimum 10 (2-gallon containers) 

Quantity – minimum 10 (25-lb bags) 

5. DrilPlex is used for increased yield point and gel strength. Allows the formulation of 

fluids with exceptional shear-thinning properties.

Quantity – minimum 5 (40-lb bag) 

6. Soda Ash is used to increase Ph in the make-up water. Primarily used to reduce 

soluble calcium in water-based drilling muds and make-up waters. Calcium is present in 

many make-up waters and formations. 

Quantity – minimum 5 (40-lb bag) 

7. Smooth Grout 20 is a one sac borehole plugging and grouting material. It is commonly 

used in grouting of water well applications. This product will be used to plug excessive 

losses.

Quantity - minimum 20 (50-lb bags) 

8. Smooth Bore/Maxbore HDD is a single sack, premium grade, Wyoming sodium 

bentonite designed for fast, easy mixing. Smooth Bore/Maxbore HDD imparts superior 

suspension properties and filtration control to freshwater fluids. Although designed for 

use in horizontal directional drilling, it can be used in Water Wells in unconsolidated 

formations or when additional gel strengths are required to compensate for low annular 

velocity.

Quantity - As Required 

Page 147
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DRILL FLUID RECYCLING 

FLOW CHART 

Page 148
Page 149
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

DOWNHOLE TOOLS/REAMERS 

Page 150
TELECOMMUNICATIONS y GAS PIPELINE y DIRECTIONAL DRILLING y ELECTRICAL y AGGREGATE MATERIALS 

SEWER, WATER & TUNNELING y CONCRETE y ENGINEERING y DESIGN/BUILD 

BROWNSVILLE, WI y SEATTLE, WA y MILWAUKEE, WI y HARRISBURG, PA y NEENAH, WI y TOPEKA, KS y GREEN BAY, WI y

CALGARY, AB 

"AN EQUAL OPPORTUNITY EMPLOYER"

 Reaming Tools/Equipment 

 

 

The reamers utilized for hole-opening operations are custom fabricated by Michels 

Corporation, however equivalent or better tools may be substituted depending on 

availability of other suppliers’ products, or, if changes in anticipated drilling conditions 

are encountered. Michels R&D program for downhole tools includes monitoring of 

performance & longevity of reaming equipment in differing soil conditions throughout 

North America as well as foreign destinations. Utilizing the latest technology, tooling 

and materials available to the industry is a continuing goal of Michels. 

 

There is essentially no limit to the length of time these tools can be run since simple 

repairs can be made in the field to keep the reamers in good working condition. The 

condition of the reamers will depend on the type of ground encountered; typically these 

reamers are discarded when they are observed to be beyond field repair. Initial 

maximum run time for specific reamers recommended by Michels is 50-100 hours. 

Page 151
TELECOMMUNICATIONS y GAS PIPELINE y DIRECTIONAL DRILLING y ELECTRICAL y AGGREGATE MATERIALS 

SEWER, WATER & TUNNELING y CONCRETE y ENGINEERING y DESIGN/BUILD 

BROWNSVILLE, WI y SEATTLE, WA y MILWAUKEE, WI y HARRISBURG, PA y NEENAH, WI y TOPEKA, KS y GREEN BAY, WI y

CALGARY, AB 

"AN EQUAL OPPORTUNITY EMPLOYER"

 Reaming Tools/Equipment 

The Yo-Yo reamer is a custom built tool used by Michels for downhole reaming 

operations. This tool has had proven success reaming difficult heavy gravel and 

fractured rock conditions. It is a very aggressive reamer for some of the most difficult 

soil conditions. Initial maximum run time for Yo-Yo reamers recommended by 

manufacturer is 50-100 hours based on extremeness of soil conditions encountered 

downhole. 

Page 152
Page 153
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MUD CLEANING EQUIPMENT 

SPECIFICATIONS 

Page 154
11/4/2010 

Drill Mud Cleaning and Disposal

The first phase of the mud cleaning system is displacement of solid returns at the shakers. 

Heavy solids are sifted out by a shaker with screens and deposited into a pit. From here they 

will be transported by dump truck to a site for disposal. 

Drill Mud Cleaning Equipment Specifications

Volume of Mixing/Scalper Tank ................ 54.0-Bbls 

Volume of Desander Tank ........................ 72.0-Bbls 

Volume of Desilter Tank ........................... 72.0-Bbls 

Quantity of Scalping Shakers ..................... 1.0-Shakers 

Mesh Size of Scalping Shakers ................ 10-20 Double Stacked 

Desander Capability .............................. 2 @ 500-GPM (1,000 GPM Total) 

Desander Cones ......................................... 2.0-Cones 

Desander Mesh Size ................................ 40 to 165 

Quantity of Desilter Cones ........................ 10 Ea @ 100-GPM 

Desilter Mesh Size .................................... 60 to 250 

Steel Mud Circulating Tank Volume ....... 160-Bbls 

Returns Tank Volume (Mud Pit) ............. 320-Bbls 

Cuttings Tank Volume (20-yd Roll-off) .... 150-Bbls 

Mud Screening, Max Pass Size ................ 40 Mesh 

Due to the quantity and types of mud pumps owned by Michels and located on multiple drill 

sites Michels utilizes one of the following pumps based on availability and geographic location: 

Bentonite Pump Capabilities (ENTRY/EXIT) 

Name Brand............................................. Gardner Denver OPI-350 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,469 PSI 

Maximum Flow Rate ......................................................... 529 GPM 

Gallons Per Stroke..................................... 2.94 Gallons Per Stroke 

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11/4/2010 

Bentonite Pump Capabilities (ENTRY/EXIT SIDE)

Name Brand................................ Ellis Williams W-446 Super Force 

Triplex Piston Model 

Liner Size ........................................................................... 6-Inches 

Maximum Pressure .......................................................... 1,027 PSI 

Maximum Flow Rate ......................................................... 661 GPM 

Gallons Per Stroke..................................... 2.20 Gallons Per Stroke 

Bentonite Pump Capabilities (ENTRY/EXIT SIDE)

Name Brand............................................. Gardner Denver OPI-700 

Liner Size ........................................................................... 7-Inches 

Maximum Pressure .......................................................... 1,690 PSI 

Maximum Flow Rate ......................................................... 599 GPM 

Gallons Per Stroke..................................... 3.99 Gallons Per Stroke 

Page 156
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

MICHELS ROLLERS 

Page 157
Michels Directional Crossings Pipeline Rollers 

General Description: Steel tubing welded frame supporting two urethane coated 

rollers. Pillow block bearings are used to mount the rollers. The rollers are apposed to 

each other and set @ 125° to accommodate various pipe sizes. (See attached PDF for 

Roller Schematic)

Size: Footprint of 50”x48” with overall height of 40” 

Load Capacity: 167,000 Lbs per assembly 

Shafts: Material is steel 4140, 2-15/16 Diameter. 

Frame: Frame weldment made of steel ASTM A-500 Grade square 

tubing 

Rollers: 11” O.D., 20” face width, 8-5/8” core size. Coating is urethane 

approximately 1” thick (95 Shore-A) 

Bearings: 4-required per assembly, 2 on each coated roller. 

Manufacturer is Linkbelt, Part Number PB22447E w/ 2-15/16” spherical 

roller, self aligning, contact seal. 

Load Capacity for Bearings; 

Basic = 41,800 Lbs 

Static = 71,500 Lbs, 

L-10 Life = 9,410 Hours @ 300 RPM 

Page 158
Michels Directional Crossings 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2015 

ATTACHMENT 

CONTINGENCY PLANS FOR HDD 

CROSSINGS 

Page 159
DIRECTIONAL DRILL 

CONTINGENCY PLANS 

HDD CROSSINGS 

INFRASTRUCTURE/RIPARIAN 

Horizontal Directional Drilling 

March 11, 2011 

Page 160
HDD Contingency Plan 1 of 13 3/11/2011 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

CONTINGENCY PLANS 

Michels believes contingency planning begins with the appointment of competent field 

personnel having the greatest amount of experience to complete a project. Michels’ personnel 

are some of the most qualified drilling experts in the industry, as demonstrated by resumes and 

experience lists highlighting past projects completed. With the abundant resources at their 

disposal, Michels has overcome risks associated with some of the most difficult drilling projects 

ever attempted and has evolved into an industry leader. Michels Project Managers are some of 

the best in the industry utilizing the many resources available while coordinating the various 

facets of a productive drill site. 

Michels’ Drill Superintendents are highly experienced at utilizing drill rigs and ancillary 

equipment of every size. They have worked up though the ranks providing them a complete 

and comprehensive understanding of safety, environmental monitoring, manpower, equipment 

operations and repairs for each phase of the drilling operation. As noted on the attached 

resumes, each Superintendent has drilled throughout North America and has encountered 

varying soil conditions, from sands, gravels, clay and cobble to solid rock formation. They are 

well respected throughout the industry and have worked with a majority of the major Pipeline 

Construction Companies in North America. Michels’ personnel maintain continuous certification 

through accredited schooling for all phases of the drilling operation. 

Contingency planning is conducted in response to unforeseen events and conditions, which 

could occur during normal operating sequences. The following contingency plans are in place 

to ensure completion of the project in accordance with governing authorities. The Field 

Operations Superintendent oversees preventative measures before product line installation. 

This alleviates the probability for adverse conditions such as stuck pipe. The following are 

some of the more common variables, which we have developed contingency plans for. They 

include but are not limited to: 

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HDD Contingency Plan 2 of 13 3/11/2011 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Possible Condition: EQUIPMENT MALFUNCTION/FAILURE-SPARE PARTS 

Contingency: Based on past experience, Michels can reasonably estimate the average 

life expectancy of all major components of the drilling operation under normal operating 

conditions. The operating hours of the equipment are recorded prior to start of drilling 

operations and maintained throughout completion of the crossing. Documentation and 

maintenance records are maintained by the drilling superintendent so that replacement of key 

components can be routinely performed in a timely manner to prevent failure. Occasionally, a 

component of the drilling operation will fail unexpectedly even with the most stringent 

maintenance and replacement schedule. These types of failures have occurred in the past and 

Michels has established a spare parts inventory with each drill rig based on the most common 

failures of this type. Spare parts kept on site include hydraulic pumps, flendor motors, and drive 

gears. In addition, odd sized or extremely high pressure hydraulic hoses that are not readily 

available “off the shelf” are kept on site. 

Major Spare Parts kept on-site 

• 1,800-Mission pump

• 2,500-Halco pump

• Mud Rig – Clutch and Transmission

• 11 – Vise Blocks

• 4 - Vise Hydraulic Rams

• 2 - Rotary Motors

• 2 – Drive Motors

• 1 – Hydraulic Pump

• 2 – Vise Travel Motors

• 1 – Circulation Pump

• 2 – Mud Swivels

• 2 – Complete Rebuilds for OPI-350

• Rebuild Parts for EW-446

• Electric Motor for Halco

• Electric Motor for Cooling Fans

• 2 – Shaker Motors

It is not feasible to maintain a complete spare parts inventory with each drilling rig on site so 

Michels immediately identifies local sources for commonly available spare parts and equipment 

upon job start up. Spare parts not readily available locally are kept in one of four Michels’ 

permanent warehouse locations in Bothell, Washington; Nisku, Alberta Canada; Harrisburg, 

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HDD Contingency Plan 3 of 13 3/11/2011 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Pennsylvania; or Brownsville, Wisconsin, where the parts can be shipped overnight to the job 

site to prevent extensive down time caused as a result of equipment failure if necessary. 

Possible Condition: STUCK PIPE 

Contingency: The following are some of the preventative measures invoked by the 

Drilling Foreman in order to reduce the chances for complications while pulling back product 

pipe. 

1. Utilize drilling equipment capable of supplying enough power to remove seized pipe from 

either entry or exit location. 

2. Performing an extra reaming pass with the purpose of cleaning out the reamed hole (not a 

cutting pass) and adding proper lubrication with precise weight bentonite mixture. 

3. Reduce torsional and axial loads through the use of properly spaced rollers, well 

maintained swivels and creating a smooth transition between downhole exit angle and 

pipe strung out on top of ground readied for pullback. 

4. Utilize Ballasting to control the weight of the pipe by achieving negative or neutral 

buoyancy. 

Contingencies for stuck pipe 

If above preventative methods fail and the pipe become seized in the borehole we invoke Best 

Available Control Technology (BACT). One of the methods involves specific techniques in 

conjunction with ballasting, which is controlled loading with water. Past experience has shown us 

that if the leading end of the pipe remains too heavy during ballasting, air can be supplied to this 

area of pipe, displacing water back toward the middle, and in some circumstances freeing up the 

point of greatest friction. 

If the drilling rig is unable to supply the initial thrust to release the seized pipe, side booms and or 

track-hoes can supply thrusting pressure from the exit side in order to start momentum. Michels 

drilling rigs have the potential to supply up to 1,200,000 pounds of thrust and pulling-force, add 

additional equipment and there is not much that cannot be dislodged. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

If percussion assistance is determined to be necessary to supply the energy required to complete 

the pullback operation, Michels is capable of performing this operation utilizing a GrundoRam 

percussion hammer supplied by TT-Technologies. The work area needed for invoking hammer 

assist procedures is located on the pipe pullback side of the crossing. This will encompass an 

area of 40-feet long x 20-feet wide for staging of the “Taurus” GrundoRam percussion hammer 

and assist equipment. This pipe-ramming machine has a thrust of up to 2,000 tones and a 

ramming speed of 180-strokes/minute. A GrundoRam and 1600 CFM air compressor will be 

made available by Michels on-site. Additional sources for spare parts and accessories should 

also be identified. 

(See Attachment Grundo-Ram Percussion) 

A specially manufactured reinforced push ring is positioned at the back end of the product line so 

that equal transmission of percussion energy can be transmitted down the product pipe, and to 

protect the steel pipe end while in contact with the GrundoRam “Taurus”. The persistent exertion 

of energy along the descending steel pipeline aids in aggressively sliding the pipe through suspect 

areas of unconsolidated formation or through areas of cave-in. Although this is not a regular 

occurrence due to mitigative measures taken prior to installation, Michels has successfully 

completed this unique form of pipeline pullback assist periodically over the past 10-years and has 

built a solid reputation as an innovator in this field. 

Not only can force be applied from the drill-rig side but additional force can be applied from the 

pipe installation side for large diameter installations through the use of a Herrenknect pipe thruster 

for land to land crossings. This alternative source of power supplied from the opposite end can 

dramatically assist large diameter pipe pullback during significant changes in the effective weight 

of the pipe during pullback (buoyancy) caused by either losing circulation or re-establishing 

circulation unexpectedly therefore causing drastic changes in the buoyancy of the pipe. This 

method also reduces the risk for damage to pipe coating during pullback by reducing the tensile 

force needed to pull back the pipe. If a large diameter pipe becomes stuck after the swabbing run 

additional control can be established to move pipe back and forth in the event gravel, cobble 

and/or boulder sized materials fall in the hole. This piece of equipment can be used as an 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

alternative to the percussion hammer which has been used as a main contingency measure by 

Michels on previous HDD installation. 

(See Attachment Herrenknect Pipe Thruster) 

Possible Condition: INCLEMENT WEATHER 

Contingency: Key personnel monitor long range forecasts for the project areas to be 

affected. Various weather services (i.e. NOAA, Weather Channel etc) are monitored by computer 

for bad weather and potential hurricanes. Regular updates are given to Michels’ personnel to 

make them aware of approaching weather conditions. Evacuation routes will be identified and 

reviewed with all personnel for potential hurricanes prior to beginning work and responsibilities will 

be assigned. If electrical storms are projected to affect a drill site, approaching storms will be 

monitored by radar and radio and communication will be maintained between Project Manager 

and personnel. Electrical storms can potentially cause serious problems for a drilling operation. 

The Drill Superintendent must use his discretion as to the appropriate safe action to be taken for 

the safety of the crew and entire drilling operation. Proper grounding must be maintained 

throughout a drilling operation. 

A safe area on the site will also be designated for response to an approaching tornado. Stream 

gages will also be identified and monitor for potential flooding conditions. 

Possible Condition: NOISE 

Contingency: Noise reduction can be accomplished using several methods. To begin 

with, a site reconnaissance or noise modeling must be completed by the Owner to determine what 

decibel (dB) level will be allowable at the affected locations. Some of the Noise Control 

Considerations include: Redirection of sound waves or deadening just by the simple positioning 

of drilling equipment and strategic location of frac-tanks. This option generally has little affect 

upon cost and may cause minor inconveniences for the drilling operation. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

Another option is to utilize hospital/industrial grade mufflers to deaden sound as it leaves engines 

of motorized equipment. This could impede maximum operating output from equipment and also 

slow down the drilling operation. 

More costly forms of Sound Control include; Building walls made of hay bales, sound curtain 

matting or plywood, or, building sound deadening enclosures constructed of wood. 

Possible Condition: DAMAGE TO EXISTING UTILITIES 

Contingency: Preventative measures include proper notification of local utilities through 

area one-call programs or site investigation and recording of area markers, manholes and valves. 

Pot-holing existing utilities is the most reliable method of exact utility location 

Damage to existing utilities or structures may occur during drilling or reaming operations. 

Occasionally unknown or unmarked utilities may be hit during drilling or reaming operations. If 

this circumstance does occur the type of utility is first identified so that severity of response can be 

identified. Emergency personnel for the identified utility are then notified. Pertinent personnel for 

the Owner and/or Owner Representatives are then notified, following the chain of command. 

Decisions are then made as to appropriate action to be taken. 

Possible Condition: ENCOUNTERING SUBSURFACE OBSTRUCTION 

Contingency: Occasionally an unknown subsurface obstruction is encountered during 

drilling operations such as; 1) buried tanks, 2) Building foundations/piers/pilings, 3) buried 

junk/cars. If this situation occurs, the location of the object is first identified in relation to the drill 

path. If the current R.O.W. is ample and soils provide adequate steering capabilities, the drill 

head is pulled back to a pre-calculated point along the previously drilled path and the drill bit is 

rotated and steered around the obstruction. 

The chance of encountering an obstruction during reaming operations is highly unlikely. But, if 

this should occur, the magnitude of the obstruction must first be evaluated. If the obstruction is 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

determined to be impassible, operations will be halted until an agreeable solution can be 

determined. 

Possible Condition: RUNNING SANDS 

Contingency: It is possible that loose cohesionless soils, such as running sands, may not 

support the drilled annular space over a long directional drill length. Although this circumstance 

sounds serious, it may not prevent the installation of a pipeline. Mechanical agitation of the 

formation by the downhole tool and trailing drill string, combined with the injection of bentonite 

drilling fluid causes the soils to experience a decrease in shear strength. When the resulting 

shear strength is low enough, the soil will react in a fluid-like manner thus, allowing the pipeline to 

be pulled through it. 

It would be highly unusual for soil strata to be of the same consistency from drill entry to drill exit, 

especially at the various depths encountered during pilot hole drilling. Prior to drilling, only 

general soil information is known for estimating and hypothesizing. The type of drilling fluid 

providing the best performance capabilities for the conditions is chosen based upon this 

information. Adjustments are then made in the field correlating to specific soil properties in order 

to improve performance. 

Possible Condition: PIPELINE MISALIGNMENT 

Contingency: Today’s technology in the directional drilling industry provides state of the 

art instrumentation and tracking capabilities. The directional drill alignment is accurately known to 

within ± 0.01° or, ± 1.4 feet per 1,000 feet in both profile and plan view. The addition of Para 

Tracker as a secondary form of verification and validation for plan view orientation, left and right of 

center line, provides precise information which is updated regularly during drilling operations. The 

most frequent cause of misalignment is the inability to steer in transitional zones near the exit 

location. These soils may include varying degrees of overburden or formations allowing 

unpredictable degrees of penetration. The orientation or angle of these zones from horizontal may 

deflect the drill bit having a direct affect upon steering capabilities. 

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© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

In any case, the steering probe maintains its tracking capabilities and allows the Survey 

Technician continuous feedback for locating the drill string in a three dimensional plane. Any 

deviation from the targeted exit is known and can be compensated for. If the target area is not 

large enough to accommodate the deviation, the drill string can be pulled back to a calculated 

point and be redirected toward the proposed exit location. 

Possible Condition: PRESSURE CONTROL 

Contingency: An important function of the drilling fluid is to prevent the uncontrolled entry 

into the hole of fluids from the formation penetrated by the bit. The pressure exerted by the 

column of drilling fluid (hydrostatic head) must be somewhat greater than the pressure exerted by 

the formation fluids to allow raising the drill string without any problems. Following are some 

mitigative measures taken to counteract pressures. 

1. Avoid swabbing drill string (plunging the drill string back and forth with great force)

2. Keep the hole full of drill mud while pulling the drill pipe, especially when

hydrostatic head is not much greater than formation pressure.

At any given depth, the hydrostatic pressure (in psi) of the mud column is equal to mud density 

(in lb/gal) times depth (in feet) times 0.052 

Psi = lb/gal x feet x 0.052 

(hydrostatic (density) (depth) 

pressure) 

Possible Condition: HOLE COLLAPSE 

Contingency: Most drillable formations, whether consolidated or unconsolidated, have 

some form of cohesive properties allowing drilling fluid to interact and add to its bonding 

properties, thus avoiding hole collapse. Some soils, such as large gravel zones or cobble areas 

may not be capable of holding a hole. If this type of formation exists in the overburden soil (upper 

strata), a steel casing pipe may be washed over the drill stem into competent soil and left in place 

during operations. Drilling and reaming operations will then resume utilizing this conduit as a 

Page 168
HDD Contingency Plan 9 of 13 3/11/2011

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

means of carrying drill cuttings back up-hole without obstruction. 

If this type of formation exists throughout the borehole, it should be known and researched prior to 

drilling so that an alternate route may be researched. The route that provides the best chance for 

success should be the route chosen. If a competent drilling contractor properly investigates a 

route, the chance for a hole collapse is greatly reduced. 

Possible Condition: PIPELINE COLLAPSE 

Contingency: Pipeline collapse during pulling operations is a rare occurrence caused by 

certain factors, which must be considered before pullback begins. Some of the main factors, 

which must be considered during pre-planning stages or prior to pipeline pullback operations, 

include: 

1. Pre-engineered profile must reflect the minimum radius of curvature calculated for

the given pipe (wall thickness, pipe size, tensile strength, X-rating)

2. Drilled profile should not exceed pipe tolerance throughout the drilled borehole.

3. Experienced directional drilling Survey Technician verifies three joint radii

calculations for maximum degree of bend per 30-foot joint.

4. Industry standard safety factor should be included in the profile and calculations

taking into account unknowns.

5. Exit and entry angles must be within specified tolerances so that support

equipment capabilities are not exceeded in order to provide the pipeline a smooth,

uninhibited transition into the opened hole.

6. Calculations performed for anticipated stresses the pipe will be subjected to during

pullback (i.e. Pull loads, tensile, unconstrained buckle, hoop stress.) This way

upper stress limits will be known.

7. Proper ballasting of product line through controlled loading of water to the leading

end of pipeline. This procedure also provides internal pressure to the product line

as a counter balance to external pressures. If water is added to the opened end of

Page 169
HDD Contingency Plan 10 of 13 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

the product line and allowed to flow down toward the leading end during pullback, 

a vacuum may occur creating undue stress on the product line which would 

increase the possibility of implosion or collapse. Therefore, a conduit is positioned 

to carry water through the interior of the product pipe dispersing water at the 

leading end of the pipe filling it from the lowest portion (elevation) toward the 

highest elevation. Volume calculations are maintained to ensure only the lowest 

portion of the pipe is maintained full of water. 

The appointment of highly competent personnel experienced in pipeline pullback procedures is a 

must. There is no substitute for experience. Experienced personnel should be placed at critical 

positions at both the drill entry and exit locations.

Page 170
HDD Contingency Plan 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

ATTACHMENT 

GRUNDO RAM 

PNEUMATIC PIPE RAMMER

Page 171
Conductor Barrel'M

A sure start for your bore even in the

worst soil.

.Ram casings through difficult soil

conditions to more desirable drill

starting points.

.Guide down-hole or mud motors to rocky

soils through the conductor barrel-

.Provides friction-free section for product

pullback.

Pullback Assist

Overcome hydrolock with a pipe rammer.

.Rammer attached to product pipe during

pullback.

.Percussive action keeps pipe moving and

helps prevent high levels of pullback

stress.

.Percussive power frees immobilized

product pipes.

Pipe Removal

Remove stuck product pipe and bore again.

.Rammer attached to product pipe after

pullback fails.

.Percussive action pulls product pipe,

removing it from the bore.

.Salvage the job and bore again.

Drill Stem Recovery

Retrieve stuck drill stems.

.Pipe Rammer fitted with a special sleeve.

.Stuck drill stem welded to the back of

the rammer sleeve.

.Percussive power frees drill stem, saving

time and money.

Page 172
I "'

II p OIJle,I"\

\ lJlit~o(j.t

\Ci/f!itg! . .

...

Who would have thought that

there would be an international requirement for a GRUNOORAM hammer -larger than

the GOLIA TH 450 mm (18}

machine?

International demand has

made the new TAURUS 600

mm (24') a must. Thanks to its

dimensions and thrust of up

to 2,000 tons (4,480 Ibs) the

TAURUS is the largest steel

pipe ramming machine that

exists.

Steel pipes up to 2, 000 mm

(80') can now be installed

with this powerful machine

when installing casing

or product pipes for

the water, sewage, telephone, electricityand

gas industries or railway

authorities.

When other ramming equipment has reached its power

limit the TAURUS offers that

extra power to get that pipe

into the ground.

It is designed of a monoblock

main casing made from a

high quality alloy with a unique flexible control stud for

perfect impact transmission

onto the steel pipe. This

makes it a reliable and lasting

boring unit even in difficult soil

conditions or over long stretches of steel pipe installation.

A GRUNOORAM's number of

strokes has a direct influence

on the forward ramming

speed. However, high ground

22

Page 173
TAURUS

24"

12 ft

10,580Ibs

.1.766 ft3/min

180

4,400 Ibs

>380

! 0oframmer Length Weight Air consumption.

Strokes per min. .

Thrust Suitable for pipes.

A T AURUS used on a gas

pipeline installation.

I resistance and friction require

/ a low stroke frequency with a

higher single impact. The

GRUNDORAM model TAURUS

with 180 strokes/min and more

than 2,000 tons (4,480 Ibs) of

dynamic thrust ensures high

ramming speeds even under

the most difficult conditions.

to resist the highest stress in diffi

cult soils thanks to its monoblock

casing and flexible control stud.

The development of the new

T AURUS is the result of years

of R & D in the field of

trenchless pipe laying

systems.

23

Page 174
Page 175
Page 176
HDD Contingency Plan 3/11/2011 

Rivers/Roads/Streams/Beach Approach 

© Copyright, Michels Directional Crossings, a Division of Michels Corporation, 2011

ATTACHMENT 

HERRENKNECT 

PIPE THRUSTER 

Page 177
Herrenknecht AG

D-77963 Schwanau

Tel +49 7824 302 0

Fax +49 7824 302 364

utility@herrenknecht.com

www.herrenknecht.com

TECHNICAL DATA SHEET | PIPE THRUSTER

Additional Power for Pipe Pullback. 

The newly developed Herrenknecht Pipe Thruster is an auxiliary

device for Horizontal Directional Drilling Technology and

extends its field of application. The Thruster is mounted at the

exit point and helps to push the entire pipeline into the 

ground. It is particularly suited for extremely long pipelines,

very large diameters or difficult geological conditions.

Depending on the project the Pipe Thruster can be used as a

support tool, a rescue tool or as a pipe installation tool.

After finishing the pilot hole and the reaming procedures using

a HDD Rig the Pipe Thruster assists during the pipe pull. The

Pipe Thruster is mounted at the exit point and pushs the product pipe into the enlarged hole while the Rig is pulling the

pipe. This simultaneuos process will reduce the stresses on the

drillpipe and the product pipe. 

Beside improved safety the Pipe Thruster allows drill lengths of

more than 3,000m and makes the use of big pipe diameters

more common.

Page 178
TECHNICAL DATA SHEET | PIPE THRUSTER

Innovative Solution: The Pipe Thruster

Range of Application

❚ Support of the HDD process during pipe pullback.

❚ Sea Outfall projects: ashore thrusting of the product pipeline.

❚ Rescue Tool for the recovery of stucked pipelines, e.g. in difficult geological conditions.

Advantages of the Method

❚ The deployment of the Pipe Thruster allows to add a push force from the exit point to the pull force of the HDD Rig.

❚ The flexible load distribution at the entry and exit point increases safety during the trenchless installation of 

pipelines considerably.

❚ Reduced stress for drill pipes and rigsite equipment during pipe pullback. 

❚ Increase of drill lengths to more than 3,000m and more frequent use of large 48“ product 

pipe diameters.

Advantages of the Herrenknecht Pipe Thruster

❚ The Herrenknecht Pipe Thruster can be used for all pipe diameters ranging 

between 20“ and 48“ by just changing the clamping inserts.

❚ Due to a tilting clamping device the Pipe Thruster can even be 

installed when the pipeline pullback is already in progress.

❚ The clamping device is suitable for all types of pipelines 

and coatings.

❚ The modular design does not require special cargo 

transports.

Technical Data

Pipe Thruster

❚ Operating angle: 5° - 15°

❚ Push and pull force (normal): 250t (2,500kN)

❚ Push and pull force (maximum): 500t (5,000kN)

❚ Min. clamp diameter: 20“ (508mm)

❚ Max. clamp diameter: 48“ (1,219mm)

❚ Max. speed: 5m/min.

❚ Stroke of push/pull cylinder: 5,000mm

❚ Dimensions: 9 x 4.1 x 4.4m

❚ Weight: 45t

Power Unit

❚ Dimensions: 20ft container

❚ Installed power: 400kW

❚ Weight: 10t

❚ Remote control and hydraulic hoses to the Pipe Thruster

are included.

Page 179
HORIZONTAL DIRECTIONAL DRILL CONTINGENCY PLAN

Dakota Access, LLC

Dakota Access Pipeline Project (DAPL)

1.0 INTRODUCTION 

Portions of the proposed DAPL Project will be installed using horizontal directional 

drilling (HDD) technology. This baseline directional drill contingency plan provides 

specific procedures and steps to detect and respond to any inadvertent release of drilling 

fluids for the above-described canal crossings. A site specific HDD contingency plan 

may be provided by the contractor selected to perform the HDD, that plan would meet or 

exceed the standards established in this document. 

Elements of this plan include: 

• Preparation; 

• Monitoring Procedures; 

• Notification Procedures; 

• Corrective Action and Cleanup; and 

• Abandonment. 

2.0 PREPARATION

An Environmental Inspector will be employed throughout construction and restoration of 

this Project. All work will be performed in compliance with environmental permits, laws, 

and regulations. The Pipeline Construction Contractor – supervisory personnel will be 

provided environmental training prior to commencing work, and the Contractors will be 

provided a Project specific Environmental Clearance Package including copies of all 

environmental permits secured for the Project in advance of commencing activities. 

Best management practices employed during this Project include the use of erosion 

control devices and turbidity control measures to protect sensitive resources (e.g. 

wetlands and waterbodies). Furthermore, containment equipment including earthmoving equipment, portable pumps, hand tools, sand, hay bales, silt fencing, turbidity 

screens, and/or lumber will be readily available at the project site in the event of a fracout and vacuum truck will be employed as necessary.

3.0 MONITORING PROCEDURES

The Drilling Contractor personnel will monitor operations during drilling activities. 

Monitoring will include: 

• Inspection along the drill path, including surface waters along the path for 

evidence of a release. 

• Continuous examination of drilling fluid pressures and return flows. 

• The Drilling Contractor will provide information regarding drilling conditions to 

the company representative and the Pipeline Construction Contractor during 

the course of drilling activities. 

• Monitoring will be documented by the Pipeline Construction Contractor.

Page 1 of 3
4.0 NOTIFICATION PROCEDURES 

If an inadvertent release is discovered, steps will be taken by Drilling Contractor to 

contain the release as described below in the Corrective Action and Cleanup Section 

below (Section 5.0). 

If monitoring indicates an in-stream or wetland release has occurred, the Drilling 

Contractor will immediately notify DAPL’s construction management and environmental 

management personnel. The Drilling Contractor’s crew will take immediate corrective 

action to contain the release and to prevent or minimize impacts. DAPL will notify the

U.S. Army Corps of Engineers (USACE), and County Environmental Department as 

soon as possible (within 24 hours), and provide details of the nature of the release and 

corrective actions being taken, completed, and/or planned. DAPL will work with the 

respective agencies regarding additional measures that may be warranted. If it is 

determined that the release cannot be remedied without causing additional negative 

environmental impacts, DAPL will request that drilling operations continue. 

5.0 CORRECTIVE ACTION AND CLEANUP 

By monitoring drilling operations continuously, DAPL intends to correct problems before 

they occur. However, if a release does occur, the following measures will be 

implemented to stop or minimize the release and to clean it up: 

 The Drilling Contractor will decide what modifications to make to the drilling 

technique or composition of drilling fluid (i.e., thickening of fluid by increasing 

bentonite content) to reduce or stop minor losses of drilling fluid. 

 If a minor bore path void is encountered during drilling, making a slight change in the 

direction of the bore path may avoid loss of circulation. 

 If the borehead becomes lodged resulting in loss of drilling pressure, the borehole 

may be sized by moving the borehead back and forth to dislodge the stuck materials. 

 If public health and safety are threatened, drilling fluid circulation pumps will be 

turned off. This measure will be taken as a last resort because of the potential for 

drill-hole collapse resulting from loss of down-hole pressure. 

Land Release: 

 If a land release is detected, the drilling crew will take immediate corrective action to 

contain the release and to prevent or minimize migration off site. 

 Steps will be taken (such as installing berms, silt fence and/or hay bales) to prevent 

silt-laden water from flowing into protected resources. 

 The contractor will construct pits and/or berms around the frac-out point to contain 

inadvertent releases onto the ground. 

 Vacuum trucks may be called in as necessary to assist in the removal of released 

material. 

 If the amount of an on-land release does not allow practical collection, the affected 

area will be diluted with fresh water and allowed to dry. 

 If hand tools cannot contain a small on-land release, small collection sumps (less 

than 5 cubic yards) may be constructed to pump the release material into the mudprocessing system. 

Page 2 of 3
 Once the release is contained and materials are removed, it will be disposed of

properly. 

Wetland or Waterbody Release: 

 If a release occurs within a waterbody, USACE will be contacted as soon as possible 

(within 24 hours) by DAPL. DAPL will inform USACE about any threat to public 

health and safety and explain whether or not the release can be corrected without 

incurring additional environment impact. If necessary, drilling operations will be 

reduced or suspended to assess the extent of the release and to implement 

corrective actions. 

 Temporary dams (e.g. sand bags) may be installed to isolate the fluid from a 

frac-within a protected feature.

 Vacuum trucks will be called in as necessary to assist in timely, effective removal 

of released drilling mud. 

 Once the release is contained and materials are removed, it will be properly 

disposed of. 

6.0 ABANDONMENT 

If corrective actions do not prevent or control releases from occurring into a protected 

feature, DAPL may opt to re-drill the hole along a different alignment within their 

easement rights or suspend the installation altogether. Other issues may require 

abandoning the hole, such as refusal or misalignment. In any case, the following 

procedures will be implemented to abandon the drill hole:

 The method for sealing the abandoned drill hole is to pump thickened drilling fluid 

into the hole as the drill assembly is extracted and using cement grout to make a 

cap. 

 Closer to the surface (within approximately 10 feet of the surface), a soil cap will be 

installed by filling with soil extracted during construction of the pit and berms. 

 The borehole entry location will be graded and seeded by the contractor to its 

original grade and condition after the drill hole has been abandoned. 

Page 3 of 3
APPENDIX C 

Right-of-Way Configurations and Typical Construction Details 
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
APPENDIX D 

Geotechnical Report
Horizontal Directional Drill Design Services

Dakota Access Pipeline Project 

Lake Oahe HDD 

Morton and Emmons Counties, North Dakota

for 

Dakota Access, LLC 

August 28, 2015
Horizontal Directional Drill Design Services

Dakota Access Pipeline Project

Lake Oahe HDD

Morton and Emmons Counties, North Dakota

for

Dakota Access, LLC

August 28, 2015

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700

August 28, 2015| Page i

File No. 18782-011-01

Table of Contents

EXECUTIVE SUMMARY............................................................................................................................ES-1

1.0 INTRODUCTION.................................................................................................................................... 1

1.1. Basis of Design ............................................................................................................................. 1

2.0 HDD CONSTRUCTION RECOMMENDATIONS .................................................................................... 2

2.1. General.......................................................................................................................................... 2

2.2. Construction Recommendations ................................................................................................. 2

3.0 HDD CONSTRUCTION RISKS AND CONSIDERATIONS ..................................................................... 3

3.1. Construction Risks........................................................................................................................ 3

3.1.1. Inadvertent Drilling Fluid Returns Evaluation.................................................................. 4

3.1.2. Results of Hydraulic Fracture Evaluation......................................................................... 5

3.1.3. Drill Hole Stability .............................................................................................................. 7

3.1.4. Hole Flushing ..................................................................................................................... 7

3.2. Construction Considerations........................................................................................................ 8

3.2.1. Site Access......................................................................................................................... 8

3.2.2. Workspace Considerations ............................................................................................... 8

3.2.3. Proposed HDD Plan and Profile........................................................................................ 8

3.2.4. Pilot Hole Considerations.................................................................................................. 9

3.2.5. Reaming and Swabbing Considerations ........................................................................10

3.2.6. Pullback Considerations .................................................................................................10

4.0 OPERATING CONDITIONS .................................................................................................................11

5.0 LIMITATIONS.........................................................................................................................................12

6.0 REFERENCES .......................................................................................................................................13

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2. Estimated Annular Drilling Fluid and Formation Limit Pressures for Pilot Hole Intersect

Figure 3. Hydraulic Fracture and Drilling Fluid Surface Release Factors of Safety for Pilot Hole Intersect

Figure 4. Example Calculation for Formation Limit Pressure in Clay.

Figure 5. Example Calculation for Formation Limit Pressure in Sand

Figure 6. Estimated Annular Drilling Fluid and Formation Limit Pressures for 30-Inch Ream Pass

Figure 7. Hydraulic Fracture and Drilling Fluid Surface Release Factors of Safety for 30-Inch Ream Pass

APPENDICES

Appendix A. HDD Design Drawings and Calculations

Appendix B. Geotechnical Data Report

Appendix C. Report Limitations and Guidelines for Use
August 28, 2015 | Page ES-1

File No. 18782-011-01

EXECUTIVE SUMMARY

This report provides the Horizontal Directional Drill (HDD) design of GeoEngineers, Inc. (GeoEngineers) for 

the proposed Dakota Access Pipeline (DAPL) Lake Oahe HDD at approximate DAPL milepost (MP) 166 in 

Morton and Emmons Counties, North Dakota. This report replaces and supersedes previous HDD reports 

for this proposed crossing. The location of the site is shown on the Vicinity Map, Figure 1. 

We understand that Dakota Access, LLC (Dakota Access) is proposing to construct approximately 

1,020 miles of 30-inch-diameter steel pipeline extending from Mountrail County, North Dakota through 

eastern South Dakota, Central Iowa, and terminating in Marion County, Illinois. The proposed 

Lake Oahe HDD would cross beneath Lake Oahe in Morton and Emmons Counties, North Dakota. The layout 

of the proposed HDD and approximate boring locations are shown in the attached design drawings in 

Appendix A.

We explored subsurface conditions near the proposed HDD site from October 28 through 

November 4, 2014, and from April 27 through May 4, 2015 by drilling seven geotechnical borings 

(LO-B-1 through LO-B-7) to depths of up to approximately 235 feet below ground surface (bgs) adjacent to 

the alignment of the proposed HDD. In general, the subsurface conditions encountered in the borings were 

consistent with published geology for the area, consisting predominantly of medium stiff to hard clay with 

varying amount of sand, overlaid by medium dense to very dense sand with varying amounts of silt, clay 

and gravel. A thin layer of gravel was encountered at boring LO-B-7. Details of our subsurface exploration 

program are included in our geotechnical data report which is attached as Appendix B.

Hydraulic fracture and drilling fluid surface release analyses were performed along the HDD profile

assuming the pilot hole is completed using the intersect method, which is the method that Michels 

Directional Crossings (Michels) has outlined in their drill plan for this installation dated August 18, 2015. 

In general, the results of the analysis indicate the risk of inadvertent returns of drilling fluid to the ground 

surface is generally low with factors of safety greater than 2.0. 

Based on the information available at this time, the subsurface conditions observed in our geotechnical 

explorations, our detailed HDD constructability review and review of Michels’ drill plan for this installation, 

it is our opinion that the proposed Lake Oahe HDD is feasible. There are, however, potential risks associated 

with the HDD method of construction at this crossing location that will require mitigation during 

construction. The primary risk to this HDD is related to the elevation differential between entry and exit. The 

exit point is approximately 68 feet higher than the entry point which will create approximately 390 feet of 

“dry hole” located on the exit side of the crossing. This length of “dry hole” will increase the risk of hole 

instability, groundwater influx, hole flush, stuck tooling, and ground subsidence. To mitigate the risks 

associated with the dry hole section, we understand that Michels will install 200 feet of large-diameter 

casing through the loose to medium dense soils within exit tangent of the HDD profile to stabilize the soils 

through that portion of the dry hole. Further, we understand Michels plans to ream the remainder of the dry 

hole section (or uncased dry hole section) last by reaming the hole from the entry (east) side to the exit 

(west) side.

This Executive Summary should be used only in context of the full report which it is intended.
August 28, 2015 | Page 1

File No. 18782-011-01

1.0 INTRODUCTION

At the request of Dakota Access, LLC (Dakota Access) and in general accordance with our subcontract 

agreement (No. 07-PSA-0017) GeoEngineers, Inc. (GeoEngineers) is pleased to submit this report which 

provides the Horizontal Directional Drill (HDD) design for the proposed Dakota Access Pipeline (DAPL) 

Lake Oahe HDD in Morton and Emmons Counties, North Dakota. This report replaces and supersedes 

previous HDD reports for this proposed crossing.The project site is shown on the Vicinity Map, Figure 1. 

We understand that Dakota Access is proposing to construct approximately 1,020 miles of 

30-inch-diameter steel pipeline extending from Mountrail County, North Dakota through eastern 

South Dakota, Central Iowa, and terminating in Marion County, Illinois. Further, we understand Dakota 

Access is proposing to construct approximately 151 miles of gathering line, consisting of 12.75-, 20-, 24-,

and 30-inch-diameter steel pipeline in McKenzie, Mountrail, and Williams Counties, North Dakota.

The proposed Lake Oahe HDD is a part of 30-inch DAPL mainline and would cross beneath Lake Oahe at 

approximate DAPL milepost (MP) 166 in Morton and Emmons Counties, North Dakota. The layout of the 

proposed HDD and approximate boring locations are shown in the attached design drawings included in 

Appendix A.

We explored subsurface conditions near the proposed HDD site from October 28 through 

November 4, 2014, and from April 27 through May 4, 2015 by drilling seven geotechnical borings 

(LO-B-1 through LO-B-7) to depths of up to approximately 235 feet below ground surface (bgs) adjacent to 

the alignment of the proposed HDD. In general, the subsurface conditions encountered in the borings were 

consistent with the published geology for the area, consisting predominantly of medium stiff to hard clay 

with varying amount of sand, overlaid by medium dense to very dense sand with varying amounts of silt, 

clay and gravel. A layer of gravel was encountered at boring LO-B-7 near the entry point. Details of our 

subsurface exploration program are included in our geotechnical data report attached as Appendix B.

We understand that Michels Directional Crossings (Michels) will be the contractor for this HDD installation. 

Further, following discussions with Michels and Dakota Access and their review of our geotechnical report

and a previous version of this design report, Michels has developed and provided a drill plan dated August 

18, 2015 which addresses mitigation of the primary risks we previously identified at this crossing. We have 

reviewed and this report references Michels drill plan. 

1.1. Basis of Design

Our HDD design has been completed in general accordance with the latest versions of the Code of Federal 

Regulations (CFR), Title 49, Part 195, American Society of Mechanical Engineers (ASME) B31.4, and 

generally accepted practices within the pipeline industry. When more conservative, we analyzed the design 

per the gas pipeline requirement found in CFR, Title 49, Part 192, and ASME B31.8. The HDD design 

engineering was completed based on the parameters presented below in Table 1.
August 28, 2015 | Page 2

File No. 18782-011-01

TABLE 1. BASIS OF DESIGN FOR THE 30-INCH LAKE OAHE HDD 

Notes:

a w.t. – wall thickness

b psig – pounds per square inch gauge

c As defined in CFR 49, Sections 192.5 and 192.111

2.0 HDD CONSTRUCTION RECOMMENDATIONS

2.1. General

Based on the information available at this time, the results of our subsurface exploration and laboratory 

testing program and our engineering analyses, it is our opinion the proposed Lake Oahe HDD is technically 

feasible, provided the construction requirements specified within the Dakota Access Construction 

Specification, Specification Number: DAPL-WGM-GN000-PRE-SPC-00001 (Construction Specification) 

dated April 20, 2015 and noted in the design drawings along with the mitigation measures outlined in 

Michels’ drill plan are incorporated into the construction process. In addition, Michels should make all 

reasonable attempts to utilize “best drilling practices” during all construction phases of the project. This 

report also provides our construction recommendations that, in our opinion will help mitigate some of the 

risks inherent with this project and increase the likelihood the installation will be completed successfully 

and on schedule. The construction recommendations for consideration by the project team are provided in 

Section 2.2. A detailed discussion of the construction risks and general construction considerations is 

provided in Section 3.0. 

2.2. Construction Recommendations

This section provides GeoEngineers’ construction recommendations that in our judgment should be 

considered by Michels to increase the likelihood the pipeline can be successfully installed without damage 

or significant construction difficulties and delays. Our recommendations are not meant to be exhaustive 

and do not relieve Michels from the responsibility of reviewing all of the information related to the proposed 

crossing. 

Product Pipe Data Design Parameter

Product Pipe Specifications 30 inches x 0.625 inches w.t.a API 5L – X70

Horizontal Crossing Length 7,500 feet

Maximum Allowable Operating Pressure 1,440 psigb 

Maximum Operating Temperature 100 degrees F

Tie-In Temperature 70 degrees F

Design Factorc 0.50
August 28, 2015 | Page 3

File No. 18782-011-01

TABLE 2. GEOENGINEERS’ CONSTRUCTION RECOMMENDATIONS

General Recommendations

We recommend Michels visit the site and evaluate the designated access routes to determine what improvements 

might be necessary and what considerations may be needed to mobilize their equipment to the site.

We recommend Michels visit the workspace areas to determine the extent of preconstruction site preparation 

necessary for HDD activities. 

Pilot Hole Recommendations

We recommend the secondary survey wires be placed at least as wide as the survey probe is deep plus an allowance 

for the vertical pilot hole tolerance. As a result, the depth of the HDD profile will require the coil to increase in width 

from approximately 20 feet wide near the entry and exit locations to a minimum of approximately 140 feet wide 

through portions of the drill profile.

After surveying the secondary survey wire, Michels’ pilot hole surveyor should report any lack of closure that may 

indicate incorrectly located entry and/or exit points or any other potential discrepancy with the design information 

provided on the design drawing.

We recommend Michels review the project plans and workspace limitations to determine the most appropriate 

configuration for the secondary survey system. Depending on the lake elevation at the time of construction, it may 

be difficult to accurately place and survey the secondary survey coil wire along much of the HDD alignment. Since 

Michels may use a gyroscopic steering tool to survey the pilot hole, a secondary survey coil wire may not be needed.

We recommend Michels’ as-built drawing be reviewed by GeoEngineers prior to storing the data in the project file.

Reaming and Swabbing Recommendation

We recommend Michels adjust the penetration and/or pump rates while conducting reaming operations to maintain 

an annular solids content of 30 percent or less.

Installation Recommendations

We recommend limiting the overbend radius to a minimum of 1,000 feet to reduce the risk of damaging the product 

pipe during pullback operations.

3.0 HDD CONSTRUCTION RISKS AND CONSIDERATIONS

3.1. Construction Risks

Michels’ means and methods during construction are critical to the successful completion of the HDD. 

Because the subsurface conditions can vary between borings, we recommend GeoEngineers be on-site to 

document the drilling process in real time to mitigate risks and increase the potential for a successful 

installation of this HDD. The following items have been considered during design and preconstruction 

planning to increase the likelihood of the successful installation of this HDD:

■ The entry point is approximately 68 feet lower than the exit point creating approximately 390 feet of

“dry hole” located on the exit side of the crossing.

■ We understand that the risk of hole instabilities within the dry section of the hole will be mitigated by 

the installation of approximately 200 feet of large-diameter casing through the loose to medium dense 

soils within exit tangent of the HDD profile to stabilize the soils through that portion of the dry hole.

■ We understand the risk of a potential “hole flush” of drilling fluid will be mitigated by maintaining drilling 

fluid returns to the entry (east) side of the crossing and swabbing the hole as necessary to prevent the 
August 28, 2015 | Page 4

File No. 18782-011-01

buildup of cuttings downhole restricting the flow of drilling fluid to entry. The drilling fluid properties will 

be carefully monitored and amended as necessary to optimize the removal of cuttings from the hole. 

3.1.1.Inadvertent Drilling Fluid Returns Evaluation

3.1.1.1. General

The procedures used to evaluate the potential for drilling fluid loss through hydraulic fracturing are based 

primarily on research completed by Delft Geotechnics, as discussed in Appendix B of the USACE Report 

CPAR-GL-98 (Staheli, et al., 1998, “Installation of Pipelines Beneath Levees Using Horizontal Directional 

Drilling,” United States Army Corps of Engineers, Waterways Experiment Station, CPAR-98-1). The 

methodologies used to estimate the hydraulic fracture potential outlined in the research are based on cavity 

expansion theory. The cavity expansion model is used to estimate the maximum effective pressure in the 

drill hole before plastic deformation of the drill hole occurs.

3.1.1.2. Model Input Parameters

In order to evaluate the hydraulic fracture and inadvertent drilling fluid returns potential for a given case, 

assumptions must be made when selecting the input parameters. The assumptions used in the model 

include the extent and uniformity of soil layers, hydrostatic water pressures, drilling fluid properties, 

penetration rates and pump rates. The soil strength properties are estimated based on interpretations of 

the boring logs and laboratory test results. The drilling fluid properties, penetration rates and pump rates 

are estimated based on generally accepted best management practices (BMPs) of the HDD industry. 

Consequently, the results of the evaluation are only estimates of the potential for hydraulic fracture and 

inadvertent drilling fluid returns.

The soil units encountered in the vicinity of the HDD are characterized by borings LO-B-1 through LO-B-7. In 

general, the subsurface conditions encountered in the borings consisted predominantly of medium stiff to 

hard clay with varying amount of sand, overlaid by medium dense to very dense sand with varying amounts 

of silt, clay and gravel. A layer of gravel was encountered at boring LO B-7 near the entry point. Details of 

our subsurface exploration program are included in our geotechnical data report attached as Appendix B.

Based on the results of the exploration program and subsequent laboratory testing program, the soil 

properties used in the evaluation are presented in Table 3 below. 

TABLE 3. ESTIMATED SOIL PROPERTIES 

Soil Description Unit Weight (pcfa)

Friction Angle 

(degrees) Cohesion (psfb

)

Soft silt and clay 110 0 250

Stiff clay 120 0 1,250

Hard clay 125 0 3,000 to 4,000

Loose sand with silt and clayey sand 115 26 0

Medium dense silty sand 120 30 0

Very dense sand with variable silt and clay 125 to 130 34 0

Notes:

a pcf – pounds per cubic feet

b psf – pounds per square foot
August 28, 2015 | Page 5

File No. 18782-011-01

In addition to the subsurface soil conditions, the drilling fluid properties influence the risk of hydraulic 

fracture and inadvertent returns and are dependent on the field conditions and the construction practices 

of the HDD contractor and “mud engineer.” Changes in these properties can significantly affect the 

potential for hydraulic fracture and inadvertent drilling fluid returns. The parameters used in the evaluation 

for the Lake Oahe HDD installation are summarized in Table 4. Michels’ drill plan indicates they will utilize 

a drill bit with a diameter of 12.625 inches. Because this is slightly larger than the drill bit diameter we 

used in our analyses, the risk of inadvertent drilling fluid returns during construction will be less than we 

have estimated because the larger annulus created by the larger bit reduces annular drilling fluid 

pressures. 

TABLE 4. ESTIMATED TOOL DIMENSIONS AND RHEOLOGICAL PARAMETERS

Parameter Value

Pilot Hole Bit Diameter 12.25 inches

Drill Pipe Diameter 6.625 inches

Drilling Fluid Weight 9.5 ppga

Plastic Viscosity 12 CPb

Yield Point 26 lb/100 sfc

Notes:

a ppg – pounds per gallon

b CP – centipoise

c

lb/100 sf – pounds per 100 square feet

3.1.2.Results of Hydraulic Fracture Evaluation

Based on the soil properties, rheological parameters and anticipated tool dimensions, the model considers 

the total and effective overburden stresses, shear strengths of the soil, and the estimated drilling fluid 

pressures along the drill path. A comparison is then made of the estimated drilling fluid pressures 

immediately behind the drill bit and the ability of the formation to resist plastic deformation.

When evaluating the risk of hydraulic fracture and inadvertent drilling fluid returns, the analysis computes 

two types of factors of safety. These are: 

■ factor of safety against localized hydraulic fracture

■ factor of safety against drilling fluid surface release

Local Hydraulic Fracture: The factor of safety against hydraulic fracture is the ratio of the formation limit 

pressure to the estimated drilling fluid pressure along the profile, shown as the green line in Figure 3. This 

represents the factor of safety against hydraulic fracture of the soil immediately surrounding the HDD profile 

and is a localized condition.

Drilling Fluid Surface Release: The factors of safety against inadvertent drilling fluid returns considers the 

strength of the soil column above the HDD profile that resists drilling fluid migrating to the ground surface. 

It is computed by comparing the formation limit pressure of the soil units above a specific point along the 

planned HDD alignment to the anticipated drilling fluid pressure at that same point. The factors of safety 

against inadvertent drilling fluid returns are shown in Figure 3 at selected points shown as red triangles. 

In some cases, the evaluation may indicate a high potential for, or a low factor of safety against, hydraulic 
August 28, 2015 | Page 6

File No. 18782-011-01

fracture in the soils surrounding the drill bit; however, a higher-strength layer may be present above the 

weaker layer that may prevent the migration of drilling fluid toward the ground surface, thus providing a 

higher factor of safety against inadvertent drilling fluid returns.

Table 5 below shows the relative risk associated with the estimated factors of safety against hydraulic 

fracture and inadvertent drilling fluid returns. 

TABLE 5. RELATIVE HYDRAULIC FRACTURE AND INADVERTENT DRILLING FLUID RETURNS RISK 

Factor of Safety Relative Risk

Less than 1 Very High

Between 1 and 1.5 High

Between 1.5 and 2 Moderate

Greater than 2 Low 

Our analyses were completed assuming the pilot hole would be completed using the intersect method 

based on the procedures outlined in Michels’ drill plan. As a result, we performed two sets of analyses to 

model drilling the pilot hole from entry to exit and also from exit to entry. The resulting data were then 

combined to represent intersecting the pilot hole at Station 35+00. The combined results of the hydraulic 

fracture evaluations are presented in Figures 2 and 3. The formation limit pressure, presented in Figure 2, 

is the ability of the soil to resist plastic deformation and is reflective of the shear strength of the soil through 

which the HDD profile passes. Example calculations for the formation limit pressure are provided in Figures 

4 and 5. Based on the HDD design, the proposed HDD profile passes through (from entry to exit)

predominately medium stiff to hard clay through the entry tangent and entry curve before entering dense 

to very dense sands in the bottom tangent of the profile. Approximately mid-way through the bottom 

tangent, the profile enters a very stiff to hard clay unit before entering units of very dense silty and clayey 

sand through the exit tangent of the profile. The estimated drilling fluid pressure is shown in Figure 2 as 

the heavy red and brown lines which represent the drilling fluid pressure required to maintain drilling fluid 

circulation along the HDD profile based on the anticipated drilling fluid properties shown in Table 4. 

The drilling fluid surface release (inadvertent returns) pressure profile is shown as the red line with red 

triangles in Figure 2. The risk of inadvertent drilling fluid returns surfacing along the alignment is generally 

low along the entire alignment with factors of safety above 2.0 as shown as the red triangles in Figure 3.

This outcome is the result of the medium dense to very dense sand layers overlying the deeper clay units 

which act as a barrier to drilling fluid flow to the surface and the fact that a pilot hole intersect will be 

completed.

We also evaluated the risk of inadvertent drilling fluid returns during a 30-inch-diameter reaming pass from 

entry to exit as shown in Figures 6 and 7. We understand Michels intends to ream the hole to a final 

diameter of 42 inches in a single pass from entry to exit; however, they may conduct a 30-inch ream pass 

prior to the 42-inch pass based on the subsurface conditions encountered during pilot hole operations and 

other factors. The results of the analysis indicate that the factors of safety against inadvertent returns along 

the HDD alignment remain above 4.0 during the 30-inch ream pass which corresponds to a very low risk of 

inadvertent returns.

Based on Michels’ drill plan, they will use BMPs to reduce the potential for hydraulic fracture and drilling 

fluid surface releases. This includes, but is not limited to, the installation of 120 feet of large-diameter 
August 28, 2015 | Page 7

File No. 18782-011-01

conductor casing along the entry tangent of the HDD profile, continuous monitoring of drilling fluid returns, 

maintaining drilling fluid circulation during all phases of HDD operations, swabbing the hole as necessary 

to help remove cuttings from the hole and reduce downhole pressures, and the use of weeper subs in the 

downhole drill pipe string. These measures will help to prevent the annular drilling fluid pressures from 

exceeding the inadvertent drilling fluid returns pressure as shown in Figure 2.

3.1.3.Drill Hole Stability

In general, soil conditions encountered in the exploration borings near the proposed HDD alignment were 

consistent with the published geology for the area consisting predominantly of medium stiff to hard clay 

with varying amounts of sand, overlaid by medium dense to very dense sand with varying amounts of silt, 

clay and gravel. A layer of gravel was encountered at boring LO-B-7 near the entry point.

The difference in elevation between the entry and exit points of the proposed HDD (approximately 68 feet) 

will cause the drilling fluid within the hole to come to equilibrium at the lower of the two points, resulting in

a portion of the hole to be situated above the drilling fluid equilibrium elevation. This condition creates a 

dry section within the hole, which will increase the risk of hole collapse, groundwater influx and poor cuttings 

removal from the annulus during reaming operations which, in turn may lead to additional risks (ground 

settlement and loss of drilling fluid returns). As designed, approximately 390 feet of the exit tangent will be 

dry hole. The subsurface units along this section of the profile are likely to consist primarily of clayey sand 

with trace gravel. To mitigate the risks associated with the dry hole section, Michels will install 200 feet of 

large-diameter casing through the loose to medium dense soils within exit tangent of the HDD profile to 

stabilize the soils through that portion of the dry hole. Michels also plans to ream the remainder of the dry 

hole section last by reaming the hole from the entry (east) side to the exit (west) side.

3.1.4.Hole Flushing

If the hole becomes obstructed with soil or cuttings generated during pilot hole or reaming operations, the 

drilling fluid level in the hole can begin to rise above the low end of the crossing into the normally “dry” 

portion of the hole. The drilling fluid will often continue to rise in the “dry” section of the hole until the 

hydrostatic pressures within the hole causes a breach in the obstruction and the drilling fluid level in the 

hole begins to equalize. This is often referred to as a “hole flush.” Depending on the diameter of the hole 

and the height of the drilling fluid above the low side of the crossing when the hole flushes, the volume of 

drilling fluid that is expelled from the hole can be significant. If Michels is not prepared to collect and contain 

the volume of drilling fluid generated during the hole flush, the drilling fluid can impact sensitive areas 

outside of the designated workspace areas. 

We understand Michels will take the following steps to prevent hole flushing from occurring.:

■ Employing a drilling fluid (“mud”) engineer to test the drilling fluid properties and implement methods 

to optimize the drilling fluid properties through the use of additives, as necessary.

■ Making attempts to restore drilling fluid returns should drilling fluid returns begin to slow. The slowing 

of drilling fluid returns may indicate that drilled cuttings are accumulating in the hole, restricting the 

flow and that fluid is beginning to back up within the “dry” portion of the hole. Proactive methods to 

prevent a hole flush will include the use of “weeper” subs or swabbing the hole to help entrain drilled 

cuttings into the drilling fluid and transport them out of the hole. 
August 28, 2015 | Page 8

File No. 18782-011-01

■ The use of multiple high pressure drilling fluid pumps to allow for high drilling fluid flow rates and higher 

annular velocities, which helps to transport drilled cuttings from the hole.

3.2. Construction Considerations

3.2.1.Site Access

The proposed HDD entry workspace may be accessed via pipeline right-of-way (ROW) from Highway 1804

east of the workspace. Minor clearing and grading may be required prior to mobilizing equipment to the site.

The HDD exit workspace may be accessed via pipeline ROW and an access road from Highway 1806

northwest of the workspace. Because of the topography along the pipeline ROW northwest of the exit 

workspace, significant grading along portions of the ROW will likely be required prior to mobilizing 

equipment to the site.

Depending upon conditions at the time of construction, load-dispersing materials such as timber mats or 

quarry rock may be required to maintain stabilization of the equipment entering the locations. We 

recommend Michels visit the site and evaluate the designated access routes to determine what 

improvements might be necessary and what considerations may be needed to mobilize their equipment to 

the site.

3.2.2.Workspace Considerations

The temporary workspace at entry includes a rectangular-shaped area measuring 200 feet wide by 250 feet 

in length with the entry point positioned 50 feet from the front (west side) of the workspace. The entry 

workspace is located in a relatively flat grassy pasture such that significant clearing and grading should not 

be needed prior to mobilization of equipment to the site. 

The temporary workspace at exit includes a rectangular-shaped area measuring 200 feet wide by 250 feet 

in length with the exit point positioned 75 feet from the front (east side) of the workspace. The exit 

workspace is located in a grassy pasture area such that only stripping of the top soil should be needed prior 

to mobilization of equipment to the site. The ground surface within the exit workspace is gently sloped such 

that minor grading may be required prior to mobilization of equipment to the site. 

The proposed product pipe stringing and fabrication workspace will extend 7,575 feet west of the temporary 

exit workspace and has a radius of 3,000 feet that curves northward as depicted in the HDD design 

drawings in Appendix A. The product pipe stringing and fabrication workspace is of sufficient length to string 

the product pipe in one continuous section during pullback operations; however, the workspace crosses 

three narrow drainages. Grading within the product pipe stringing area will be needed prior to the 

fabrication and stringing of the product pipe. 

We recommend that Michels visit the workspace areas to determine the extent of clearing and grading 

necessary to prepare the site for HDD activities and to facilitate stringing of the product pipe pull sections 

and handling of the pipe during pullback operations.

3.2.3.Proposed HDD Plan and Profile

A plan and profile design drawing for the proposed Lake Oahe HDD is included in Appendix A. The design 

drawing includes the necessary geometric information required to complete the pilot hole and the site 
August 28, 2015 | Page 9

File No. 18782-011-01

specific construction requirements. Detailed calculations for minimum allowable radius of curvature, 

operating stresses and installation loads and stresses are also included for reference in Appendix A.

The proposed Lake Oahe HDD is 7,500 feet long as measured along the HDD centerline, with a length of 

approximately 7,529 feet as measured along the drill profile. The radius of curvature for the entry and exit 

vertical curves are 3,600 feet which is larger than the standard to provide additional tolerance while 

advancing the pilot hole. The HDD profile was designed to a depth to help provide adequate cover beneath 

the Lake Oahe and to avoid the gravelly sand units observed in borings LO-B-3 and LO-B-4.

3.2.4.Pilot Hole Considerations

3.2.4.1. Pilot Hole Survey

Michels should provide and maintain at all times instrumentation to document and accurately locate the 

pilot hole. This effort should include the use of a downhole steering tool as well as a secondary survey 

system (TruTrack, ParaTrack, or equivalent) or a gyroscopic steering tool. If the Michels elects to use the 

wire coil grids with these secondary survey systems, we recommend the secondary survey wires be placed 

at least as wide as the survey probe is deep plus an allowance for the pilot hole vertical tolerance. As a 

result, the depth of the HDD profile will require the coil to increase in width from approximately 20 feet wide 

near the entry and exit locations to a minimum of approximately 130 feet wide through portions of the drill 

profile. The placement of the coils is limited to areas where ground surface conditions, permit requirements, 

and agreements with landowners allow and as such, we recommend Michels review the project plans and 

workspace limitations to determine the most appropriate configuration for the secondary survey system.

After surveying the secondary survey wire, Michels’ pilot hole surveyor should report any lack of closure 

that may indicate incorrectly located entry and/or exit points or any other potential discrepancy with the 

design information provided on the design drawing. 

3.2.4.2. Tolerances

Based on the design geometry and proposed product pipe specifications, the minimum allowable three-joint 

vertical radius over any consecutive three-joint section should not be less than 2,050 feet. The three-joint 

radius should be calculated for each three-joint (for Range 2 drill pipe) section (approximately 90 feet) 

drilled during pilot hole operations. The recommended horizontal pilot hole tolerances are 10 feet left and 

10 feet right of the designed alignment. The vertical pilot hole tolerances are 2 feet above and 10 feet below 

the designed profile. We recommend the pilot hole not be accepted if its location would result in the pipeline 

being installed in violation of the ROW and permit stipulations section of the contract, any federal, state or 

local permit requirements or required clearances between Dakota Access and foreign owned utilities and 

structures. For the entry and exit point tolerances please refer to the HDD design drawings in Appendix A. 

We recommend that, upon completion of the pilot hole, GeoEngineers have the opportunity to review the 

pilot hole survey data prior to the start of reaming operations. 

3.2.4.3. Pilot Hole As-Built

We recommend Michels be required to produce and submit an as-built drawing of the pilot hole survey data 

within two weeks of the completion of pullback operations. This drawing should include a tabulation of the 

supporting as-built survey data used to generate the drawing. We recommend that Michels’ as-built drawing 

be reviewed by GeoEngineers prior to storing the data in the project file.
August 28, 2015 | Page 10

File No. 18782-011-01

3.2.5.Reaming and Swabbing Considerations

3.2.5.1. Reaming

We understand that Michels will ream the hole to a minimum final hole diameter of at least 42 inches and 

that reaming operations will be conducted from entry to exit (east to west) to allow for the dry hole section 

to be reamed last, thereby mitigating the risk of hole instabilities through the exit tangent of the HDD profile. 

Because a pilot hole intersect will be completed, Michels will have all the necessary equipment on each 

side of the crossing needed to accomplish this.

3.2.5.2. Hole Swabbing

Swabbing the hole after the completion of reaming operations is generally one of the best methods to 

evaluate if the hole is in a condition to receive the product pipe. Irregularities in the hole, zones of instability 

and areas where drill cuttings may have accumulated can often be detected during the swab pass. In the 

event that any of these conditions are detected, or suspected, mitigation measures can be employed prior 

to pullback operations to increase the likelihood of successfully installing the product pipe without damage. 

Mitigation measures may include additional reaming or swab passes. 

We understand Michels will complete at least one (1) swab pass to evaluate the condition of the hole prior 

to pullback operations and review the data collected during the reaming and swab passes with Dakota 

Access before pullback operations begin.

3.2.6.Pullback Considerations

3.2.6.1. Handling of the Product Pipe

The minimum allowable radius of curvature for handling and positioning the product pipe in preparation for 

pullback operations is 800 feet (see Appendix A for detailed calculations of the overbend radius). This 

radius of curvature results in a bending stress of approximately 67 percent of the Specified Minimum Yield 

Stress (SMYS) (47,200 pounds per square inch). We recommend the overbend radius be limited to at least 

1,000 feet to reduce the risk of damaging the product pipe during pullback operations.

3.2.6.2. Installation Loads

For the proposed HDD, we analyzed the anticipated pull loads for the as-designed HDD geometry based 

upon different drilling fluid weights in the hole and with and without the use of buoyancy control inside the 

product pipe. The proposed 30-inch-diameter steel product pipe will be positively buoyant in the anticipated 

drilling fluid weights. Because of the length of this proposed crossing, we understand Michels will add water 

to product pipe in an effort to reduce positive buoyancy during pullback. Our analyses include a range of 

cases with differing drilling fluid densities in the hole during pullback and with and without the use of 

buoyancy control and one in which neutral buoyancy is achieved, for comparison. Installation load and 

stress calculation results are attached in Appendix A. 

The five cases analyzed are as follows:

1. The annulus contains 9.5 pounds per gallon (lb/gal) drilling fluid and the product pipe is empty.

2. The annulus contains 9.5 lb/gal drilling fluid and the product pipe is full of water.

3. The annulus contains 12 lb/gal drilling fluid and the product pipe is empty.

4. The annulus contains 12 lb/gal drilling fluid and the product pipe is full of water.

5. The annulus contains 10 lb/gal drilling fluid and the product pipe is neutrally buoyant.
August 28, 2015 | Page 11

File No. 18782-011-01

The following table presents a summary of the calculated installation loads for the crossing.

TABLE 6. INSTALLATION LOADS FOR THE 30-INCH LAKE OAHE HDDA

Drilling Fluid Weight

(lb/gal)

Buoyancy 

Condition

Effective Pipe Weightb

(lb/ft)

Pullback Forcec

(lb)

9.5 Empty -152 844,000

9.5 Full 129 690,000

12 Empty -244 1,076,000

12 Full 37 515,000

10 Neutral 0 457,000

Notes:

A Assumes the as-designed HDD profile. See Appendix A for detailed calculations.

b Negative values indicate upward force (positive buoyancy).

c. Assumes a fully open drilled hole with no obstructions.

Based on our analysis of the installation loads (see Table 6) and the fact that Michels will utilize buoyancy 

control within the product pipe, the pullback force during installation of the 30-inch-diameter product pipe 

may be as high as approximately 690,000 pounds depending on the weight of the drilling fluid in the hole 

at the time of pullback. The calculated safe pull force for this installation is in excess of 2,000,000 pounds 

such that the limiting pull force will depend on the capacity of the tooling Michels intends to utilize during 

pullback operations. 

3.2.6.3. Pneumatic Hammer Usage

In some instances, a pneumatic hammer can be utilized to assist the installation of the product pipe. We 

understand Michels will not employ the use of a pneumatic hammer without prior approval from Dakota 

Access. 

3.2.6.4. Drilling Fluid Displacement

During pullback operations, the product pipe will displace approximately 276,000 gallons of drilling fluid. 

Because of the geometry of the HDD profile we anticipate that much of the displaced drilling fluid will likely 

flow to the entry point on the east side of the crossing. 

4.0 OPERATING CONDITIONS

For our analysis of the operating stresses, the installation and operating temperatures utilized for the 

30-inch pipeline were 70 and 100 degrees Fahrenheit, respectively. We can further evaluate different 

installation and operating temperatures, if necessary. Also, the operating stresses are based on a minimum 

allowable pilot hole radius of curvature of 2,050 feet. If the as-built minimum radius of the pilot hole is less 

than 2,050 feet, the operating stresses will be increased. The following table presents a summary of the 

operating stresses for the product pipe specifications proposed for the HDD.
August 28, 2015 | Page 12

File No. 18782-011-01

TABLE 7. OPERATING STRESSES FOR THE 30-INCH LAKE OAHE HDD *

Stress Component Stress 

(psi)

Percent 

SMYSa(%)

Maximum Allowable 

Percent SMYSa(%)

Longitudinal Bending Stress 17,900 26 -

Hoop Stress 34,600 49 50b

Longitudinal Tensile Stress from Hoop Stress 10,400 15 -

Longitudinal Stress from Thermal Expansion -5,700 8 90c

Maximum Net Longitudinal Stress 22,500 32 67c

Maximum Shear Stress 23,900 34 45d

Maximum Combined Effective Stress 47,800 68 90c

Notes:

* Operating Stresses are based on an Allowable Minimum Radius of 2,050 feet

a Specified Minimum Yield Stress

b. Limited by design factor from design basis

c. Limited by section 402.3.2 of ASME B31.4

d. Limited by Section 402.3.1 of ASME B31.4

5.0 LIMITATIONS

We have prepared this report for use by Dakota Access, LLC and their authorized agents and other approved 

members of the design team involved with this project. The report is not intended for use by others, and 

the information contained herein is not applicable to other sites. Our report, conclusions and interpretations 

should not be construed as a warranty of the subsurface conditions. To increase the likelihood of a 

successful installation, the conclusions and recommendations in this report should be applied in their 

entirety.

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may also 

vary with time. A contingency for unanticipated conditions should be included in the project budget and 

schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation be 

provided by GeoEngineers during construction to confirm that the conditions encountered are consistent 

with those indicated by the explorations, to provide recommendations for design changes should the 

conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and 

pipeline installation activities comply with contract plans and specifications.

The scope of our services does not include services related to construction safety precautions. Our 

recommendations are not intended to direct the contractor's methods, techniques, sequences or 

procedures, except as specifically described in our report for consideration in developing an HDD Work

Plan.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with 

generally accepted practices in this area at the time the report was prepared. No warranty or other 

conditions, express, written, or implied, should be understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if 

provided, and any attachments are only a copy of the original document. The original document is stored 

by GeoEngineers, and will serve as the official document of record.
August 28, 2015 | Page 13

File No. 18782-011-01

Please refer to Appendix C, titled “Report Limitations and Guidelines for Use,” for additional information 

pertaining to use of this report.

6.0 REFERENCES

From the CFR Title 49, Part 195

 Code of Federal Regulations (2013), “Design Factor for Steel Pipe,” CFR Transportation, Title 

49 Part 192.111

 Code of Federal Regulations (2013), “Design Factor for Steel Pipe,” CFR Transportation, Title 

49 Part 195.106

From ASME, Pipeline Transportation Systems for Liquid Hydrocarbons and Other Liquids (B31.4)

 The American Society of Mechanical Engineers (2012), “Allowable Stress Values,” ASME 

Pipeline Transportation Systems for Liquid Hydrocarbons and Other Liquids, B31.4 

Part 402.3.1 

 The American Society of Mechanical Engineers (2012), “Limits of Calculated Stresses Due to 

Suspended Loads and Thermal Expansion,” ASME Pipeline Transportation Systems for Liquid 

Hydrocarbons and Other Liquids, B31.4 Part 402.3.2

From ASME, Gas Transmission and Distribution Piping Systems (B31.8)

 The American Society of Mechanical Engineers (2010), “Summation of Longitudinal Stress in 

Restrained Pipe,” ASME Gas Transmission and Distribution Piping Systems, B31.8 Part 833.3

 The American Society of Mechanical Engineers (2010), “Combined Stress for Restrained Pipe,” 

ASME Gas Transmission and Distribution Piping Systems, B31.8 Part 833.4 

Pipeline Research Committee International (PRCI) of the American Gas Association “Installation of Pipelines 

by Horizontal Directional Drilling, An Engineering Design Guide,” November, 2008.

Dakota Access, LLC, Pipeline Construction Plan Document No. DAPL-WGM-GN000-PRE-SPC-00001, Project 

No. 10395700, Revision C, Issue Date: April 20, 2015.
FIGURES
L

a

ke

O

ahe-Missouri River

Cannonbal l R iver

Badger Creek

Ric e Cree k

Canno nball River

Hor sehead Creek

UV1806

UV1804

UV24

Morton

Emmons

Sioux

DAKOTA ACCESS PIPELINE PROJECT

VICINITY MAP

Figure 1

2

μ0 2

Miles

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to

assist in showing features discussed in an attached document.

GeoEngineers, Inc. cannot guarantee the accuracy and content

of electronic files. The master file is stored by GeoEngineers,

Inc. and will serve as the official record of this communication.

Data Sources: ESRI Data & Maps, Street Maps 2008.

Imagery from ESRI Data Online.

Projection: NAD 1983, UTM Zone 14 North. Office: SPR Path: P:\18\18782011\01\GIS\Vicinity Maps\North Dakota\Lake Oahe HDD.mxd Map Revised: 21 August 2015 tbyrd

North Dakota

South Dakota

Grant

Morton

Sioux

Emmons

Burleigh Kidder

Corson

Logan

McIntosh

Oliver

Campbell

Mercer

PROPOSED DAKOTAACCESS

PIPELINE ALIGNMENT (08-17-2015)

LAKE OAHE HDD

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON AND EMMONS COUNTIES, NORTH DAKOTA

DAPL Mainline
LO-B-1	

LO-B-2	

LO-B-3	

LO-B-4	

LO-B-5	

LO-B-7	

LO-B-6	

Entry	

Exit	

Lake	Oahe	

Intersect	Loca<on	(35+00)	

0	

100	

200	

300	

400	

500	

600	

700	

800	

900	

1000	

1100	

1200	

1450	

1475	

1500	

1525	

1550	

1575	

1600	

1625	

1650	

1675	

1700	

1725	

1750	

00+00	 05+00	 10+00	 15+00	 20+00	 25+00	 30+00	 35+00	 40+00	 45+00	 50+00	 55+00	 60+00	 65+00	 70+00	 75+00	 80+00	 85+00	

Pressure	(psi)	

Eleva/on	(2)	

Sta/on	

Ground	Surface	Eleva<on	(J)	

HDD	Profile	(J)	

Forma<on	Limit	Pressure	(psi)	

Es<mated	Annular	Drilliing	Fluid	Pressure	(psi)	-	Entry	to	Exit	

Es<mated	Annular	Drilliing	Fluid	Pressure	(psi)	-	Exit	to	Entry	

Drilling	Fluid	Surface	Release	Pressure	(psi)	

Crossing	Length	(J)	 ESTIMATED	ANNULAR	DRILLING	FLUID,	FORMATION	LIMIT,	AND	SURFACE	RELEASE	PRESSURES	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

Plas<c	Viscosity	(CP)	

Yield	Point	(lb/100	J)	

7500	

12.250	

6.625	

9.5	

12	

26	

18782-011-01		RTB/AES			150819			<FracOut.v4b39.xls>	

LAKE	OAHE	HDD	

LAKE	OAHE	HDD	

FIGURE	2	
LO-B-1	

LO-B-2	

LO-B-3	

LO-B-4	

LO-B-5	

LO-B-7	

LO-B-6	

Entry	

Exit	

Lake	Oahe	

Intersect	Loca<on	(35+00)	

0.0	

1.0	

2.0	

3.0	

4.0	

5.0	

6.0	

7.0	

8.0	

9.0	

10.0	

11.0	

12.0	

1450	

1475	

1500	

1525	

1550	

1575	

1600	

1625	

1650	

1675	

1700	

1725	

1750	

00+00	 05+00	 10+00	 15+00	 20+00	 25+00	 30+00	 35+00	 40+00	 45+00	 50+00	 55+00	 60+00	 65+00	 70+00	 75+00	 80+00	 85+00	

Factor	of	Safety	

Eleva/on	(2)	

Sta/on	

Ground	Surface	Eleva<on	(J)	

HDD	Profile	(J)	

Hydraulic	Fracture	Factor	of	Safety	-	Entry	to	Exit	

Hydraulic	Fracture	Factor	of	Safety	-	Exit	to	Entry	

Drilling	Fluid	Surface	Release	Factor	of	Safety	for	Pilot	Hole	

Factor	of	Safety	=	2	

LAKE	OAHE	HDD	

HYDRAULIC	FRACTURE	AND	DRILLING	FLUID	SURFACE	RELEASE	FACTORS	OF	SAFETY	

LAKE	OAHE	HDD	

FIGURE	3	

Crossing	Length	(J)	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

Plas<c	Viscosity	(CP)	

Yield	Point	(lb/100	J)	

7500	

12.250	

6.625	

9.5	

12	

26	

18782-011-01		RTB/AES			150819			<FracOut.v4b39.xls>	
FORMATION LIMIT PRESSURE CALCULATIONS FOR 

Objective: Calculate the factor of safety against hydraulic fracture 

Conditions: See sketch 

Task 1: Calculate allowable mud pressure at ft depth 

Reference: "Installation of Pipelines Beneath Levees Using Horizontal Directional Drilling", US Army 

Corp of Engineers CPAR-GL-98-1, and Appendix C Cappozzoli Report. 

92.7 

€

H2 = ____ 118.0 ft

0 

€

H3 = ____ 145.6 ft

0 

€

H = ____

92.7 ft

€

H1 = ____ -25.3 ft

LAKE OAHE HDD - ENTRY TO EXIT - STATION 17+80 - CLAY 

FIGURE 4 

FORMATION LIMIT PRESSURE CALCULATIONS 

For φ>0 condition: €

P " 1B. Calculate f

€

σ"

o = σ"v = H1 ⋅ γ m + H2 ⋅ γ b = (_______ -25. ft)⋅(______ pcf ) + (______ ft)⋅(_______)pcf = _______ psf

3 

126.5 118.0

0 

64.1 5897.2 

σ ⋅ (1 + sin φ ) + ⋅ cos φ $ P $ = c f o

€

P "

f = _______ 68.7 psi

€

Pmax = (P "f + c ⋅ cot φ)⋅ Ro

Rp max

%

&

' (

)

*

2

+ Qd

+

,

-

-

.

/

0

0

− sin φ

1+sin φ

− c ⋅ cot φ + u

Task 1: Calculate formation limit pressure at feet depth. 

1A. Delft Equation to estimate the formation limit pressure: 

92.7 

€

Pmax

σ ⋅ (1 + sin φ ) + ⋅ cos φ $ P $ = c f o

€

Qd = σ o

#

⋅sinφ + c ⋅ cosφ

G

where: 

€

Rp max = (________) 46.35 ft

€

Ro = DH

2 = (________) 0.56 ft
FIGURE 4 

FORMATION LIMIT PRESSURE CALCULATIONS 

1C. Calculate 

€

Qd = σ o

#

⋅sinφ + c ⋅ cosφ

G = ((___________ 5897.2 psf )⋅ (sin______) 0 + (_________ 4000 psf )⋅ (cos_______)) 0 /________ 1000 = _______ 0.004 

€

Qd

€

μ = H2 ⋅ γω = (______ 118.0 ft)⋅ (62.4 pcf ) = _______ psf

0 

7319.5 

1D. Calculate 

€

μ

€

Pmax = (P "f + c ⋅ cot φ)⋅ Ro

Rp max

%

&

' (

)

*

2

+ Qd

+

,

-

-

.

/

0

0

− sin φ

1+sin φ

− c ⋅ cot φ + u = ___________ 120 psi

1E. Calculate 

€

Pmax
FORMATION LIMIT PRESSURE CALCULATIONS FOR 

Objective: Calculate the factor of safety against hydraulic fracture 

Conditions: See sketch 

Task 1: Calculate allowable mud pressure at ft depth 

Reference: "Installation of Pipelines Beneath Levees Using Horizontal Directional Drilling", US Army 

Corp of Engineers CPAR-GL-98-1, and Appendix C Cappozzoli Report. 

33.7

2 

€

H2 = ____ 59.00 ft

€

H3 = ____ 86.60 ft

€

H = ____

33.72 ft

€

H1 = ____ -25.2 ft 8 

LAKE OAHE HDD - ENTRY TO EXIT - STATION 17+80 - SAND 

FIGURE 5 

FORMATION LIMIT PRESSURE CALCULATIONS 

For φ>0 condition: €

P " 1B. Calculate f

€

σ"

o = σ"v = H1 ⋅ γ m + H2 ⋅ γ b = (_______ -25. ft)⋅(______ pcf ) + (______ ft)⋅(_______)pcf = _______ psf

28 

132.5 59.00 70.1 2313.3 

σ ⋅ (1 + sin φ ) + ⋅ cos φ $ P $ = c f o

€

P "

f = _______ 25.0 psi

€

Pmax = (P "f + c ⋅ cot φ)⋅ Ro

Rp max

%

&

' (

)

*

2

+ Qd

+

,

-

-

.

/

0

0

− sin φ

1+sin φ

− c ⋅ cot φ + u

Task 1: Calculate formation limit pressure at feet depth. 

1A. Delft Equation to estimate the formation limit pressure: 

33.7

2 

€

Pmax

σ ⋅ (1 + sin φ ) + ⋅ cos φ $ P $ = c f o

€

Qd = σ o

#

⋅sinφ + c ⋅ cosφ

G

where: 

€

Rp max = (________) 22.48 ft

€

Ro = DH

2 = (________) 0.77 ft
FIGURE 5 

FORMATION LIMIT PRESSURE CALCULATIONS 

1C. Calculate 

€

Qd = σ o

#

⋅sinφ + c ⋅ cosφ

G = ((___________ psf )⋅ (sin______) 34 + (_________ 0 psf )⋅ (cos_______))/________ 714.28 = _______ 0.002 

57143 

2313.3 34 

€

Qd

€

μ = H2 ⋅ γω = (______ 59.00 ft)⋅ (62.4 pcf ) = _______

3636.7 psf

1D. Calculate 

€

μ

€

Pmax = (P "f + c ⋅ cot φ)⋅ Ro

Rp max

%

&

' (

)

*

2

+ Qd

+

,

-

-

.

/

0

0

− sin φ

1+sin φ

− c ⋅ cot φ + u = ___________ 227 psi

1E. Calculate 

€

Pmax
LO-B-1	

LO-B-2	

LO-B-3	

LO-B-4	

LO-B-5	

LO-B-7	

LO-B-6	

Entry	

Exit	

Lake	Oahe	

0	

100	

200	

300	

400	

500	

600	

700	

800	

900	

1000	

1100	

1200	

1450	

1475	

1500	

1525	

1550	

1575	

1600	

1625	

1650	

1675	

1700	

1725	

1750	

00+00	 05+00	 10+00	 15+00	 20+00	 25+00	 30+00	 35+00	 40+00	 45+00	 50+00	 55+00	 60+00	 65+00	 70+00	 75+00	 80+00	 85+00	

Pressure	(psi)	

Eleva/on	(2)	

Sta/on	

Ground	Surface	ElevaEon	(G)	

HDD	Profile	(G)	

FormaEon	Limit	Pressure	(psi)	

EsEmated	Annular	Drilliing	Fluid	Pressure	(psi)	for	30-inch	Ream	

ESTIMATED	ANNULAR	DRILLING	FLUID	AND	FORMATION	LIMIT	PRESSURES	 Crossing	Length	(G)	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

PlasEc	Viscosity	(CP)	

Yield	Point	(lb/100	G)	

7500	

30.000	

6.625	

9.5	

12	

26	

18782-011-01		AES			150714			<FracOut.v4b39.xls>	

LAKE	OAHE	HDD	

LAKE	OAHE	HDD	

FIGURE	6	
LO-B-1	

LO-B-2	

LO-B-3	

LO-B-4	

LO-B-5	

LO-B-7	

LO-B-6	

Entry	

Exit	

Lake	Oahe	

0.0	

2.0	

4.0	

6.0	

8.0	

10.0	

12.0	

14.0	

16.0	

18.0	

20.0	

22.0	

24.0	

1450	

1475	

1500	

1525	

1550	

1575	

1600	

1625	

1650	

1675	

1700	

1725	

1750	

00+00	 05+00	 10+00	 15+00	 20+00	 25+00	 30+00	 35+00	 40+00	 45+00	 50+00	 55+00	 60+00	 65+00	 70+00	 75+00	 80+00	 85+00	

Factor	of	Safety	

Eleva/on	(2)	

Sta/on	

Ground	Surface	ElevaEon	(G)	

HDD	Profile	(G)	

Hydraulic	Fracture	Factor	of	Safety	for	30-inch	Ream	

Drilling	Fluid	Surface	Release	Factor	of	Safety	for	30-inch	Ream	

Factor	of	Safety	=	2	

LAKE	OAHE	HDD	

HYDRAULIC	FRACTURE	AND	DRILLING	FLUID	SURFACE	RELEASE	FACTORS	OF	SAFETY	

LAKE	OAHE	HDD	

FIGURE	7	

Crossing	Length	(G)	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

PlasEc	Viscosity	(CP)	

Yield	Point	(lb/100	G)	

7500	

30.000	

6.625	

9.5	

12	

26	

18782-011-01		AES			150714			<FracOut.v4b39.xls>	
APPENDICES
APPENDIX A

HDD Design Drawings and Calculations
1650

1700

1750

1650

1700

1700

1650

1700

1650

MP 165.0

MP 165.5MP 166.0MP 166.5

MP 167.0

1700

ND-MO-199.900

ND-EM-002.000

ND-MO-198.000

ND-MO-197.000

ND-MO-199.000

ND-EM-001.000

ND-EM-003.000

ND-MO-194.000

ND-MO-196.000

ND-EM-001.100

ND-EM-002.300

ND-EM-002.900

ND-EM-004.000

250'

175'

200'

150' 200'

50'

250'

150'

PROPOSED

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

PROPOSED

HDD ENTRY POINT

N. 16877035.65755

E. 1244049.30458

LAT. N46° 26' 23.7611"

LONG. W100° 34' 21.9398"

SILTY

SAND

SANDY CLAY W/ OCCASIONAL FINE GRAVEL (10% GRAVEL)

GRAVEL W/ SILT AND

SAND (52% GRAVEL)

105'

92'

SANDY CLAY

SAND

SILTY SAND

CLAY

SANDY SILT

CLAY

SANDY SILT

SILTY SAND

10

20

13

11

7

6

9

5

6

10

13

13

11

11

8

42

20

44

18

39

28

26

31

40

58

33

31

39

48

54

67

117'

10°

100/15"

100/15"

65

50/6"

50/5"

50/5"

50/4"

50/4"

50/5"

50/6"

50/5"

100/15"

100/15"

100/15"

100/16"

100/16"

100/14"

50/6"

100/16"

50/4"

63

100/16"

50/3"

50/4"

50/6"

50/1"

50/3"

32/3"

50/4"

50/4"

67

50/6"

50/4"

73

100/15"

50/3"

50/6"

50/5"

70

50/3"

50/4"

50/5"

64

52

13

13

16

15

10

CLAY

SAND W/ CLAY

SAND W/ TRACE CLAY

SAND W/ INTERBEDDED CLAYSTONE

CLAYEY SAND W/

 OCCASIONAL GRAVEL

50

56

8

7

5

7

CLAY W/ SAND

SILTY SAND

SAND W/ SILT

50

50

50

50

50

50

50

50

50

50

74

82

78

74

73

78

50

50

50/6"

73/6"

50/6"

72

50/6"

88

99

84

83

70

70

45

31

69

37

34

32

60

47

32

48

36

34

17

10

14

7

11

6

16

26

14

11

7

4

6

4

2

SAND W/ SILT AND FINE GRAVEL (38% GRAVEL)

SILTY SAND

SAND W/ SILT

CLAY W/ SAND (1% GRAVEL)

SAND W/ SILT

CLAY

38

55

38

44

57

38

42

51

34

27

35

50

44

31

19

68

15

26

26

23

16

17

13

28

5

6

20

5

3

1

2

CLAY AND SAND

SAND W/ SILT AND LIGNITE LENSES

SAND W/ SILT

CLAYEY SAND

CLAY W/ SAND

SANDY SILT W/ CLAY

54

62

49

53

50

58

39

36

25

35

18

19

37

20

30

30

30

25

8

9

14

14

11

10

3

3

2

3

2

1

1

CLAY W/ SAND

SAND

SILTY SAND (7% GRAVEL)

SILTY SAND

CLAY

CLAY W/ SILT

48

46

49

44

43

37

42

39

41

26

27

25

26

18

26

27

26

22

29

15

22

20

11

2

4

2

2

2

2

1

CLAY W/ SAND

SAND W/ CLAY AND TRACE GRAVEL

SAND W/ SILT AND TRACE FINE GRAVEL

SILTY SAND

CLAY

(4% GRAVEL)

(2% GRAVEL)

(32% GRAVEL)

(25% GRAVEL)

(26% GRAVEL)

10°

©

P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD_IFP.dwg\TAB:SHEET 1 modified on Aug 20, 2015 - 3:11pm

PROPOSED 30" HORIZONTAL DIRECTIONAL DRILL PROFILE

(REFER TO BASIS OF DESIGN NOTES)

PT1

PC1

PC2

PT2

3,600 FT R.

3,600 FT R.

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

ITEM TOLERANCE

PILOT HOLE ENTRY ANGLE INCREASE ANGLE UP TO 1o (STEEPER), BUT NO

DECREASE IN ANGLE ALLOWED.

PILOT HOLE ENTRY LOCATION

WITHIN 5 FEET OF ENTRY POINT AS SHOWN ON

DRAWING. WITH NO CHANGES WITHOUT COMPANY

APPROVAL.

PILOT HOLE EXIT ANGLE INCREASE ANGLE UP TO 1o (STEEPER) OR

DECREASE UP TO 2o (FLATTER).

PILOT HOLE EXIT LOCATION UP TO 30 FEET BEYOND THE EXIT STAKE. BETWEEN

10 FEET LEFT AND 10 FEET RIGHT OF CENTERLINE.

PILOT HOLE DEPTH

UP TO 2 FEET ABOVE THE DESIGN DRILL PROFILE

ALLOWED. UP TO 10 FEET BELOW THE DESIGN DRILL

PROFILE ALLOWED.

PILOT HOLE ALIGNMENT SHALL REMAIN WITHIN 10 FEET LEFT OR RIGHT OF

THE HDD ALIGNMENT.

RECOMMENDED TOLERANCES

PROPOSED 30" HORIZONTAL DIRECTIONAL DRILL - 7,500'

LO-B-7

PROPOSED

HDD ENTRY POINT

PROPOSED HDD EXIT POINT

LAKE OAHE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (SEE SHEET 2 FOR LAYOUT)

EM

MONS

COUNTY

MORTON

COUNTY

GROUND SURFACE (SURVEY)

LAKE OAHE

(APPROX. WATER LEVEL)

EXISTING PIPELINE

PROPERTY LINE (TYP.)

PROPOSED TEMPORARY

HDD ENTRY WORKSPACE

PROPOSED

TEMPORARY HDD

EXIT WORKSPACE

M

A

T

C

H LIN

E (S

E

E

S

H

E

E

T

2)

PROPOSED DAKOTA ACCESS

PIPELINE ALIGNMENT (08-17-2015)

EDGE OF

WATER (TYP.)

LO-B-1

LO-B-7

FLUID EQUILIBRIUM

ELEVATION (1638')

HIG

H

WAY 1804

LO-B-1

LO-B-2

LO-B-6

LO-B-4 LO-B-5

LO-B-3

LO-B-2

LO-B-3

LO-B-4

LO-B-5 LO-B-6

-0.1° SLOPE

BORING LOCATION

SPT (N) TYPE OF SOIL (% GRAVEL)

LEGEND

MAJOR CONTOUR - 50' INTERVAL

MINOR CONTOUR - 10' INTERVAL

DESCRIPTION STATION * (FT) ELEVATION (FT)

ENTRY @ 10° 79+50.00 1637.59

P C 1

 (9.90° @ 3,600 FT R.) 74+40.77 1547.80

P T 1 68+21.92 1493.11

P C 2

 (10.10° @ 3,600 FT R.) 20+23.34 1484.74

P T 2 13+91.93 1539.42

EXIT @ 10° 4+50.00 1705.51

DIREC TIONAL DRILL PIPE LENGTH = 7,528.76 FT

DIREC TIONAL DRILL DATA

LAKE OAHE HDD

HORIZONTAL DISTANCE = 7,500.00 FT

LARGE DIAMETER CASING

(SEE NOTE #17)

LARGE DIAMETER CASING

(SEE NOTE #17)

ISSUED FOR PERMIT
1700

1650

1700

1800

1700

1750

1700

1700

1750

1800

1650

1700

1700

1650

MP 164.5

MP 165.0

MP 165.5

ND-MO-198.000

ND-MO-197.000

ND-MO-199.000

ND-MO-195.000

ND-MO-194.000

ND-MO-196.000

250'

175'

200'

150'

PROPOSED

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

9'

7'

7'

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (100' X 7,575)

GROUND SURFACE (DEM)

EXISTING PIPELINE

M

A

T

C

H LIN

E (S

E

E

S

H

E

E

T 1)

PROPOSED DAKOTA

ACCESS PIPELINE

ALIGNMENT (08-17-2015)

LO-B-1

PROPOSED PRODUCT PIPE

STRINGING ALIGNMENT

800 FT. R (TYP.)

PROPOSED PRODUCT PIPE

STRINGING PROFILE

3,000 FT R.

HIGHWAY 1806

PROPERTY LINE (TYP.)

WATERBODY (TYP.)

SURVEYED WETLAND (TYP.)

ACCESS ROAD

P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD_IFP.dwg\TAB:SHEET 2 modified on Aug 20, 2015 - 3:13pm

PROPOSED 30" HORIZONTAL

DIRECTIONAL DRILL - 7,500'

BORING LOCATION ©

LEGEND

MINOR CONTOUR - 10' INTERVAL

MAJOR CONTOUR - 50' INTERVAL

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

PROPOSED

TEMPORARY HDD

EXIT WORKSPACE

EM

MONS

COUNTY

MORTON

COUNTY

LAKE OAHE

LO-B-2

ISSUED FOR PERMIT
Drill Data Box

Point Station (ft) Elevation (ft)

ENTRY @ 10° 7,950.00 1,637.59

P C 1 (9.90° @ 3,600 ft R.) 7,440.77 1,547.80

P T 1 6,821.92 1,493.11

P C 2 (10.10° @ 3,600 ft R.) 2,023.34 1,484.74

P T 2 1,391.93 1,539.42

EXIT @ 10° 450.00 1,705.51

Horizontal Alignment Length = 7,500.00 ft

Design Parameters

Pipe Diameter = 30.000 in Assumed Installation Temp = 70 °F

Pipe Material = Steel Assumed Operating Temp= 100 °F

Yield Stress = 70,000 psi Design Factor = 0.5

Wall Thickness = 0.625 in MAOP = 1,440 psi

Profile Segment Information

Segment Name Segment Type Segment Length (ft)

Entry Tangent Straight 517.08

Entry Curve Vertical Curve 622.04

Bottom Tangent Straight 4,798.58

Exit Curve Vertical Curve 634.60

Exit Tangent Straight 956.46

Pipe Length = 7,528.76 ft

Installation Load Summary

Drilling Fluid Weight 

(lb/gal)

Buoyancy 

Condition

Buoyancy Control 

(lb/ft)

Effective Pipe Weight 

(lb/ft)

Total Installation 

Force (lb)

9.50 Empty 0.00 -152.27 844,000

9.50 Full 281.31 129.04 690,000

12.00 Empty 0.00 -244.07 1,076,000

12.00 Full 281.31 37.24 515,000

10.00 Neutral 170.63 0.00 457,000

Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 1 of 1

HDD Design Summary
Pipe Diameter = 30.000 in MAOP = 1,440 psi Factor of Safety = 2.00

Wall Thickness = 0.625 in SMYS = 70,000 psi

D/t Ratio = 48.00 Modulus of Elasticity (E) = 2.93E+007 psi

Design Parameters:

Hoop Stress:

Calculated Hoop Stress = (MAOP * Pipe Diameter) / (2 * Wall Thickness) = 34,560 psi

Longitudinal Stress:

Calculated Longitudinal Stress = Hoop Stress / 2 = 17,280 psi

Allowable Stress:

Calculated Allowable Stress = SMYS / Factor of Safety = 35,000 psi

Bending Stress:

Calculated Bending Stress = Allowable Stress - Longitudinal Stress = 17,720 psi

Minimum Radius:

Calculated Minimum Radius = (E * Pipe Diameter) / (2 * Bending Stress) = 2,046 ft

Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 1 of 1

Minimum Radius Calculations
Design Parameters

Pipe diameter = 30.000 in Minimum Radius of Curvature = 2,050 ft

Wall Thickness = 0.625 in Coefficient of Thermal Expansion = 6.5E-06 in/in/°F

SMYS = 70,000 psi Assumed Installation Temperature = 70 °F

MAOP = 1,440 psi Assumed Operating Temperature = 100 °F

Poissons's Ratio = 0.30 Temperature Derating Factor = 1.00

Young's Modulus (E) = 2.93E+007 psi Groundwater Table Head = 0.00 ft

Design Factor = 0.5

Stress Analyses

Longitudinal Stress from Bending = 17,893 psi

Percent SMYS = 25.56 %

Hoop Stress = 34,560 psi

Percent SMYS = 49.37 % Limited by Design Factor (0.5) according to 49 CFR 195.106

Longitudinal Tensile Stress from Hoop Stress = 10,368 psi

Percent SMYS = 14.81 %

Longitudinal Stress from Thermal Expansion = -5,722 psi

Percent SMYS = 8.17 % Limited to 90% SMYS by ASME/ANSI B31.4 section 402.3.2

Net Longitudinal Stress (Comp. side of Curve) = -13,247 psi

Percent SMYS = 18.92 % Limited to 67.5% SMYS by ASME/ANSI B31.4 section 402.3.2

Net Longitudinal Stress (Tension side of Curve) = 22,539 psi

Percent SMYS = 32.20 % Limited to 67.5% SMYS by ASME/ANSI B31.4 section 402.3.2

Maximum Shear Stress = 23,903 psi

Percent SMYS = 34.15 % Limited to 45% SMYS by ASME/ANSI B31.4 section 402.3.1

Combined BiaxialSress Check = 47,807 psi

Percent SMYS = 68.30 % Limited to 90% SMYS by AMSE/ANSI B31.4 section 402.3.2

Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 1 of 2

Operating Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 2 of 2

Operating Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Installation Case:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 956.46 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 54,086 lb

Friction Force = 43,029 lb

Segment Weight = 25,291 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 122,407 lb

Cumulative Force = 122,407 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,122 psi

Cumulative Axial Stress = 2,122 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 1,967 psi 7,384 psi

Combined Stress = 0.0379 < 1.0

Total Stress = 0.0746 < 1.0

Product Pipe Parameters

Pipe Diameter = 30.000 in

Wall Thickness = 0.625 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 7,529 ft

Moment of Inertia = 6,224 inЇ

Pipe Face Area = 57.68 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 196.56 lb/ft

Pipe Interior Volume = 4.51 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 4.91 ft3/ft

Displaced Fluid Weight = 348.84 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = -152.27 lb/ft

Page 1 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 10.10 deg

Segment Length = 634.60 ft Center Displacement = 13.97 ft

Segment Force Components

Normal Force = 77,020 lb

Drag Force = 35,886 lb

Friction Force = 23,106 lb

Segment Weight = 8,506 lb

Tension = 213,011 lb

Average Tension = 167,709 lb

Segment Force = 90,604 lb

Cumulative Force = 213,011 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,571 psi

Cumulative Axial Stress = 3,693 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 2,615 psi 7,384 psi

Combined Stress = 0.4529 < 1.0

Total Stress = 0.3300 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 4,798.58 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 271,354 lb

Friction Force = 219,210 lb

Segment Weight = -1,275 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 489,288 lb

Cumulative Force = 702,299 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 8,483 psi

Cumulative Axial Stress = 12,176 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 2,615 psi 7,384 psi

Combined Stress = 0.2174 < 1.0

Total Stress = 0.2043 < 1.0

Page 2 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 9.90 deg

Segment Length = 622.04 ft Center Displacement = 13.43 ft

Segment Force Components

Normal Force = 126,796 lb

Drag Force = 35,175 lb

Friction Force = 38,039 lb

Segment Weight = -8,173 lb

Tension = 805,379 lb

Average Tension = 753,839 lb

Segment Force = 103,080 lb

Cumulative Force = 805,379 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,787 psi

Cumulative Axial Stress = 13,963 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 2,516 psi 7,384 psi

Combined Stress = 0.6363 < 1.0

Total Stress = 0.5215 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 517.08 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 29,240 lb

Friction Force = 23,263 lb

Segment Weight = -13,673 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 38,830 lb

Cumulative Force = 844,209 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 673 psi

Cumulative Axial Stress = 14,637 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 1,868 psi 7,384 psi

Combined Stress = 0.2614 < 1.0

Total Stress = 0.1610 < 1.0

Page 3 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Installation Case:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 956.46 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 54,086 lb

Friction Force = 36,463 lb

Segment Weight = -21,431 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 69,118 lb

Cumulative Force = 69,118 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,198 psi

Cumulative Axial Stress = 1,198 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 240 psi 7,384 psi

Combined Stress = 0.0214 < 1.0

Total Stress = 0.0018 < 1.0

Product Pipe Parameters

Pipe Diameter = 30.000 in

Wall Thickness = 0.625 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 7,529 ft

Moment of Inertia = 6,224 inЇ

Pipe Face Area = 57.68 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 196.56 lb/ft

Pipe Interior Volume = 4.51 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 4.91 ft3/ft

Displaced Fluid Weight = 348.84 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 129.04 lb/ft

Page 4 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 10.10 deg

Segment Length = 634.60 ft Center Displacement = 13.97 ft

Segment Force Components

Normal Force = -36,098 lb

Drag Force = 35,886 lb

Friction Force = 10,829 lb

Segment Weight = -7,208 lb

Tension = 119,455 lb

Average Tension = 94,286 lb

Segment Force = 50,337 lb

Cumulative Force = 119,455 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 873 psi

Cumulative Axial Stress = 2,071 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 319 psi 7,384 psi

Combined Stress = 0.4240 < 1.0

Total Stress = 0.1334 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 4,798.58 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 271,354 lb

Friction Force = 185,758 lb

Segment Weight = 1,081 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 458,193 lb

Cumulative Force = 577,647 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 7,944 psi

Cumulative Axial Stress = 10,015 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 319 psi 7,384 psi

Combined Stress = 0.1788 < 1.0

Total Stress = 0.0374 < 1.0

Page 5 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 9.90 deg

Segment Length = 622.04 ft Center Displacement = 13.43 ft

Segment Force Components

Normal Force = 15,933 lb

Drag Force = 35,175 lb

Friction Force = 4,780 lb

Segment Weight = 6,926 lb

Tension = 629,308 lb

Average Tension = 603,478 lb

Segment Force = 51,661 lb

Cumulative Force = 629,308 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 896 psi

Cumulative Axial Stress = 10,911 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 307 psi 7,384 psi

Combined Stress = 0.5818 < 1.0

Total Stress = 0.2723 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 517.08 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 29,240 lb

Friction Force = 19,713 lb

Segment Weight = 11,586 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 60,540 lb

Cumulative Force = 689,848 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,050 psi

Cumulative Axial Stress = 11,960 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 228 psi 7,384 psi

Combined Stress = 0.2136 < 1.0

Total Stress = 0.0496 < 1.0

Page 6 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Installation Case:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 956.46 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 54,086 lb

Friction Force = 68,970 lb

Segment Weight = 40,538 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 163,594 lb

Cumulative Force = 163,594 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,836 psi

Cumulative Axial Stress = 2,836 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 2,485 psi 7,384 psi

Combined Stress = 0.0506 < 1.0

Total Stress = 0.1198 < 1.0

Product Pipe Parameters

Pipe Diameter = 30.000 in

Wall Thickness = 0.625 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 7,529 ft

Moment of Inertia = 6,224 inЇ

Pipe Face Area = 57.68 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 196.56 lb/ft

Pipe Interior Volume = 4.51 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 4.91 ft3/ft

Displaced Fluid Weight = 440.64 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = -244.07 lb/ft

Page 7 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 10.10 deg

Segment Length = 634.60 ft Center Displacement = 13.97 ft

Segment Force Components

Normal Force = 115,752 lb

Drag Force = 35,886 lb

Friction Force = 34,725 lb

Segment Weight = 13,634 lb

Tension = 282,565 lb

Average Tension = 223,080 lb

Segment Force = 118,971 lb

Cumulative Force = 282,565 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,063 psi

Cumulative Axial Stress = 4,899 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 3,303 psi 7,384 psi

Combined Stress = 0.4745 < 1.0

Total Stress = 0.4401 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 4,798.58 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 271,354 lb

Friction Force = 351,363 lb

Segment Weight = -2,044 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 620,672 lb

Cumulative Force = 903,237 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 10,761 psi

Cumulative Axial Stress = 15,660 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 3,303 psi 7,384 psi

Combined Stress = 0.2796 < 1.0

Total Stress = 0.3298 < 1.0

Page 8 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 9.90 deg

Segment Length = 622.04 ft Center Displacement = 13.43 ft

Segment Force Components

Normal Force = 176,960 lb

Drag Force = 35,175 lb

Friction Force = 53,088 lb

Segment Weight = -13,100 lb

Tension = 1,031,488 lb

Average Tension = 967,363 lb

Segment Force = 128,251 lb

Cumulative Force = 1,031,488 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,224 psi

Cumulative Axial Stress = 17,884 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 3,178 psi 7,384 psi

Combined Stress = 0.7063 < 1.0

Total Stress = 0.7100 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 517.08 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 29,240 lb

Friction Force = 37,287 lb

Segment Weight = -21,916 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 44,612 lb

Cumulative Force = 1,076,100 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 773 psi

Cumulative Axial Stress = 18,657 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 2,360 psi 7,384 psi

Combined Stress = 0.3332 < 1.0

Total Stress = 0.2593 < 1.0

Page 9 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Installation Case:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 956.46 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 54,086 lb

Friction Force = 10,522 lb

Segment Weight = -6,185 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 58,424 lb

Cumulative Force = 58,424 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,013 psi

Cumulative Axial Stress = 1,013 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 758 psi 7,384 psi

Combined Stress = 0.0181 < 1.0

Total Stress = 0.0113 < 1.0

Product Pipe Parameters

Pipe Diameter = 30.000 in

Wall Thickness = 0.625 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 7,529 ft

Moment of Inertia = 6,224 inЇ

Pipe Face Area = 57.68 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 196.56 lb/ft

Pipe Interior Volume = 4.51 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 4.91 ft3/ft

Displaced Fluid Weight = 440.64 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 37.24 lb/ft

Page 10 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 10.10 deg

Segment Length = 634.60 ft Center Displacement = 13.97 ft

Segment Force Components

Normal Force = -3,133 lb

Drag Force = 35,886 lb

Friction Force = 940 lb

Segment Weight = -2,080 lb

Tension = 94,110 lb

Average Tension = 76,267 lb

Segment Force = 35,685 lb

Cumulative Force = 94,110 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 619 psi

Cumulative Axial Stress = 1,632 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 1,007 psi 7,384 psi

Combined Stress = 0.4161 < 1.0

Total Stress = 0.1589 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 4,798.58 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 271,354 lb

Friction Force = 53,606 lb

Segment Weight = 312 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 325,271 lb

Cumulative Force = 419,381 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 5,639 psi

Cumulative Axial Stress = 7,271 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 1,007 psi 7,384 psi

Combined Stress = 0.1298 < 1.0

Total Stress = 0.0431 < 1.0

Page 11 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 9.90 deg

Segment Length = 622.04 ft Center Displacement = 13.43 ft

Segment Force Components

Normal Force = 33,275 lb

Drag Force = 35,175 lb

Friction Force = 9,982 lb

Segment Weight = 1,999 lb

Tension = 476,520 lb

Average Tension = 447,950 lb

Segment Force = 57,139 lb

Cumulative Force = 476,520 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 991 psi

Cumulative Axial Stress = 8,262 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 969 psi 7,384 psi

Combined Stress = 0.5345 < 1.0

Total Stress = 0.2597 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 517.08 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 29,240 lb

Friction Force = 5,689 lb

Segment Weight = 3,344 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 38,273 lb

Cumulative Force = 514,792 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 664 psi

Cumulative Axial Stress = 8,925 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 719 psi 7,384 psi

Combined Stress = 0.1594 < 1.0

Total Stress = 0.0418 < 1.0

Page 12 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Installation Case:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 956.46 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 54,086 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 54,086 lb

Cumulative Force = 54,086 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 938 psi

Cumulative Axial Stress = 938 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 2,071 psi 7,384 psi

Combined Stress = 0.0167 < 1.0

Total Stress = 0.0789 < 1.0

Product Pipe Parameters

Pipe Diameter = 30.000 in

Wall Thickness = 0.625 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 7,529 ft

Moment of Inertia = 6,224 inЇ

Pipe Face Area = 57.68 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 196.56 lb/ft

Pipe Interior Volume = 4.51 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 4.91 ft3/ft

Displaced Fluid Weight = 367.20 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 0.00 lb/ft

Page 13 of 15

Installation Load Calculations
Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 10.10 deg

Segment Length = 634.60 ft Center Displacement = 13.97 ft

Segment Force Components

Normal Force = 11,118 lb

Drag Force = 35,886 lb

Friction Force = 3,335 lb

Segment Weight = 0 lb

Tension = 96,643 lb

Average Tension = 75,365 lb

Segment Force = 42,556 lb

Cumulative Force = 96,643 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 738 psi

Cumulative Axial Stress = 1,676 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 2,753 psi 7,384 psi

Combined Stress = 0.4169 < 1.0

Total Stress = 0.3139 < 1.0

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 4,798.58 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 271,354 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 271,354 lb

Cumulative Force = 367,996 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 4,705 psi

Cumulative Axial Stress = 6,380 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 2,753 psi 7,384 psi

Combined Stress = 0.1139 < 1.0

Total Stress = 0.1669 < 1.0

Page 14 of 15

Installation Load Calculations
Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 3,600 ft

Segment Type = Vertical Curve Angle Turned = 9.90 deg

Segment Length = 622.04 ft Center Displacement = 13.43 ft

Segment Force Components

Normal Force = 41,702 lb

Drag Force = 35,175 lb

Friction Force = 12,510 lb

Segment Weight = 0 lb

Tension = 428,193 lb

Average Tension = 398,095 lb

Segment Force = 60,196 lb

Cumulative Force = 428,193 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,044 psi

Cumulative Axial Stress = 7,424 psi 56,000 psi

Bending Stress = 17,683 psi 45,696 psi

Hoop Stress = 2,648 psi 7,384 psi

Combined Stress = 0.5195 < 1.0

Total Stress = 0.4003 < 1.0

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 517.08 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 29,240 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 29,240 lb

Cumulative Force = 457,433 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 507 psi

Cumulative Axial Stress = 7,931 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 1,966 psi 7,384 psi

Combined Stress = 0.1416 < 1.0

Total Stress = 0.1061 < 1.0

Page 15 of 15

Installation Load Calculations
Pipe Diameter = 30.000 in MAOP = 0 psi Factor of Safety = 1.50

Wall Thickness = 0.625 in SMYS = 70,000 psi

D/t Ratio = 48.00 Modulus of Elasticity (E) = 2.93E+007 psi

Design Parameters:

Hoop Stress:

Calculated Hoop Stress = (MAOP * Pipe Diameter) / (2 * Wall Thickness) = 0 psi

Longitudinal Stress:

Calculated Longitudinal Stress = Hoop Stress / 2 = 0 psi

Allowable Stress:

Calculated Allowable Stress = SMYS / Factor of Safety = 46,667 psi

Bending Stress:

Calculated Bending Stress = Allowable Stress - Longitudinal Stress = 46,667 psi

Minimum Radius:

Calculated Minimum Radius = (E * Pipe Diameter) / (2 * Bending Stress) = 777 ft

Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 1 of 1

Overbend Radius Calculations
Design Parameters

Pipe diameter = 30.000 in Factor of Safety = 1.50

Wall Thickness = 0.625 in Overbend Radius of Curvature = 777 ft

SMYS = 70,000 psi Assumed Installation Temperature = 70 °F

Internal Pressure = 0 psi

Poissons's Ratio = 0.30

Young's Modulus (E) = 2.93E+007 psi

Stress Analyses

Longitudinal Stress from Bending = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Hoop Stress = 0 psi

Percent SMYS = 0 %

Longitudinal Tensile Stress from Hoop Stress = 0 psi

Percent SMYS = 0 %

Longitudinal Stress from Thermal Expansion = 0 psi

Percent SMYS = 0 %

Net Longitudinal Stress (Comp. side of Curve) = -47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Net Longitudinal Stress (Tension side of Curve) = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Maximum Shear Stress = 23,610 psi

Percent SMYS = 33.73 % Limited to 40% SMYS

Combined Biaxial Stress Check = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 1 of 2

Overbend Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Lake Oahe HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Morton/Emmons Counties, ND Date: Monday, June 1, 2015

Page 2 of 2

Overbend Stress Summary
APPENDIX B

Geotechnical Data Report
Geotechnical Data Report

Dakota Access Pipeline Project

Lake Oahe HDD

Morton and Emmons Counties, North Dakota

for

Dakota Access, LLC

May 29, 2015

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700
Geotechnical Data Report

Dakota Access Pipeline Project

Lake Oahe HDD

Morton and Emmons Counties, North Dakota

File No. 18782-011-01

May 29, 2015

Prepared for:

Dakota Access, LLC

711 Louisiana Street, Suite 900

Houston, Texas 77002

Attention: Mark Bullock

Prepared by:

GeoEngineers, Inc.

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700

Nicholas A. Arens

Geotechnical Engineer

Jonathan L. Robison, PE

Principal

NAA:JLR:kjb

Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy 

of the original document.The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.
May 29, 2015 | Page i

File No. 18782-011-01

Table of Contents

1.0 INTRODUCTION....................................................................................................................................... 1

2.0 SCOPE OF SERVICES............................................................................................................................. 1

3.0 SITE DESCRIPTION................................................................................................................................. 2

3.1 Geology ............................................................................................................................................ 2

3.1.1 Regional Geologic Setting..................................................................................................... 2

3.1.2 Site Geology........................................................................................................................... 3

3.1.3 Surficial Soils......................................................................................................................... 3

3.2 Surface Conditions.......................................................................................................................... 3

3.2.1 General .................................................................................................................................. 3

3.2.2 Surface Description .............................................................................................................. 3

3.3 Subsurface Conditions.................................................................................................................... 4

3.3.1 General .................................................................................................................................. 4

3.3.2 Subsurface Description ........................................................................................................ 4

3.3.3 Groundwater Conditions....................................................................................................... 5

4.0 LIMITATIONS........................................................................................................................................... 5

5.0 REFERENCES ......................................................................................................................................... 6

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2A. Conceptual Plan and Profile

Figure 2B. Conceptual Stringing Workspace

Figures 3 through 5. Site Photographs

APPENDICES

Appendix A. Field Explorations and Laboratory Testing

Figure A-1 – Key to Exploration Logs

Figures A-2 through A-8 – Logs of Borings

Figures A-9 through A-15 – Sieve Analysis Results

Figures A-16 through A-18 - Atterberg Limits Results

Appendix B. Report Limitations and Guidelines for Use
May 29, 2015 | Page 1

File No. 18782-011-01

1.0 INTRODUCTION 

At the request of Dakota Access, LLC (Dakota Access), and in general accordance with our contract 

agreement (No. 07-PSA-0017), GeoEngineers, Inc. (GeoEngineers) is pleased to submit this final

geotechnical data report for the proposed Dakota Access Pipeline (DAPL) Project Lake Oahe Horizontal 

Directional Drill (HDD) near proposed DAPL Milepost (MP) 167 in Morton and Emmons Counties, 

North Dakota. The general location of the proposed HDD is noted on the attached Vicinity Map, Figure 1.

We understand that Dakota Access is proposing to construct a 30-inch-diameter steel pipeline extending 

from Mountrail County, North Dakota through eastern South Dakota, Central Iowa, and terminating in 

Wayne County, Illinois. The proposed Lake Oahe HDD would cross beneath Lake Oahe in Morton and 

Emmons Counties, North Dakota. The layout of the proposed HDD is shown in the attached Site Plan and 

Profile, and Stringing Workspace, Figures 2A and 2B, respectively.

This final geotechnical data report follows up and supersedes our previously-provided geotechnical data 

report (Dakota Access Pipeline Project, Geotechnical Data Report, Lake Oahe HDD, dated April 23, 2015). 

The purpose of this revision is to provide the details and results of the additional geotechnical exploration 

and laboratory testing program performed to further characterize the subsurface conditions in the area of 

the proposed HDD crossing. Our geotechnical services included completing a subsurface soil exploration 

program by drilling an additional five borings that were previously inaccessible on Lake Oahe near the 

proposed trenchless crossing alignment and preparing this final geotechnical data report. 

2.0 SCOPE OF SERVICES 

The purpose of our services was to evaluate the existing surface and subsurface soil and groundwater 

conditions and to prepare a final geotechnical data report. The specific scope of services provided by 

GeoEngineers included the following:

1. Contacted the North Dakota “One-Call” utility locating agency to locate utilities in the project area prior 

to the start of the exploratory borings. 

2. Explored subsurface conditions by drilling seven borings to depths of up to 235 feet below ground 

surface (bgs) using hollow-stem auger and/or mud rotary drilling equipment. GeoEngineers field staff

directed the drilling completed by STS Enterprises, LLC, Northern Technology, Inc., and Strata Earth 

Systems, LLC using All-Terrain-Vehicle (ATV), track, and barge-mounted drilling equipment.

3. Obtained soil samples at representative intervals from the borings, and:

■ Classified the soils encountered in the borings in general accordance with ASTM D2488; and

■ Observed groundwater conditions encountered in the borings, where possible.

4. Completed a laboratory-testing program on selected soil samples obtained from the borings to evaluate 

pertinent engineering properties. The tests included the following:

■ Moisture Content (ASTM D2216); and

■ Atterberg limits determination (ASTM D4318).

■ Sieve Analysis (ASTM D422).
May 29, 2015 | Page 2

File No. 18782-011-01

5. Prepared logs of the borings which included the following:

■ SPT values as an indication of in-situ soil density;

■ Index and classification properties of soil, as applicable; and

■ Other soil and groundwater properties as applicable.

6. Prepared and submitted to Dakota Access this data report summarizing the results of the geotechnical 

investigation.

3.0 SITE DESCRIPTION

3.1 Geology

3.1.1 Regional Geologic Setting

North Dakota lies within the Interior Plains, a vast region stretching from the Rocky Mountains to the 

Appalachians. In North Dakota, the Interior Plains are divided into two major physiographic provinces by 

the Missouri Escarpment. To the north and east of the escarpment lies the Central Lowlands Province, 

characterized by its glacially smoothed landscape. To the south and west, the Great Plains Province rises 

gradually westward toward the Rocky Mountains. The proposed Dakota Access alignment from MP 0 to

MP 212 is located within the Great Plains Province in North Dakota. The Missouri Escarpment, while 

prominent and readily defined along most of its length, does not neatly separate these two major 

physiographic divisions, but, as with most things natural, the boundary is marked by a transition zone, 

called the Missouri Coteau. The Great Plains Province is divided into the Missouri Plateau (or Missouri Slope 

Upland), Little Missouri Badlands, Coteau Slope, and Missouri Coteau. The Great Plains Province thus 

contains both glaciated and non-glaciated regions. Southwest of the Missouri River, the broad valleys, hills, 

and buttes of the Missouri Plateau are largely the result of erosion of flat-lying beds of sandstone, siltstone, 

claystone, and lignite. These sediments belong primarily to the Paleocene-age Fort Union Group and were 

deposited by ancient rivers flowing away from the rising Rocky Mountains between about 65 to 55 million 

years ago. From about 10 to 5 million years ago, streams began eroding the sediments that had so long 

ago been deposited, dissecting the plateau with a series of rivers flowing northeast to Hudson Bay. The 

modern landscape over most of southwestern North Dakota thus formed over an exceptionally long period 

of time, unlike the much more recent topography of the glaciated portion of the state (Bluemle, J. and Biek, 

B., 2007).

The proposed alignment from approximately MP 21.5 to the Missouri River (Lake Oahe) crosses the 

Missouri Plateau. Beginning about 5 million years ago, regional uplift of the western part of the continent 

forced streams, which for 30 million years had been depositing sediment nearly continuously on the 

Great Plains, to change their behavior and begin to cut into the layers of sediment they so long had been 

depositing. The predecessor of the Missouri River ate headward into the northern Great Plains and 

developed a tributary system that excavated deeply into the accumulated deposits near the mountain front 

and carried away huge volumes of sediment from the Great Plains to Hudson Bay. By 2 million years ago, 

the streams had cut downward to within a few hundred feet of their present level. This region that has been 

so thoroughly dissected by the Missouri River and its tributaries is called the Missouri Plateau (Trimble, 

D., 1980).
May 29, 2015 | Page 3

File No. 18782-011-01

The proposed alignment from the east of the Missouri River (Lake Oahe) to approximately MP 185 crosses 

the Coteau Slope. The Coteau Slope is a rolling to hilly region that contains both glacial and erosional 

landforms. Unlike the Coteau that bounds its eastern margin, drainage within the Coteau Slope is generally 

well developed, so that there are comparatively few potholes. The north and east margin of the Missouri 

Coteau is marked by the Missouri Escarpment. The escarpment is a prominent feature along most of its 

length, in places rising 600 feet above the comparatively level terrain of the Glaciated Plains (Bluemle, J. 

and Biek, B., 2007).

3.1.2 Site Geology

Geologic mapping indicates that the Late Cretaceous Age (99.6 million to 65.5 million years ago) Fox Hills 

Formation is present at the Lake Oahe Crossing Site (Carlson, 1983). The Fox Hills Formation consists of 

olive-brown sand, shale and sandstone derived from marine shoreline and offshore sediments and can be 

up to 400 feet thick (USGS Mineral Resources). 

Geologic mapping indicates the Holocene Age (11,700 years to present) Coleharbor Formation overlies the 

Fox Hills Formation on the east side of Lake Oahe. The Coleharbor consists of sand and gravel river 

sediments. The Pierre Formation may be encountered below the Fox Hills Formation, particularly on the 

east side of Lake Oahe. The Pierre consists primarily of dark gray shale derived from marine offshore 

sediment (Bluemle, 1979), (Bluemle, 1984), (USGS Mineral Resources).

3.1.3 Surficial Soils

Mapping indicates that the near surface soil types likely to be encountered at the Lake Oahe Crossing Site 

are silt loam and clay loam derived from loess and clayey alluvium on the west side of Lake Oahe and silt 

loam and loam derived from alluvium and sedimentary bedrock on the east side of the lake. Surficial 

materials and bedrock as described above is likely to be encountered below these surficial soils (NRCS Soil 

Survey). 

3.2 Surface Conditions

3.2.1 General

We evaluated the surface conditions in the vicinity of the proposed trenchless crossing during our 

geotechnical exploration program on October 28 through November 4, 2015, April 27 through May 1, 2015, 

and May 4 through May 7, 2015. 

3.2.2 Surface Description

The proposed HDD alignment trends roughly east to west (proposed entry to proposed exit), crossing 

beneath Lake Oahe as shown in Conceptual Site Plan and Profile, and Conceptual Stringing Workspace, 

Figures 2A and 2B, respectively. The conceptual entry point is located approximately 950 feet east of 

Lake Oahe, in a gradually sloping cultivated field. The entry point is at an elevation of roughly 1638 feet 

(North American Vertical Datum [NAVD] 88). Westward from entry, the ground surface along the proposed 

HDD alignment slopes gradually downward toward Lake Oahe where the ground surface remains relatively 

flat at an elevation of approximately 1605 feet NAVD 88. The ground surface slopes steeply upward 

approximately 600 feet from the west bank where it begins to slope more gently up to the conceptual exit 

point at roughly 1705 feet NAVD 88. Photographs of the site are attached in Figures 3 through 5.
May 29, 2015 | Page 4

File No. 18782-011-01

3.3 Subsurface Conditions

3.3.1 General

Subsurface conditions were explored at the site on October 28 through November 4, 2015, April 27 through 

May 1, 2015, and May 4 through May 7, 2015 by drilling seven geotechnical borings (LO-B-1 through

LO-B-7). The borings were drilled to depths of up to 235 feet bgs using ATV, track, and barge-mounted 

drilling equipment. In order to characterize the subsurface conditions for trenchless crossing design, the 

borings were drilled near the alignment of the proposed crossing.

Soil samples were generally obtained from the borings at 5-foot depth intervals using 1.5-inch 

inside-diameter (I.D.) split spoon samplers to the top of rock. GeoEngineers staff managed the geotechnical 

explorations and logged the borings on a full-time basis. Soil samples were visually classified and collected. 

Other pertinent drilling information was also documented. Laboratory tests, including moisture content 

determinations, sieve analyses and Atterberg limits were completed on selected samples from the borings. 

A description of the field exploration and laboratory testing procedures, logs of the borings, and graphs and 

tables of our laboratory testing results are presented in Appendix A.

3.3.2 Subsurface Description

Boring LO-B-1 was drilled with ATV-mounted drilling equipment to a depth of approximately 

235 feet bgs. From the ground surface, the boring encountered approximately 3 1⁄2 feet of medium dense 

silty sand overlying roughly 115 feet of medium dense to very dense clayey sand with varying amounts of 

clay and gravel, 15 feet of very dense sand with clay and interbedded claystone, 5 feet of very dense sand 

with clay, and roughly 96 1⁄2 feet of hard high plasticity clay.

Boring LO-B-2 was drilled with track-mounted drilling equipment to a depth of approximately 

165 feet bgs. From the ground surface, the boring encountered approximately 13 1⁄2 feet of loose sand with 

silt overlying roughly 80 feet of very dense silty sand, and approximately 71 1⁄2 feet of hard high plasticity 

clay with varying amounts of sand. 

Boring LO-B-3 was drilled on Lake Oahe with barge-mounted drilling equipment to a depth of approximately 

141 1⁄2 feet below mud line (bml). The water level measured approximately 6 feet between the mud line 

and the water surface. From the mud line, the boring encountered approximately 24 feet of very soft to 

medium stiff low plasticity clay with varying amounts of sand overlying roughly 10 feet of very loose to 

medium dense silty sand, 30 feet of medium dense sand with silt and varying amounts of fine gravel, 

35 feet of medium dense sand with clay and varying amounts of fine gravel, and roughly 41 1⁄2 feet of hard 

high plasticity clay with varying amounts of sand. 

Boring LO-B-4 was drilled on Lake Oahe with barge-mounted drilling equipment to a depth of approximately 

142 1⁄2 feet bml. The water level measured approximately 4 feet between the mud line and the water 

surface. From the mud line, the boring encountered approximately 2 1⁄2 feet of very soft organic clay with 

silt overlying roughly 23 1⁄2 feet of very soft to soft low plasticity clay with varying amounts of sand, 30 feet 

of loose to medium dense silty sand with varying amounts of fine gravel, 50 feet of medium dense to dense 

sand with silt and varying amounts of fine gravel, and roughly 36 1⁄2 feet of hard high plasticity clay with 

varying amounts of sand and gravel. 
May 29, 2015 | Page 5

File No. 18782-011-01

Boring LO-B-5 was drilled on Lake Oahe with barge-mounted drilling equipment to a depth of approximately 

141-1⁄2 feet bml. The water level measured approximately 5 feet between the mud line and the water 

surface. From the mud line, the boring encountered approximately 7-1⁄2 feet of very soft to soft sandy silt 

overlying roughly 2-1⁄2 feet of medium stiff clay with sand, 15 feet of loose to medium dense clayey sand, 

95 feet of medium dense to very dense sand with silt and varying amounts of gravel, 20 feet of dense to 

very dense sand with silt, and roughly 1-1⁄2 feet of hard high plasticity clay with sand.

Boring LO-B-6 was drilled on Lake Oahe with barge-mounted drilling equipment to a depth of approximately 

122-1⁄2 feet bml. The water level measured approximately 9 feet between the mud line and the water 

surface. From the mud line, the boring encountered approximately 16 feet of soft to medium stiff low 

plasticity clay with varying amounts of sand overlying roughly 20 feet of medium dense sand with silt and 

varying amounts of gravel, 30 feet of medium stiff to very stiff high plasticity clay with varying amounts of 

sand, 40 feet of dense to very dense sand with silt and varying amounts of gravel, 10 feet of dense to very 

dense silty sand, and roughly 6-1⁄2 feet of sand with silt and varying amounts of gravel.

Boring LO-B-7 was drilled with ATV-mounted drilling equipment to a depth of approximately 

150 feet bgs. From the ground surface, the boring encountered approximately 3 feet of medium dense silty 

sand overlying roughly 15-1⁄2 feet of medium stiff to very stiff sandy low plasticity clay with varying amounts 

of gravel, 5 feet of medium stiff sandy silt, 5 feet of stiff low plasticity clay, 5-1⁄2 feet of medium stiff sandy 

silt, 29-1⁄2 feet of medium stiff to stiff low plasticity clay with varying amounts of sand, 20 feet of loose to 

dense silty sand, 5 feet of dense silty gravel with sand, 10 feet of medium dense to dense sand with varying 

amounts of gravel, and roughly 51-1⁄2 feet of very stiff to hard sandy high plasticity clay.

3.3.3 Groundwater Conditions

At the time of drilling, groundwater was not observed in the borings. Due to the drilling techniques used, 

the groundwater level can be difficult to measure and will likely fluctuate over time due to seasonal 

variations in precipitation and the level of Lake Oahe. 

4.0 LIMITATIONS

We have prepared this data report for use by Dakota Access, their authorized agents and other approved 

members of the design team involved with this project. The data report is not intended for use by others, 

and the information contained herein is not applicable to other sites. The data and report should be 

provided to prospective contractors, but our report, conclusions and interpretations should not be 

construed as a warranty of the subsurface conditions. 

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may also 

vary with time. A contingency for unanticipated conditions should be included in the project budget and 

schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation be 

provided by GeoEngineers during construction to evaluate that the conditions encountered are consistent 

with those indicated by the explorations, to provide recommendations for design changes should the 

conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and 

pipeline installation activities comply with contract plans and specifications.
May 29, 2015 | Page 6

File No. 18782-011-01

The scope of our services does not include services related to construction safety precautions. Our 

recommendations are not intended to direct the contractor's methods, techniques, sequences or 

procedures, except as specifically described in our report for consideration in design.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with 

generally accepted practices in this area at the time the report was prepared. The conclusions, 

recommendations, and opinions presented in this report are based on our professional knowledge, 

judgment and experience. No warranty or other conditions, express, written or implied, should be 

understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if 

provided, and any attachments are only a copy of the original document. The original document is stored 

by GeoEngineers, and will serve as the official document of record.

Please refer to Appendix B, titled “Report Limitations and Guidelines for Use,” for additional information 

pertaining to use of this report.

5.0 REFERENCES

ASTM International. 2010. Annual Book of ASTM Standards, Volume 04.08, “Soil and Rock,”

Bluemle, J.P., 1979, Geology of Emmons County, North Dakota: Part 1, North Dakota Geological Survey, 

Bulletin 66, Scale 1:126,720.

Bluemle, J.P., 1984, Geology of Emmons County, North Dakota, North Dakota Geological Survey, Bulletin 

66: Part 1 (Text to Accompany Geologic Map).

Bluemle, John and Biek, Bob, Updated July, 27, 2007, No Ordinary Plain: Dakota’s Physiography and 

Landforms, North Dakota Geological Survey, North Dakota Notes No. 1.

Carlson, C.G., 1983, Geology of Morton County, North Dakota: Part 1, North Dakota Geological Survey, 

Bulletin 72, Scale 1:127,400.

NRCS Soil Survey, National Cooperative Soil Survey, Natural Resources Conservation Service, USDA,

(http://websoilsurvey.nrcs.usda.gov).

Trimble, Donald E., 1980, The Geologic Story of the Great Plains, Geological Survey Bulletin 1493, United 

States Government Printing Office, Washington.

USGS Mineral Resources, U.S. Geological Survey, U.S. Department of the Interior, Mineral Resources OnLine Spatial Data, (http://mrdata.usgs.gov).
L

a

ke

O

ah

e-Missouri River

Cannonball R iver

Bad ger Creek

Ric e Cre e k

C a n n o nb al l River

Horsehead Creek

UV1806

UV1804

UV24

Emmons

Morton

Sioux

DAKOTA ACCESS PIPELINE PROJECT

VICINITY MAP

Figure 1

202

μ

Miles

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to

assist in showing features discussed in an attached document.

GeoEngineers, Inc. cannot guarantee the accuracy and content

of electronic files. The master file is stored by GeoEngineers, 

Inc. and will serve as the official record of this communication.

Data Sources: ESRI Data & Maps, Street Maps 2008.

Imagery from ESRI Data Online.

Projection: NAD 1983, UTM Zone 14 North.

Office: SPR Path: P:\18\18782011\01\GIS\Vicinity Maps\North Dakota\Lake Oahe HDD.mxd Map Revised: 29 May 2015 mclevenger

North Dakota

South Dakota

Grant

Morton

Sioux

Emmons

Burleigh Kidder

Corson

Logan

McIntosh

Oliver

Campbell

Mercer

PROPOSED DAKOTA ACCESS 

PIPELINE ALIGNMENT (05-26-2015)

LAKE OAHE HDD

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON AND EMMONS COUNTIES, NORTH DAKOTA

DAPL Mainline
1650

1700

1650

1700

MP 165.0

MP 165.5MP 166.0MP 166.5

1700

ND-MO-199.900

ND-EM-002.000

ND-MO-198.900

ND-MO-197.000

ND-MO-199.000

ND-EM-001.000

200'

50'

250'

150'

CONCEPTUAL

HDD ENTRY POINT

N. 16877035.65755

E. 1244049.30458

LAT. N46° 26' 23.7611"

LONG. W100° 34' 21.9398" 250'

175'

200'

150'

CONCEPTUAL

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

SANDY CLAY W/

FINE GRAVEL (10% GRAVEL)

FINE TO COARSE GRAVEL W/ SILT AND SAND (52% GRAVEL)

SILTY SAND

70'

66'

SANDY CLAY

SAND

SILTY SAND

CLAY

SANDY SILT

CLAY

SANDY SILT

SILTY SAND 10

20

13

11

7

6

9

5

6

10

13

13

11

11

8

42

20

44

18

39

28

26

31

40

58

33

31

39

48

54

LO-B-7

67

122'

100/15"

100/15"

65

50/6"

50/5"

50/5"

50/4"

50/4"

50/5"

50/6"

50/5"

100/15"

100/15"

100/15"

100/16"

100/16"

100/14"

50/6"

100/16"

50/4"

63

100/16"

50/3"

50/4"

50/6"

50/1"

50/3"

32/3"

50/4"

50/4"

67

50/6"

50/4"

73

100/15"

50/3"

50/6"

50/5"

70

50/3"

50/4"

50/5"

64

52

13

13

16

15

10

CLAY

SAND W/ CLAY

SAND W/ TRACE CLAY

SAND W/ INTERBEDDED CLAYSTONE

CLAYEY SAND W/ TRACE GRAVEL

SILTY

SAND

LO-B-1

(1% GRAVEL)

56

8

7

5

7

CLAY W/ SAND

SAND W/ SILT

LO-B-2

50/6"

100/8"

100/9"

100/11"

100/12"

100/14"

100/17"

74

100/16"

100/18"

74

73

100/17"

100/14"

50

100/8"

100/12"

50/6"

69

100/18"

75

79

82

79

70

70

45

31

69 37

34

32

60

47

32

48

36

34

17

10

14

7

11

6

16

26

14

11

7

4

6

4

2

SAND W/ SILT AND FINE GRAVEL (38% GRAVEL)

SILTY SAND

SAND W/ SILT

CLAY W/ SAND

SAND W/ SILT (1% GRAVEL)

CLAY

LO-B-6

38

55

38

44

57

38 42

51

34

27

35

50

44

31

19

68

15

26

26

23

16

17

13

28

5

6

20

5

3

1

2

CLAY AND SAND

SAND W/ SILT

SAND W/ SILT

CLAYEY SAND

CLAY W/ SAND

SANDY SILT

LO-B-5

54

62

49

53

50

58

39

36

25

35

18

19

37

20

30

30

30

25

8

9

14

14

11

10

3

3

2

3

2

1

1

CLAY W/ SAND

SAND W/ SILT

(7% GRAVEL)

SILTY SAND

CLAY

CLAY W/ SILT

LO-B-4

48

46

49

44

43

37

42

39

41

26

27

25

26

18

26

27

26

22

29

15

22

20

11

2

4

2

2

2

2

1

CLAY W/ SAND

SAND W/ CLAY AND GRAVEL

SAND W/ SILT AND TRACE FINE GRAVEL

SILTY SAND

CLAY

LO-B-3

(4% GRAVEL)

(2% GRAVEL)

(32% GRAVEL) (25% GRAVEL)

(26% GRAVEL)

100/16"

100/16"

50/6"

50/6"

FIGURE 2A

: P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD Figure 2.dwg\TAB:Figure 2A modified on May 29, 2015 - 4:47pm MWC MAM

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. Refer to the boring logs in the accompanying report for more detailed soil descriptions.

4. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov.

Aerial image taken from Google Earth Pro © 2015, licensed to GeoEngineers, Inc., image dated 09/30/13.

Ground surface survey provided by Wood Group Mustang, Inc.

Shape files provided by Contract Land Staff, LLC.

CONCEPTUAL 30" HORIZONTAL DIRECTIONAL DRILL - 7,500'

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

CONCEPTUAL 30" HDD PROFILE

CONCEPTUAL

HDD ENTRY POINT

CONCEPTUAL HDD

EXIT POINT

LAKE OAHE

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION

AREA (SEE FIGURE 2B FOR LAYOUT)

EMMONS

COUNTY

MORTON

COUNTY

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON & EMMONS COUNTIES, NORTH DAKOTA

DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL SITE PLAN AND PROFILE

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

ISSUED DATE: MAY 29, 2015

GROUND SURFACE (SURVEY)

LAKE OAHE

(APPROX. WATER LEVEL)

EXISTING PIPELINE

PROPERTY LINE (TYP.)

CONCEPTUAL TEMPORARY

HDD ENTRY WORKSPACE

CONCEPTUAL

TEMPORARY HDD

EXIT WORKSPACE

MATCH LINE (SEE FIGURE 2B)

PROPOSED DAKOTA

ACCESS PIPELINE

ALIGNMENT (05-26-2015)

EDGE OF

WATER (TYP.)

LO-B-1 LO-B-7

FLUID EQUILIBRIUM

ELEVATION (1,638')

LEGEND:

Boring Location

Major Contour - 50' Interval

Minor Contour - 10' Interval

SPT (N) TYPE OF SOIL (% GRAVEL)

LO-B-2

LO-B-3

LO-B-4 LO-B-5 LO-B-6
FIGURE 3

Dakota Access Pipeline Project – Lake Oahe HDD 

Site Photographs

Looking East Toward The Conceptual Entry Workspace Near Boring LO-B-7

Looking West Along The Proposed Pipeline Alignment Near The Proposed Entry Point
FIGURE 4

Dakota Access Pipeline Project – Lake Oahe HDD 

Site Photographs

Looking West Along The Proposed Pipeline Alignment Near Boring LO-B-4

Looking East Along The Proposed Pipeline Alignment Near Boring LO-B-4
FIGURE 5

Dakota Access Pipeline Project – Lake Oahe HDD 

Site Photographs

Looking East Along The Proposed Pipeline Alignment Near Boring LO-B-2

Looking West Toward The Proposed Exit Workspace Near The Proposed Exit Point
APPENDIX A

Field Explorations and Laboratory Testing
May 29, 2015 | Page A-1

File No. 18782-011-01

APPENDIX A

FIELD EXPLORATIONS AND LABORATORY TESTING

Field Explorations

Subsurface conditions were explored at the Lake Oahe HDD site on October 28 through November 4, 2015, 

April 27 through May 1, 2015, and May 4 through May 7, 2015 by drilling seven geotechnical borings using 

an All-Terrain-Vehicle (ATV), track, and barge-mounted drilling equipment. The North Dakota State 

“One-Call” utility locating agency was contacted to locate utilities in the project area prior to the start of the 

exploratory borings. The borings were drilled near the alignment of the proposed trenchless crossing in 

order to characterize the subsurface conditions.

The drilling operations were monitored by GeoEngineers staff who examined and classified the soils

encountered, obtained representative samples, observed groundwater conditions where possible and 

prepared a detailed log of each exploration. The soils encountered were classified visually in general 

accordance with ASTM International (ASTM) D2488, which is described in Figure A-1. The approximate 

locations of the explorations are shown in the Conceptual Site Plan and Profile, Figure 2A.

In general, soil samples were obtained from the borings at 5-foot-depth intervals using a 1.5-inch 

inside-diameter (I.D.) split spoon standard penetration test (SPT) sampler. The SPT sampler was driven 

18 inches, using a 140-pound hammer with a 30-inch drop. The number of hammer blows required to drive 

the sampler the final 12-inches was recorded on field logs. Each boring was backfilled full depth with 

cement-bentonite grout.

The relative density of the SPT samples recovered at each interval was evaluated based on correlations 

with lab and field observations in general accordance with the values outlined in Table A-1 below.

TABLE A-1 CORRELATION BETWEEN BLOW COUNTS AND RELATIVE DENSITY 1

Cohesive Soils (Clay/Silt)

Parameter Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Blows, N < 2 2 – 4 4 – 8 8 – 16 16 – 32 >32

Cohesionless Soils (Gravel/Sand/Silty Sand) 2

Very Loose Loose Medium Dense Dense Very Dense

Blows, N 0 – 4 4 – 10 10 – 30 30 – 50 > 50

Notes: 

1 After Terzaghi, K and Peck, R.B., “Soil Mechanics in Engineering Practice,” John Wiley & Sons, Inc., 1962. 

2 Classification applies to soils containing additional constituents; that is, organic clay, silty or clayey sand, etc.

The exploration logs are presented in Figures A-2 through A-8. The logs are based on our interpretation of 

the field data and indicate the various types of soils encountered. They also indicate the approximate 

depths at which the subsurface conditions change.
May 29, 2015 | Page A-2

File No. 18782-011-01

Laboratory Testing

General

Soil samples obtained from the explorations were transported to our Springfield, Missouri office and 

examined to confirm or modify field classifications. Representative samples were selected for laboratory 

testing consisting of moisture content determinations, sieve analyses, and Atterberg limits testing. The 

laboratory testing procedures are discussed in more detail below.

Moisture Content Testing

Moisture content tests were completed for representative soil samples obtained from the explorations in 

general accordance with ASTM D2216. The results of these tests are presented on the exploration logs in 

Figures A-2 through A-8 at the depths at which the samples were obtained.

Sieve Analysis

Sieve analyses were performed on selected samples in general accordance with ASTM D422. The results 

of the sieve analyses were plotted and classified in general accordance with the Unified Soil Classification 

System (USCS) and are presented in Figures A-9 through A-15. The sample gravel content (% Gravel) and 

the percentage passing the U.S. No. 200 sieve (% Fine) are shown on the boring logs at the respective 

sample depths.

Atterberg Limits Testing

Atterberg Limits testing was performed on selected fine grained soil samples in general accordance with 

ASTM D4318. The tests were used to classify the soil as well as to evaluate its index properties. The results 

of the Atterberg Limits testing are shown in Figures A-16 through A-18.
AC

Cement Concrete

%F

AL

CA

CP

CS

DS

HA

MC

MD

OC

PM

PI

PP

PPM

SA

TX

UC

VS

CC

Asphalt Concrete

No Visible Sheen

Slight Sheen

Moderate Sheen

Heavy Sheen

Not Tested

NS

SS

MS

HS

NT

ADDITIONAL MATERIAL SYMBOLS

Measured groundwater level in

exploration, well, or piezometer

Measured free product in well or

piezometer

Distinct contact between soil strata or

geologic units

Approximate location of soil strata

change within a geologic soil unit

Distinct contact between soil strata or

geologic units

Approximate location of soil strata

change within a geologic soil unit

Graphic Log Contact

Groundwater Contact

Material Description Contact

Laboratory / Field Tests

Sheen Classification

Percent fines

Atterberg limits

Chemical analysis

Laboratory compaction test

Consolidation test

Direct shear

Hydrometer analysis

Moisture content

Moisture content and dry density

Organic content

Permeability or hydraulic conductivity

Plasticity index

Pocket penetrometer

Parts per million

Sieve analysis

Triaxial compression

Unconfined compression

Vane shear

Sampler Symbol Descriptions

NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.

Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be

representative of subsurface conditions at other locations or times.

GRAPH

Topsoil/

Forest Duff/Sod

Crushed Rock/

Quarry Spalls

Blowcount is recorded for driven samplers as the number

of blows required to advance sampler 12 inches (or

distance noted). See exploration log for hammer weight

and drop.

A "P" indicates sampler pushed using the weight of the

drill rig.

FIGURE A-1

2.4-inch I.D. split barrel

SYMBOLS TYPICAL

KEY TO EXPLORATION LOGS

CR

LETTER DESCRIPTIONS

TS

GC

PT

OH

CH

MH

OL

GM

GP

GW

DESCRIPTIONS

TYPICAL

LETTER

(APPRECIABLE AMOUNT OF FINES)

MAJOR DIVISIONS

POORLY-GRADED SANDS, GRAVELLY SAND

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS

CLEAN SANDS

GRAVELS WITH

FINES

CLEAN GRAVELS

HIGHLY ORGANIC SOILS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

SAND

AND

SANDY

SOILS

GRAVEL AND GRAVELLY

SOILS

(LITTLE OR NO FINES)

FINE GRAINED

SOILS

COARSE GRAINED

SOILS

SW

MORE THAN 50% OF COARSE FRACTION

RETAINED ON NO. 4 SIEVE

CL

WELL-GRADED SANDS, GRAVELLY SANDS

SILTY GRAVELS, GRAVEL - SAND

- SILT MIXTURES

LIQUID LIMIT GREATER THAN 50

SILTY SANDS, SAND - SILT MIXTURES

(APPRECIABLE AMOUNT OF FINES)

SOIL CLASSIFICATION CHART

LIQUID LIMIT

LESS THAN 50

SANDS WITH

FINES

SP

(LITTLE OR NO FINES)

ML

SC

SM

NOTE: Multiple symbols are used to indicate borderline or dual soil classifications

MORE THAN 50% OF COARSE FRACTION

PASSING NO. 4 SIEVE

CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES

CLAYEY SANDS, SAND - CLAY MIXTURES

INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW

PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS

ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY

INORGANIC CLAYS OF HIGH

PLASTICITY

MORE THAN 50%

PASSING NO. 200 SIEVE

MORE THAN 50%

RETAINED ON NO. 200 SIEVE

WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES

POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

GRAPH

SYMBOLS

Standard Penetration Test (SPT)

Shelby tube

Piston

Direct-Push

Bulk or grab

Continuous Coring

"WOH" indicates sampler pushed using the weight of the 

140-pound SPT hammer.
SM

SC

15

9

16

11

16

17

15

16

10

10

15

16

13

13

52

64

50/5"

50/4"

S1

S2

S3

S4

S5

S6

S7

S8

S9

Tan silty fine sand (medium dense, dry)

Gray clayey fine sand with occasional gravel

(medium dense, moist)

Without gravel

Becomes tan and very dense

Becomes orange and tan

With trace gravel

10

9

14

Poor recovery due to coarse gravel stuck in

shoe

% Fine = 16

% Gravel = 1

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

JLR

Drilling Drilled Method

Notes:

DJJ

Surface Elevation (ft)

Vertical Datum

HSA/Mud

Rotary Driller

Groundwater

Depth to Date Measured Water (ft)

CME-750 ATV Mounted

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 14.071" N

100° 36' 10.641" W Geographic

235

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1711

N/A

STS Enterprises, LLC 10/28/2015

End

10/31/2014

Sheet 1 of 6

Figure A-2

Log of Boring LO-B-1

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1710

1705

1700

1695

1690

1685

1680

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
3

15

11

6

9

15

17

10

50/3"

70

50/5"

50/6"

50/3"

100/15"

73

50/4"

S10

S11

S12

S13

S14

S15

S16

S17

Becomes gray

Becomes tan % Fine = 28

Sheet 2 of 6

Figure A-2

Log of Boring LO-B-1 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1675

1670

1665

1660

1655

1650

1645

1640

1635

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
5

18

10

10

15

9

1

12

50/6"

67

50/4"

50/4"

100/5"

50/3"

50/1"

50/6"

S18

S19

S20

S21

S22

S23

S24

S25

Becomes dark gray

Becomes gray clayey fine to medium sand

% Fine = 28

Sheet 3 of 6

Figure A-2

Log of Boring LO-B-1 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1630

1625

1620

1615

1610

1605

1600

1595

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SP

SP-SC

CH

6

3

18

18

4

16

18

18

18

50/4"

50/3"

100/16"

63

50/4"

100/16"

50/6"

100/14"

100/16"

S26

S27

S28

S29

S30

S31

S32

S33

S34

Gray fine to medium sand with interbedded

brown claystone (very dense, moist)

Dark gray fine to medium sand with clay (very

dense, moist)

Dark gray clay (hard, moist) 26

24

24

29

38

LL = 117

PI = 83

Sheet 4 of 6

Figure A-2

Log of Boring LO-B-1 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1590

1585

1580

1575

1570

1565

1560

1555

Depth (feet) 120

125

130

135

140

145

150

155

160 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
16

15

15

15

11

12

11

10

100/16"

100/15"

100/15"

100/15"

50/5"

50/6"

50/5"

50/4"

S35

S36

S37

S38

S39

S40

S41

S42

29

30

31

32

39

40

31

33

LL = 100

PI = 59

Sheet 5 of 6

Figure A-2

Log of Boring LO-B-1 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1550

1545

1540

1535

1530

1525

1520

1515

1510

Depth (feet) 165

170

175

180

185

190

195

200 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
10

11

11

12

18

15

15

50/4"

50/5"

50/5"

50/6"

65

100/15"

100/15"

S43

S44

S45

S46

S47

S48

S49

34

33

56

36

32

28

30

Sheet 6 of 6

Figure A-2

Log of Boring LO-B-1 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1505

1500

1495

1490

1485

1480

Depth (feet) 205

210

215

220

225

230

235 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SP-SM

SM

12

6

12

10

18

18

18

18

18

7

5

7

8

56

70

70

79

82

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown mottled sand with silt (loose, moist)

Brown silty fine to medium sand (very dense,

moist) 11 % Fine = 24

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

NAA

Drilling Drilled Method

Notes:

EAW

Surface Elevation (ft)

Vertical Datum

HSA/Mud

Rotary Driller

Groundwater

Depth to Date Measured Water (ft)

Diedrich D-50 Track Rig

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 15.393" N

100° 35' 55.054" W Geographic

165

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1649

N/A

Northern Technology, Inc. 5/4/2015

End

5/4/2015

Sheet 1 of 5

Figure A-3

Log of Boring LO-B-2

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1645

1640

1635

1630

1625

1620

1615

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
18

18

18

18

13

12

18

18

79

75

100/18"

69

50/6"

100/12"

100/8"

50

S10

S11

S12

S13

S14

S15

S16

S17

% Fine = 25

Sheet 2 of 5

Figure A-3

Log of Boring LO-B-2 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1610

1605

1600

1595

1590

1585

1580

1575

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CH

14

18

18

18

18

16

16

16

100/14"

100/17"

73

74

100/18"

100/16"

100/16"

100/16"

S18

S19

S20

S21

S22

S23

S24

S25

With shell fragments

Dark gray clay with trace sand (hard, moist) 29

29

31

32

36

LL = 107

PI = 69

Sheet 3 of 5

Figure A-3

Log of Boring LO-B-2 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1570

1565

1560

1555

1550

1545

1540

1535

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
18

17

14

12

11

9

6

12

9

74

100/17"

100/14"

100/12"

100/11"

100/9"

100/8"

50/6"

50/6"

S26

S27

S28

S29

S30

S31

S32

S33

S34

With shale layer

35

33

33

33

35

33

32

35

33

LL = 98

PI = 64

Sheet 4 of 5

Figure A-3

Log of Boring LO-B-2 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1530

1525

1520

1515

1510

1505

1500

1495

1490

Depth (feet) 120

125

130

135

140

145

150

155

160 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
12 50/6" S35 35

Sheet 5 of 5

Figure A-3

Log of Boring LO-B-2 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1485

Depth (feet) 165 Interval Recovered (in) Blows/foot RQD % Collected SampleSample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CL

SM

14

18

18

15

16

12

16

1

2

2

2

2

4

2

S1

S2

S3

S4

S5

S6

S7

Gray clay with organic material (very soft)

With trace sand and soft

Becomes tan and gray

Becomes gray

Becomes medium stiff

Gray silty fine sand (very loose, moist)

41

45

28

Mudline at 6 feet below water surface

LL = 36

PI = 17

% Fine = 19

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

NAA

Drilling Drilled Method

Notes:

DS/KW

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

Diedrich D-25

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 16.950" N

100° 35' 33.749" W Geographic

146.5

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1610

N/A

Strata Earth Services, LLC 4/30/2015

End

5/1/2015

Sheet 1 of 4

Figure A-4

Log of Boring LO-B-3

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1605

1600

1595

1590

1585

1580

1575

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SP-SM

SP-SC

8

12

15

14

15

13

15

16

14

11

20

22

15

29

22

26

27

26

S8

S9

S10

S11

S12

S13

S14

S15

S16

Becomes medium dense

Gray sand with silt and trace fine gravel (medium

dense, moist)

Becomes sand with silt

Gray sand with clay and trace gravel (medium

dense, moist)

% Fine = 7

% Gravel = 4

% Fine = 10

% Gravel = 2

Sheet 2 of 4

Figure A-4

Log of Boring LO-B-3 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1570

1565

1560

1555

1550

1545

1540

1535

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CH

14

11

11.5

10

12

16

18

11

18

26

25

27

26

41

39

42

S17

S18

S19

S20

S21

S22

S23

S24

With fine gravel

Gray clay with occasional fine to medium sand

(hard, moist)

33

% Fine = 8

% Gravel = 32

Sheet 3 of 4

Figure A-4

Log of Boring LO-B-3 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1530

1525

1520

1515

1510

1505

1500

1495

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
10

10

9

14

18

18

37

43

44

49

46

48

S25

S26

S27

S28

S29

S30

31

34

31

32

33

29

LL = 83

PI = 63

Sheet 4 of 4

Figure A-4

Log of Boring LO-B-3 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1490

1485

1480

1475

1470

1465

Depth (feet) 120

125

130

135

140

145 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
OH

CL

SM

9

18

18

18

18

17

18

16

1

1

2

3

2

3

3

10

S1

S2

S3

S4

S5

S6

S7

S8

Gray organic clay (very soft, moist)

Gray clay with organic material (very soft, moist)

Becomes soft

With sand

Without sand

Gray silty sand (medium dense)

32

28

36

25

31

31

29

Mudline at 4 feet below water surface

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

NAA

Drilling Drilled Method

Notes:

DS/KW

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

Diedrich D-25

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 18.993" N

100° 35' 21.974" W Geographic

146.5

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1608

N/A

Strata Earth Services, LLC 4/29/2015

End

4/30/2015

Sheet 1 of 4

Figure A-5

Log of Boring LO-B-4

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1605

1600

1595

1590

1585

1580

1575

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SW-SM

15

13

15

15

12

14

13.5

15

12

11

14

14

9

8

25

30

30

30

S9

S10

S11

S12

S13

S14

S15

S16

S17

With trace fine gravel and lignite and becomes

loose

Gray fine to coarse sand with silt (medium dense,

moist)

Becomes dense

% Fine = 13

% Gravel = 7

Sheet 2 of 4

Figure A-5

Log of Boring LO-B-4 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1570

1565

1560

1555

1550

1545

1540

1535

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CH

16

14

12

12

10

15

18

18

20

37

19

18

35

25

36

39

S18

S19

S20

S21

S22

S23

S24

S25

Becomes medium dense

Becomes dense

With fine gravel and lignite and becomes medium

dense

Becomes dense

Becomes medium dense

Gray clay with fine to coarse sand (hard, wet) 39

39

% Fine = 8

% Gravel = 25

Sheet 3 of 4

Figure A-5

Log of Boring LO-B-4 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1530

1525

1520

1515

1510

1505

1500

1495

1490

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
18

18

18

18

18

18

58

50

53

49

62

54

S26

S27

S28

S29

S30

S31

With fine gravel

With occasional fine to medium sand

With occasional fine gravel

32

35

32

31

139

34

Sheet 4 of 4

Figure A-5

Log of Boring LO-B-4 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1485

1480

1475

1470

1465

Depth (feet) 120

125

130

135

140

145 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
ML

CL

SC

SP-SM

9.5

14

18

9.5

12

8

10

13

2

1

3

5

20

6

5

28

S1

S2

S3

S4

S5

S6

S7

S8

Gray and brown fine sandy silt with trace clay

(soft, wet)

Becomes very soft

Becomes brown sandy silt and soft

Brown clay with trace fine sand (medium stiff,

wet)

Brown clayey sand (medium dense, moist)

Becomes grayish brown and loose

Brown fine to coarse sand with silt (medium

dense, moist)

38

41

44

40

Mudline at 5 feet below water surface

% Fine = 12

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

NAA

Drilling Drilled Method

Notes:

DS/KW

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

Diedrich D-25

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 19.470" N

100° 35' 03.989" W Geographic

146.5

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1608

N/A

Strata Earth Services, LLC 4/28/2015

End

4/29/2015

Sheet 1 of 4

Figure A-6

Log of Boring LO-B-5

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1605

1600

1595

1590

1585

1580

1575

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
9.5

11

8.5

10

10

9

8

10.5

9

13

17

16

23

26

26

15

68

19

S9

S10

S11

S12

S13

S14

S15

S16

S17

Becomes grayish brown

With trace fine gravel

Without gravel

With occasional gravel and lignite lenses

Becomes gray fine to coarse sand

Becomes very dense

Becomes medium dense

% Fine = 7

% Gravel = 1

Sheet 2 of 4

Figure A-6

Log of Boring LO-B-5 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1570

1565

1560

1555

1550

1545

1540

1535

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
14

13

17

6.5

9.5

13

10.5

11.5

31

44

50

35

27

34

51

42

S18

S19

S20

S21

S22

S23

S24

S25

Becomes dense

With fine to coarse gravel

Becomes very dense

Becomes dense

Becomes medium dense

Becomes dense

With lignite lenses and becomes very dense

Becomes dense

% Fine = 6

% Gravel = 45

Sheet 3 of 4

Figure A-6

Log of Boring LO-B-5 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1530

1525

1520

1515

1510

1505

1500

1495

1490

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SP

CH

14.5

13

15

13

11

13

38

57

44

38

55

38

S26

S27

S28

S29

S30

S31

With occasional fine gravel

Gray sand with trace silt and lignite lenses (very

dense)

With silt and becomes dense

Becomes very dense

Gray laminated clay and sand (hard, wet) 48

Sheet 4 of 4

Figure A-6

Log of Boring LO-B-5 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1485

1480

1475

1470

1465

Depth (feet) 120

125

130

135

140

145 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CL

SP-SM

12

11

16

13

15

7

11

2

4

6

4

7

11

14

S1

S2

S3

S4

S5

S6

S7

Gray clay with organics (soft, wet)

With trace organics and becomes medium stiff

With trace fine sand

Becomes sandy clay

Gray fine to coarse sand with silt (medium dense,

moist)

With fine sand

55

46

43

47

39

Mudline at 9 feet felow water surface

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

NAA

Drilling Drilled Method

Notes:

DS/KW

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

Diedrich D-25

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 20.910" N

100° 34' 46.981" W Geographic

131.5

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1608

N/A

Strata Earth Sciences, LLC 4/27/2015

End

4/27/2015

Sheet 1 of 4

Figure A-7

Log of Boring LO-B-6

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1605

1600

1595

1590

1585

1580

1575

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
CH

SP-SM

14.5

12

18

16.5

18

16

18

18

10.5

26

16

6

11

7

14

10

17

34

S8

S9

S10

S11

S12

S13

S14

S15

S16

With trace fine gravel

Gray clay with fine sand (medium stiff, wet)

Becomes stiff

Becomes gray fine sandy clay and medium stiff

Becomes stiff

Becomes very stiff

Gray fine to medium sand with silt (dense, wet)

28

47

30

40

% Fine = 7

% Gravel = 1

Sheet 2 of 4

Figure A-7

Log of Boring LO-B-6 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1570

1565

1560

1555

1550

1545

1540

1535

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SM

12

8

10

9.5

12.5

12

18

15

36

48

32

47

60

32

34

37

S17

S18

S19

S20

S21

S22

S23

S24

With occasional fine gravel

With fine to coarse gravel

Becomes gray and light brown

Becomes fine to coarse sand with lignite

Becomes very dense

Becomes dense

Gray silty sand (dense)

% Fine = 9

% Gravel = 26

Sheet 3 of 4

Figure A-7

Log of Boring LO-B-6 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1530

1525

1520

1515

1510

1505

1500

1495

1490

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SW-SM

16

13

10

69

31

45

S25

S26

S27

Becomes very dense

Gray sand with silt and fine gravel (dense) % Fine = 7

% Gravel = 38

Sheet 4 of 4

Figure A-7

Log of Boring LO-B-6 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1485

1480

Depth (feet) 120

125

130 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SM

CL

ML

CL

ML

CL

13

10

14

14

15

1

18

18

18

10

20

13

11

7

6

9

5

6

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown silty fine sand (medium dense, dry)

Gray fine sandy clay with occasional fine gravel

(very stiff, dry)

Becomes tan and stiff

Becomes moist

Becomes medium stiff

Tan fine sandy silt (medium stiff, wet)

Gray clay (stiff, wet)

Tan fine sandy silt (medium stiff, wet)

Gray clay (medium stiff, wet)

10

13

44

35

42

33

% Fine = 61

% Gravel = 10

Poor recovery due to possible cobble or

coarse gravel

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

JLR

Drilling Drilled Method

Notes:

DJJ

Surface Elevation (ft)

Vertical Datum

HSA/Mud

Rotary Driller

Groundwater

Depth to Date Measured Water (ft)

CME-750 ATV Mounted

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

46° 26' 23.615" N

100° 34' 23.821" W Geographic

150

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1637

N/A

STS Enterprises, LLC 11/1/2014

End

11/4/2014

Sheet 1 of 4

Figure A-8

Log of Boring LO-B-7

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1635

1630

1625

1620

1615

1610

1605

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SM

18

18

18

18

18

18

14

18

10

13

13

11

11

8

42

20

S10

S11

S12

S13

S14

S15

S16

S17

Becomes stiff

With occasional fine sand

Gray silty fine sand (loose, moist)

Becomes dense

Becomes medium dense

30

32

31

41

51

LL = 50

PI = 25

% Fine = 47

Sheet 2 of 4

Figure A-8

Log of Boring LO-B-7 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1600

1595

1590

1585

1580

1575

1570

1565

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
GM

SW

CH

18

15

17

14

18

18

18

18

25

44

18

39

28

26

31

40

S18

S19

S20

S21

S22

S23

S24

S25

Gray silty fine to coarse gravel with sand (dense,

moist)

Gray fine to coarse sand (medium dense, moist)

With fine to coarse gravel and dense

Gray sandy clay (very stiff, moist)

Without sand

Becomes hard

27

35

34

33

% Fine = 15

% Gravel = 52

LL = 98

PI = 67

Sheet 3 of 4

Figure A-8

Log of Boring LO-B-7 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet) 1560

1555

1550

1545

1540

1535

1530

1525

1520

Depth (feet) 80

85

90

95

100

105

110

115 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
0

18

18

18

18

18

18

58

33

31

39

48

54

67

S26

S27

S28

S29

S30

S31

S32

Becomes very stiff

Becomes hard

41

37

37

34

49

35

No recovery, possible obstruction in shoe

Sheet 4 of 4

Figure A-8

Log of Boring LO-B-7 (continued)

Project Location:

Project:

Project Number:

Dakota Access Pipeline Project Lake Oahe HDD

18782-011-01

Morton and Emmons Counties, North Dakota

Springfield: Date:5/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1515

1510

1505

1500

1495

1490

Depth (feet) 120

125

130

135

140

145

150 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-9

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-1 28.5 – 30.0 Orange and tan clayey fine SAND (SC)

LO-B-1 68.5 – 70.0 Tan clayey fine SAND (SC)

LO-B-1 98.5 – 100.0 Gray clayey fine SAND (SC)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-10

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-2 14.5 – 16.0 Brown silty fine SAND (SM)

LO-B-2 64.5 – 66.0 Brown silty fine SAND (SM)

LO-B-3 45.0 – 46.5 Gray silty fine SAND (SM)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-11

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-3 69.0 – 71.5 Gray fine SAND with clay and trace fine gravel (SP-SC)

LO-B-3 95.0 – 96.5 Gray fine to coarse SAND with clay and gravel (SP-SC)

LO-B-4 50.0 – 51.5 Gray silty SAND with trace fine gravel (SM)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-12

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-4 95.0 – 96.5 Gray fine to coarse SAND with fine gravel and silt 

(SW-SM)

LO-B-5 25.0 – 26.5 Grayish-brown fine SAND with clay (SC)

LO-B-5 40.0 – 41.5 Grayish-brown fine SAND with silt and trace fine gravel 

(SP-SM)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-13

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-5 100.0 – 101.5 Gray fine to coarse SAND with silt and gravel (SP-SC)

LO-B-6 35.0 – 36.5 Gray fine to coarse SAND with silt (SP-SM)

LO-B-6 85.0 – 86.5 Gray fine to coarse SAND with gravel and silt (SP-SM)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-14

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-6 125.0 – 126.5 Gray fine to coarse SAND with gravel and silt (SW-SM)

LO-B-7 8.5 – 10.0 Tan sandy CLAY (CL)

LO-B-7 63.5 – 65.0 Gray silty fine SAND (SM)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY

GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

10

20

30

40

50

60

70

80

90

100

1000 100 10 1 0.1 0.01 0.001

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” 3/4” 3/8” #4 #10 #20 #40 #60 #100 #200

Sieve Analysis Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-15

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

LO-B-7 83.5 – 85.0 Gray silty fine to coarse GRAVEL with sand (GM)
0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120

Plasticity Index

Liquid Limit

PLASTICITY CHART

CL-ML ML or OL

MH or OH

CH or OH

Symbol

Exploration 

Number

Sample Depth 

(feet)

Moisture Content 

(%)

Liquid Limit 

(%)

Plasticity Index 

(%) Soil Description

LO-B-1 148.5 – 150.0 24 117 83 Gray high plasticity CLAY (CH)

LO-B-1 193.5 – 195.0 31 100 59 Gray high plasticity CLAY (CH)

LO-B-2 99.5 – 101.0 29 107 69 Gray high plasticity CLAY with trace sand (CH)

Atterberg Limits Test Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-16

Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes. 

CL or OL
0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index

Liquid Limit

PLASTICITY CHART

CL-ML ML or OL

MH or OH

CH or OH

Symbol

Exploration 

Number

Sample Depth 

(feet)

Moisture Content 

(%)

Liquid Limit 

(%)

Plasticity Index 

(%) Soil Description

LO-B-2 139.5 – 141.0 35 98 64 Gray high plasticity CLAY with trace sand (CH)

LO-B-3 20.0 – 21.5 45 36 17 Gray low plasticity CLAY (CL)

LO-B-3 135.0 – 136.5 32 83 63 Gray high plasticity CLAY (CH)

Atterberg Limits Test Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-17

Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes. 

CL or OL
0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100

Plasticity Index

Liquid Limit

PLASTICITY CHART

CL-ML ML or OL

MH or OH

CH or OH

Symbol

Exploration 

Number

Sample Depth 

(feet)

Moisture Content 

(%)

Liquid Limit 

(%)

Plasticity Index 

(%) Soil Description

LO-B-7 38.5 – 40.0 30 50 25 Gray low plasticity CLAY (CL)

LO-B-7 113.5 – 115.0 33 98 67 Gray high plasticity sandy CLAY (CH)

Atterberg Limits Test Results

Dakota Access Pipeline Project – Lake Oahe HDD

Morton and Emmons Counties, North Dakota

Figure A-18

Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or

locations, or generated by separate operations or processes. 

CL or OL
APPENDIX B

Report Limitations and Guidelines for Use
May 29, 2015 | Page B-1

File No. 18782-011-01

APPENDIX B

REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report. 

Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and 

Projects

This report has been prepared for the exclusive use of Dakota Access, and their authorized agents. This 

report is not intended for use by others, and the information contained herein is not applicable to other 

sites.

GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical 

or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction 

contractor or even another civil engineer or architect that are involved in the same project. Similarly, an 

environmental assessment study conducted for a property owner may not fulfill the needs of a prospective 

purchaser of the same property. Because each study is unique, each report is unique, prepared solely for 

the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party 

may rely on the product of our services unless we agree in advance to such reliance in writing. This is to 

provide our firm with reasonable protection against open-ended liability claims by third parties with whom 

there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule 

and budget, our services have been executed in accordance with our Agreement with the Client and 

generally accepted geotechnical practices in this area at the time this report was prepared. This report 

should not be applied for any purpose or project except the one originally contemplated.

A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of ProjectSpecific Factors

This report has been prepared for the proposed Lake Oahe HDD located in Morton and Emmons Counties, 

North Dakota. GeoEngineers considered a number of unique, project-specific factors when establishing the 

scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not 

rely on this report if it was:

■ not prepared for you,

■ not prepared for your project,

■ not prepared for the specific site explored, or

■ completed before important project changes were made.

For example, changes that can affect the applicability of this report include those that affect:

■ the function of the proposed structure;

 

1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the 

Geosciences; www.asfe.org. 
May 29, 2015 | Page B-2

File No. 18782-011-01

■ elevation, configuration, location, orientation or weight of the proposed structure; 

■ composition of the design team; or

■ project ownership.

If important changes are made after the date of this report, GeoEngineers should be given the opportunity 

to review our interpretations and recommendations and provide written modifications or confirmation, as 

appropriate.

Subsurface Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and 

conclusions of this report may be affected by the passage of time, by manmade events such as construction 

on or adjacent to the site, by new releases of hazardous substances, or by natural events such as floods, 

earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a 

report to determine if it remains applicable. 

Top Soil

For the purposes of this report, we consider topsoil to consist of generally fine-grained soil with an 

appreciable amount of organic matter, based on visual examination, and to be unsuitable for direct support 

of the proposed improvements. However, the organic content and other mineralogical and gradational 

characteristics used to evaluate the suitability of soil for use in landscaping and agricultural purposes were 

not determined, nor were they considered in our analyses. Therefore, the information and 

recommendations in this report, and our logs and descriptions, should not be used as a basis for estimating 

the volume of topsoil available for such purposes.

Most Geotechnical and Environmental Findings Are Professional Opinions

Our interpretations of subsurface conditions are based on field observations and laboratory test results 

from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at 

those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and 

laboratory data and then applied our professional judgment to render an opinion about subsurface 

conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those 

indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty 

of the subsurface conditions. 

Geotechnical Engineering Report Recommendations Are Not Final

Do not over-rely on the preliminary construction recommendations included in this report. These 

recommendations are not final, because they were developed principally from GeoEngineers’ professional 

judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual 

subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability 

for this report’s recommendations if we do not perform construction observation.

Sufficient monitoring and consultation by GeoEngineers should be provided during construction to confirm 

that the conditions encountered are consistent with those indicated by the explorations, to provide 

recommendations for design changes should the conditions revealed during the work differ from those 

anticipated, and to evaluate whether or not construction activities are completed in accordance with our 
May 29, 2015 | Page B-3

File No. 18782-011-01

recommendations. Retaining GeoEngineers for construction observation for this project is the most 

effective method of managing the risks associated with unanticipated conditions.

A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation

Misinterpretation of this report by other design team members can result in costly problems. You could 

lower that risk by having GeoEngineers confer with appropriate members of the design team after 

submitting the report. Also, retain GeoEngineers to review pertinent elements of the design team's plans 

and specifications. If important changes are made after the date of this report, GeoEngineers should be 

given the opportunity to review our interpretations and recommendations and provide written modifications 

or confirmation, as appropriate. Contractors can also misinterpret a geotechnical engineering or geologic 

report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, 

and by providing construction observation.

Do Not Redraw the Exploration Logs

Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation 

of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical 

engineering or geologic report should never be redrawn for inclusion in architectural or other design 

drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs 

from the report can elevate risk.

Give Contractors a Complete Report and Guidance

Some owners and design professionals believe they can make contractors liable for unanticipated 

subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, 

give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly 

written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes 

of bid development and that the report’s accuracy is limited; encourage them to confer with GeoEngineers 

and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid 

conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only 

then might an owner be in a position to give contractors the best information available, while requiring them 

to at least share the financial responsibilities stemming from unanticipated conditions. Further, a 

contingency for unanticipated conditions should be included in your project budget and schedule.

Contractors Are Responsible for Site Safety on Their Own Construction Projects 

Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, 

schedule or management of the work site. The contractor is solely responsible for job site safety and for 

managing construction operations to minimize risks to on-site personnel and to adjacent properties.

Read These Provisions Closely

Some clients, design professionals and contractors may not recognize that the geoscience practices 

(geotechnical engineering or geology) are far less exact than other engineering and natural science 

disciplines. This lack of understanding can create unrealistic expectations that could lead to 

disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in 

our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report 

Limitations and Guidelines for Use” apply to your project or site.
May 29, 2015 | Page B-4

File No. 18782-011-01

Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged

The equipment, techniques and personnel used to perform an environmental study differ significantly from 

those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical 

engineering or geologic report does not usually relate any environmental findings, conclusions or 

recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated 

contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns 

regarding a specific project.
www.geoengineers.com 
APPENDIX C

Report Limitations and Guidelines for Use
August 28, 2015 | Page C-1

File No. 18782-011-01

APPENDIX C

REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report. 

Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and 

Projects

This report has been prepared for the exclusive use of Dakota Access, LLC (Dakota Access) and their 

authorized agents. This report is not intended for use by others, and the information contained herein is 

not applicable to other sites.

GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical 

or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction 

contractor or even another civil engineer or architect that are involved in the same project. Similarly, an 

environmental assessment study conducted for a property owner may not fulfill the needs of a prospective 

purchaser of the same property. Because each study is unique, each report is unique, prepared solely for 

the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party 

may rely on the product of our services unless we agree in advance to such reliance in writing. This is to 

provide our firm with reasonable protection against open-ended liability claims by third parties with whom 

there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule 

and budget, our services have been executed in accordance with our Agreement with the Client and 

generally accepted geotechnical practices in this area at the time this report was prepared. This report 

should not be applied for any purpose or project except the one originally contemplated.

A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of 

Project-Specific Factors

This report has been prepared for the proposed Lake Oahe HDD located in Morton and Emmons Counties, 

North Dakota. GeoEngineers considered a number of unique, project-specific factors when establishing the 

scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not 

rely on this report if it was:

■ not prepared for you,

■ not prepared for your project,

■ not prepared for the specific site explored, or

■ completed before important project changes were made.

 

1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the 

Geosciences; www.asfe.org. 
August 28, 2015 | Page C-2

File No. 18782-011-01

For example, changes that can affect the applicability of this report include those that affect:

■ the function of the proposed structure;

■ elevation, configuration, location, orientation or weight of the proposed structure; 

■ composition of the design team; or

■ project ownership.

If important changes are made after the date of this report, GeoEngineers should be given the opportunity 

to review our interpretations and recommendations and provide written modifications or confirmation, as 

appropriate.

Subsurface Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and 

conclusions of this report may be affected by the passage of time, by manmade events such as construction 

on or adjacent to the site, by new releases of hazardous substances, or by natural events such as floods, 

earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a 

report to determine if it remains applicable.

Most Geotechnical and Environmental Findings Are Professional Opinions

Our interpretations of subsurface conditions are based on field observations and laboratory test results 

from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at 

those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and 

laboratory data and then applied our professional judgment to render an opinion about subsurface 

conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those 

indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty 

of the subsurface conditions.

Geotechnical Engineering Report Recommendations Are Not Final

Do not over-rely on the preliminary construction recommendations included in this report. These 

recommendations are not final, because they were developed principally from GeoEngineers’ professional 

judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual 

subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability 

for this report’s recommendations if we do not perform construction observation.

Sufficient monitoring and consultation by GeoEngineers should be provided during construction to confirm 

that the conditions encountered are consistent with those indicated by the explorations, to provide 

recommendations for design changes should the conditions revealed during the work differ from those 

anticipated, and to evaluate whether or not construction activities are completed in accordance with our 

recommendations. Retaining GeoEngineers for construction observation for this project is the most 

effective method of managing the risks associated with unanticipated conditions.

A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation

Misinterpretation of this report by other design team members can result in costly problems. You could 

lower that risk by having GeoEngineers confer with appropriate members of the design team after 
August 28, 2015 | Page C-3

File No. 18782-011-01

submitting the report. Also retain GeoEngineers to review pertinent elements of the design team’s plans 

and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce 

that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing 

construction observation.

Do Not Redraw the Exploration Logs

Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation 

of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical 

engineering or geologic report should never be redrawn for inclusion in architectural or other design 

drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs 

from the report can elevate risk.

Give Contractors a Complete Report and Guidance

Some owners and design professionals believe they can make contractors liable for unanticipated 

subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, 

give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly 

written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes 

of bid development and that the report’s accuracy is limited; encourage them to confer with GeoEngineers 

and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid 

conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only 

then might an owner be in a position to give contractors the best information available, while requiring them 

to at least share the financial responsibilities stemming from unanticipated conditions. Further, a 

contingency for unanticipated conditions should be included in your project budget and schedule.

Contractors Are Responsible for Site Safety on Their Own Construction Projects 

Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, 

schedule or management of the work site. The contractor is solely responsible for job site safety and for 

managing construction operations to minimize risks to on-site personnel and to adjacent properties.

Read These Provisions Closely

Some clients, design professionals and contractors may not recognize that the geoscience practices 

(geotechnical engineering or geology) are far less exact than other engineering and natural science 

disciplines. This lack of understanding can create unrealistic expectations that could lead to 

disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in 

our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report 

Limitations and Guidelines for Use” apply to your project or site.
Have we delivered World Class Client Service?

Please let us know by visiting www.geoengineers.com/feedback. 
Horizontal Directional Drill Design Services

Dakota Access Pipeline Project 

Missouri River HDD 

Williams and McKenzie Counties, North Dakota

for 

Dakota Access, LLC 

August 31, 2015 
Horizontal Directional Drill Design Services

Dakota Access Pipeline Project

Missouri River HDD

Williams and McKenzie Counties, North Dakota

for

Dakota Access, LLC

August 31, 2015

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700

August 31, 2015 | Page i

File No. 18782-011-01

Table of Contents

EXECUTIVE SUMMARY............................................................................................................................ES-1

1.0 INTRODUCTION....................................................................................................................................... 1

1.1 Basis of Design................................................................................................................................ 1

2.0 HDD CONSTRUCTION RECOMMENDATIONS....................................................................................... 2

2.1 General ............................................................................................................................................ 2

2.2 Construction Recommendations.................................................................................................... 2

3.0 HDD CONSTRUCTION RISKS AND CONSIDERATIONS........................................................................ 3

3.1 Construction Risks .......................................................................................................................... 3

3.1.1 Inadvertent Drilling Fluid Returns Evaluation...................................................................... 3

3.1.2 Results of Hydraulic Fracture Evaluation ............................................................................ 5

3.1.3 Drill Hole Stability.................................................................................................................. 6

3.2 Construction Considerations .......................................................................................................... 6

3.2.1 Site Access ............................................................................................................................ 6

3.2.2 Workspace Considerations................................................................................................... 7

3.2.3 Proposed HDD Plan and Profile ........................................................................................... 7

3.2.4 Pilot Hole Considerations ..................................................................................................... 7

3.2.5 Reaming and Swabbing Considerations.............................................................................. 8

3.2.6 Pullback Considerations ....................................................................................................... 9

4.0 OPERATING CONDITIONS....................................................................................................................10

5.0 LIMITATIONS.........................................................................................................................................10

6.0 REFERENCES .......................................................................................................................................11

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2. Estimated Annular Drilling Fluid and Formation Limit Pressures

Figure 3. Hydraulic Fracutre and Drilling Fluid Surface Release Factors of Safety

APPENDICES

Appendix A. HDD Design Drawings and Calculations 

Appendix B. Geotechnical Data Report

Appendix C. Report Limitations and Guidelines for Use
August 31, 2015 | Page ES-1

File No. 18782-011-01

EXECUTIVE SUMMARY

This report provides the Horizontal Directional Drill (HDD) design of GeoEngineers, Inc. (GeoEngineers) for 

the proposed Dakota Access Pipeline Project (DAPL) Missouri River HDD at approximate milepost (MP) 94.5

of the gathering line located in Williams and McKenzie Counties, North Dakota. The location of the site is 

shown on the Vicinity Map Figure 1. This report replaces and supersedes previous versions of this report. 

We understand that Dakota Access, LLC (Dakota Access) is proposing to construct approximately 

1,020 miles of 30-inch-diameter steel pipeline extending from Mountrail Country, North Dakota through 

eastern South Dakota, Central Iowa, and terminating in Marion County, Illinois. Further, we understand 

Dakota Access is proposing to construct approximately 151 miles of gathering line, consisting of 12.75, 

20, 24, and 30-inch–diameter steel pipelines in McKenzie, Mountrail, and Williams Counties, 

North Dakota. The proposed Missouri River HDD is part of the 24-inch gathering line and would cross 

beneath the Missouri River, a delineated wetland, an existing pipeline and 38th Street in Williams and 

McKenzie Counties, North Dakota. The layout of the proposed HDD and approximate boring locations are 

shown in the attached design drawings in Appendix A.

We explored subsurface conditions near the proposed HDD site from November 20 to

December 3, 2014, by drilling three (3) geotechnical borings (MO-B-1, MO-B-2 and MO-B-3) to depths of up 

to approximately 95 feet below ground surface (bgs) adjacent to the alignment of the proposed HDD. In 

general, the subsurface conditions encountered in the borings were consistent with published geology for 

the area, consisting of very loose to medium dense sand with varying amounts of silt and gravel, medium 

dense to very dense gravel with varying amounts of silt and sand, very soft to hard silt and hard clay. Details 

of our subsurface exploration program are included in our geotechnical data report attached as 

Appendix B.

Hydraulic fracture and drilling fluid surface release analyses were performed along the HDD profile 

assuming the pilot hole is advanced from entry (south) to exit (north), which is the method that Michels 

Directional Crossings (Michels) has outlined in their drill plan for this installation dated August 19, 2015. 

In general, the results of the analysis indicate the risk of inadvertent returns of drilling fluid to the ground 

surface is generally low with factors of safety greater than 2.0. 

Based on the information available at this time, the subsurface conditions observed in our geotechnical 

exploration, our detailed HDD constructability review and review of Michels’ drill plan for this installation, it 

is our opinion that the proposed Missouri River HDD is feasible provided Michels use industry standard 

best drilling practices and follow the project specifications, requirements, and recommendations provided 

or referenced in this report.

This Executive Summary should be used only in context of the full report for which it is intended. 
August 31, 2015 | Page 1

File No. 18782-011-01

1.0 INTRODUCTION

At the request of Dakota Access and in general accordance with our subcontract agreement 

(No. 07-PSA-0017) GeoEngineers, Inc. (GeoEngineers) is pleased to submit this report which provides the 

Horizontal Directional Drill (HDD) design for the proposed Missouri River HDD located in Williams and 

McKenzie Counties, North Dakota. The project site is shown on the Vicinity Map, Figure 1. This report 

replaces and supersedes previous design reports provided for this crossing. 

We understand that Dakota Access, LLC (Dakota Access) is proposing to construct approximately 

1,020 miles of 30-inch-diameter steel pipeline extending from Mountrail Country, North Dakota through 

eastern South Dakota, Central Iowa, and terminating in Marion County, Illinois. Further, we understand 

Dakota Access is proposing to construct approximately 151 miles of gathering line, consisting of 

12.75, 20, 24, and 30-inch–diameter steel pipelines in McKenzie, Mountrail, and Williams Counties, 

North Dakota.

The proposed Missouri River HDD will consist of a 24-inch-diameter steel crude oil pipeline crossing 

beneath the Missouri River, a delineated wetland, an existing pipeline and 38th Street as part of the 

24-inch-diameter gathering line of Dakota Access Pipeline (DAPL) Project. The proposed plan and profile of 

the HDD are shown on the design drawings in Appendix A.

We explored subsurface conditions near the proposed HDD site from November 20 to

December 3, 2014, by drilling three (3) geotechnical borings (MO-B-1, MO-B-2 and MO-B-3) to depths of up 

to approximately 95 feet below ground surface (bgs) adjacent to the alignment of the proposed HDD. In 

general, the subsurface conditions encountered in the borings were consistent with published geology for 

the area, consisting of very loose to medium dense sand with varying amounts of silt and gravel, medium 

dense to very dense gravel with varying amounts of silt and sand, very soft to hard silt and hard clay.

GeoEngineers previously submitted a Geotechnical Data Report for the referenced location dated 

February 3, 2015; this report is attached as Appendix B.

We understand that Michels Directional Crossings (Michels) will be the contractor for this HDD installation. 

Further, following discussions with Michels and Dakota Access and their review of our geotechnical report 

and a previous version of this design report, Michels has developed and provided a drill plan dated August 

19, 2015 which outlines their planned drilling procedures for this crossing. We have reviewed, and this 

report references Michels drill plan. 

1.1 Basis of Design

Our HDD design has been completed in general accordance with the latest versions of the Code of Federal 

Regulations (CFR), Title 49, Part 195, American Society of Mechanical Engineers (ASME) B31.4 and 

generally accepted practices within the pipeline industry. Where more conservative, we analyzed the design 

per the gas pipeline requirements found in Section 192 of the CFR, Title 49 and ASME B31.8. The HDD 

design engineering was completed based on the parameters discussed with the project team, and are 

presented below in Table 1.
August 31, 2015 | Page 2

File No. 18782-011-01

TABLE 1. BASIS OF DESIGN FOR THE 24-INCH MISSOURI RIVER HDD

Notes:

a w.t. – wall thickness

b psig – pounds per square inch gauge

c As defined in CFR, Title 49, Sections 192.5 and 192.111

2.0 HDD CONSTRUCTION RECOMMENDATIONS

2.1 General

Based on the information available at this time, the results of our subsurface exploration and laboratory 

testing program and our engineering analyses, it is our opinion that the proposed Missouri River HDD is 

technically feasible, provided the construction requirements specified within the Dakota Access 

Construction Specification, Specification Number: DAPL-WGM-GN000-PRE-SPC-00001 (Construction 

Specification) dated April 20, 2015 and noted in the design drawings along with the procedures outlined 

in Michels’ drill plan are incorporated into the construction process. In addition, Michels should make all 

reasonable attempts to utilize “Best Drilling Practices” during all construction phases of the project. This 

report also provides our construction recommendations that, in our opinion will help mitigate some of the 

risks inherent with this project and increase the likelihood that the installation will be completed 

successfully and on schedule. The construction recommendations for consideration by the project team 

are provided in Section 2.2. A detailed discussion of the construction risks and general construction 

considerations is provided in Section 3.0.

2.2 Construction Recommendations

This section provides GeoEngineers’ construction recommendations that in our opinion should be 

considered by Michels and the project team to increase the likelihood that the pipeline can be successfully 

installed without damage, significant construction difficulties or delays. Our recommendations are not 

meant to be exhaustive and do not relieve Michels from the responsibility of reviewing all of the information 

related to the proposed crossing.

TABLE 2. GEOENGINEERS’ CONSTRUCTION RECOMMENDATIONS 

General Recommendations

We recommend that Michels visit the site and evaluate the designated access routes to determine what 

improvements might be necessary and what considerations may be needed to mobilize their equipment to the site

We recommend that Michels visit the workspace areas to determine the extent of clearing and grading necessary 

to prepare the site for HDD activities.

Product pipe Data Design Parameter

Product pipe Specifications 24 inches x 0.500 inches w.t.a API 5L – X70

Horizontal Crossing Length 2,715 feet

Maximum Allowable Operating Pressure 1,440 psigb 

Maximum Operating Temperature 100 degrees F

Tie-In Temperature 70 degrees F

Design Factorc 0.50
August 31, 2015 | Page 3

File No. 18782-011-01

Pilot Hole Recommendations

If Michels elects to survey the pilot hole with a TruTracker, ParaTrack or equivalent system, we recommend that 

the secondary survey wires be placed at least as wide as the downhole survey probe is deep plus an allowance for 

vertical pilot hole tolerances. As a result, the depth of the HDD profile will require the coil to increase in width from 

approximately 20 feet wide near the entry and exit locations to a minimum of approximately 95 feet wide through 

portions of the drill profile.

We recommend that Michels review the project plans and workspace limitations to determine the most appropriate 

configuration for the secondary survey system.

We recommend that Michels’ as-built drawing be reviewed by GeoEngineers prior to storing the data in the project 

file.

Reaming Recommendations

We recommend that Michels adjust the penetration and/or pump rates while conducting reaming operations to 

maintain an annular solids content of 30 percent or less.

Installation Recommendations

We recommend a minimum bending radius of 800 feet while stringing and handling the product pipe to protect

against pipe damage while moving the product pipe into position for pullback.

3.0 HDD CONSTRUCTION RISKS AND CONSIDERATIONS

3.1 Construction Risks

Michels’ means and methods during construction are critical to the successful completion of the HDD. We 

recommend contacting GeoEngineers immediately if subsurface conditions are claimed to be different than 

presented in this report. Because subsurface conditions can vary between borings, we recommend 

GeoEngineers be retained to provide on-site services during construction to document the drilling process 

as it occurs and to identify potential risks and increase the potential for a successful installation of this 

HDD. The following items have been considered during design and pre-construction planning to promote 

the likelihood of a successful installation.

3.1.1 Inadvertent Drilling Fluid Returns Evaluation

3.1.1.1 General

The procedures used to evaluate the potential for drilling fluid loss through hydraulic fracturing are based 

primarily on research completed by Delft Geotechnics, as discussed in Appendix B of the USACE Report 

CPAR-GL-98 (Staheli, et al., 1998, “Installation of Pipelines Beneath Levees Using Horizontal Directional 

Drilling,” United States Army Corps of Engineers, Waterways Experiment Station, CPAR-98-1). The 

methodologies used to estimate the hydraulic fracture potential outlined in the research are based on cavity

expansion theory. The cavity expansion model is used to estimate the maximum effective pressure in the 

drill hole before plastic deformation of the drill hole occurs.

3.1.1.2 Model Input Parameters

In order to evaluate the hydraulic fracture and inadvertent drilling fluid returns potential for a given case, 

assumptions must be made when selecting the input parameters. The assumptions used in the model 

include the extent and uniformity of soil layers, hydrostatic water pressures, drilling fluid properties, 

penetration rates and pump rates. The soil strength properties are estimated based on interpretations of 
August 31, 2015 | Page 4

File No. 18782-011-01

the boring logs and laboratory test results. The drilling fluid properties, penetration rates and pump rates 

are estimated based on generally accepted best management practices (BMPs) of the HDD industry. 

Consequently, the results of the evaluation are only estimates of the potential for hydraulic fracture and 

inadvertent drilling fluid returns.

The soil units encountered in the vicinity of the HDD are characterized by borings MO-B-1, MO-B-2 and

MO-B-3. In general, the subsurface conditions encountered in the borings were consistent with published 

geology for the area, consisting of very loose to medium dense sand with varying amounts of silt and gravel, 

medium dense to very dense gravel with varying amounts of silt and sand, very soft to hard silt and hard 

clay. Details of our subsurface exploration program are included in our geotechnical data report attached 

as Appendix B. Based on the results of the exploration program and subsequent laboratory testing program, 

the soil properties used in the evaluation are presented in Table 3 below. 

TABLE 3. ESTIMATED SOIL PROPERTIES 

Soil Description Unit Weight (pcfa)

Friction Angle 

(degrees) Cohesion (psfb

)

Soft silt 110 0 250

Hard clay 130 0 4,000

Very loose to loose silty sand 110 20 - 28 0

Medium dense silty sand 115 30 0

Dense silty sand 120 to 125 32 - 36 0

Notes:

a pcf – pounds per cubic feet

b psf – pounds per square foot

In addition to the subsurface soil conditions, the drilling fluid properties influence the risk of hydraulic 

fracture and inadvertent returns and are dependent on the field conditions and the construction practices 

of the HDD contractor and “mud engineer.” Changes in these properties can significantly affect the 

potential for hydraulic fracture and inadvertent drilling fluid returns. The parameters used in the evaluation 

for the Missouri River HDD installation are summarized in Table 4. 

TABLE 4. ESTIMATED TOOL DIMENSIONS AND RHEOLOGICAL PARAMETERS

Parameter Value

Pilot Hole Bit Diameter 12.625 inches

Drill Pipe Diameter 6.625 inches

Drilling Fluid Weight 9.5 ppga

Plastic Viscosity 14 CPb

Yield Point 30 lb/100 sfc

Notes:

a ppg – pounds per gallon

b CP – centipoise

c

lb/100 sf – pounds per 100 square feet
August 31, 2015 | Page 5

File No. 18782-011-01

3.1.2 Results of Hydraulic Fracture Evaluation

Based on the soil properties, rheological parameters and anticipated tool dimensions, the model considers 

the total and effective overburden stresses, shear strengths of the soil, and the estimated drilling fluid 

pressures along the drill path. A comparison is then made of the estimated drilling fluid pressures 

immediately behind the drill bit and the ability of the formation to resist plastic deformation.

When evaluating the risk of hydraulic fracture and inadvertent drilling fluid returns, the analysis computes 

two types of factors of safety. These are: 

■ factor of safety against localized hydraulic fracture

■ factor of safety against drilling fluid surface release

Local Hydraulic Fracture: The factor of safety against hydraulic fracture is the ratio of the formation limit 

pressure to the estimated drilling fluid pressure along the profile, shown as the green line in Figure 3. This 

represents the factor of safety against hydraulic fracture of the soil immediately surrounding the HDD profile 

and is a localized condition.

Drilling Fluid Surface Release: The factor of safety against inadvertent drilling fluid returns considers the 

strength of the soil column above the HDD profile that resists drilling fluid migrating to the ground surface. 

It is computed by comparing the formation limit pressure of the soil units above a specific point along the 

planned HDD alignment to the anticipated drilling fluid pressure at that same point. The factors of safety 

against inadvertent drilling fluid returns are shown in Figure 3 at selected points shown as red triangles. 

In some cases, the evaluation may indicate a high potential for, or a low factor of safety against, hydraulic 

fracture in the soils surrounding the drill bit; however, a higher-strength layer may be present above the 

weaker layer that may prevent the migration of drilling fluid toward the ground surface, thus providing a 

higher factor of safety against inadvertent drilling fluid returns.

Table 5 below shows the relative risk associated with the estimated factors of safety against hydraulic 

fracture and inadvertent drilling fluid returns. 

TABLE 5. RELATIVE HYDRAULIC FRACTURE AND INADVERTENT DRILLING FLUID RETURNS RISK 

Factor of Safety Relative Risk

Less than 1 Very High

Between 1 and 1.5 High

Between 1.5 and 2 Moderate

Greater than 2 Low 

Our analyses were completed assuming the pilot hole would be advanced from entry to exit based on the 

procedures outlined in Michels’ drill plan. The results of the hydraulic fracture evaluation are presented in 

Figure 2 and 3. The formation limit pressure, presented as the green line in Figure 2, is the ability of the 

soil to resist plastic deformation and is reflective of the shear strength of the soil through which the HDD 

profile passes. Based on the HDD design, the proposed HDD profile generally passes through medium 

dense to very dense sands with variable silt content. The estimated drilling fluid pressure is shown in 
August 31, 2015 | Page 6

File No. 18782-011-01

Figure 2 as the heavy red line which represents the drilling fluid pressure required to maintain drilling fluid 

circulation along the HDD profile based on the anticipated drilling fluid properties shown in Table 4. 

The risk of inadvertent drilling fluid returns surfacing along the alignment is generally low along the entire 

alignment with factors of safety above 2.0 as shown as the red triangles in Figure 3. This outcome is the 

result of the medium dense to very dense sand layers through which the HDD profile passes. The risk of 

inadvertent returns during pilot hole is elevated within approximately 150 feet of the exit point because of 

the reduced depth of cover near the exit point and the loose near-surface soils.

Based on Michels’ drill plan, they will use BMPs to reduce the potential for hydraulic fracture and drilling 

fluid surface releases. This includes, but is not limited to, continuous monitoring of drilling fluid returns, 

maintaining drilling fluid circulation during all phases of HDD operations, swabbing the hole as necessary 

to help remove cuttings from the hole and reduce downhole pressures, and the use of weeper subs in the 

downhole drill pipe string. These measures will help to prevent the annular drilling fluid pressures from 

exceeding the inadvertent drilling fluid returns pressure.

3.1.3 Drill Hole Stability

In general, soil conditions encountered in the exploration borings near the proposed HDD alignment were 

consistent with published geology for the area, consisting of very loose to medium dense sand with varying 

amounts of silt and gravel, medium dense to very dense gravel with varying amounts of silt and sand, very 

soft to hard silt, and hard clay. The gravel content encountered in borings MO-B-1 and MO-B-2 was generally 

between 1 and 51 percent. The units of gravel and gravelly soil were generally less than 5 feet thick and

the gravel portion primarily composed of fine gravel passing the 3/8-inch sieve. The HDD profile was 

designed to attempt to avoid the units of gravel encountered in borings MO-B-1 and MO-B-2; however,

alluvial soils such as those encountered in the borings can be highly variable and units of gravel may be 

encountered at different depths along other portions of the designed HDD profile. 

Fine gravel can typically be removed from the hole by the drilling fluid circulated downhole during pilot hole 

and reaming operations. We anticipate that proper management of drilling fluid properties throughout the 

HDD installation process should help maintain the stability of the drilled hole and remove the majority of 

the gravel encountered so long as the gravels are relatively fine. We understand that Michels will monitor 

and adjust the drilling fluid properties to optimize the drilling fluid for the conditions encountered during 

drilling operations. 

3.2 Construction Considerations

3.2.1 Site Access

The proposed HDD entry workspace may be accessed from an unnamed gravel road from Highway 16 south 

of the entry workspace.

The HDD exit and product pipe stringing and fabrication workspaces may be accessed via a temporary 

access road from 38th Street NW south of the exit workspace.

Depending upon conditions at the time of construction, load-dispersing materials such as timber mats or 

quarry rock may be required to maintain stabilization of the equipment entering the locations. We 

recommend that Michels visit the site and evaluate the designated access routes to determine what 
August 31, 2015 | Page 7

File No. 18782-011-01

improvements might be necessary and what considerations may be needed to mobilize their equipment to 

the site.

3.2.2 Workspace Considerations

The temporary workspace at entry includes a 1.65 acres odd shaped area that is located at the base of a 

bluff south of and adjacent to the Missouri River. The entry workspace is located in an area that is partially 

wooded such that clearing will be needed prior to mobilization of equipment to the site. Generally speaking, 

the ground surface within the entry workspace is relatively flat, however; the western portion of the entry 

workspace is bounded by an incised stream channel that will restrict access to the workspace.

The temporary workspace at exit includes a rectangular-shaped area measuring 200 feet wide by 250 feet 

in length with the exit point positioned 75 feet from the front (south side) of the workspace. The exit

workspace is located in a relatively flat grassy pasture area such that clearing and grading should not be 

needed prior to mobilization of equipment to the site. 

The proposed product pipe stringing and fabrication workspace will extend 2,790 feet north of the 

temporary workspace at exit as depicted in the HDD design drawings in Appendix A. The product pipe

stringing and fabrication workspace is of sufficient length to string the product pipe in one continuous 

section during pullback operations, however we recommend load-dispersing materials such as timber mats 

to be used within the product pipe stringing area over the existing pipeline depicted in the drawings within 

Appendix A.

We recommend that Michels visit the workspace areas to determine the extent of clearing and grading 

necessary to prepare the site for HDD activities.

3.2.3 Proposed HDD Plan and Profile

Plan and profile design drawings for the proposed Missouri River HDD are included in Appendix A. The 

design drawings include the necessary geometric information required to complete the pilot hole and the 

site specific construction requirements. Detailed calculations for minimum allowable radius of curvature, 

operating stresses and installation loads and stresses are also included for reference in Appendix A.

The proposed Missouri River HDD is 2,715 feet long as measured along the HDD centerline, with a length 

of approximately 2,727 feet as measured along the drill profile. The radius of curvature for the entry and 

exit vertical curves is 2,400 feet and 2,600 feet, respectively. The HDD profile was designed to a depth to

avoid drilling through the gravel unit encountered in boring MO-B-2 and depicted in the drawings within 

Appendix A, to provide adequate cover beneath the Missouri River, delineated wetlands, and 38th Street 

and to reduce the risk of inadvertent drilling fluid returns along the alignment.

3.2.4 Pilot Hole Considerations

Downhole Survey

Because of the short distance between the entry point and the south bank of the Missouri River, we 

understand that Michels may utilize a gyroscopic steering tool to complete the pilot hole. The use of the 

more traditional downhole survey tools (TruTracker and ParaTrack) requires the HDD contractor to establish 

a magnetic line azimuth which is accomplished by using secondary survey coil wires installed along the 

HDD alignment. These coil wires are used to help correct for spurious magnetic interference received by 

the downhole survey probe. Since the secondary survey coil wire on the entry side of the crossing will likely 
August 31, 2015 | Page 8

File No. 18782-011-01

only extend to the south bank of the river, Michels will have only about 250 feet in which to establish an 

accurate magnetic line azimuth before the pilot hole is advanced beneath the river. If an accurate line 

azimuth is not established prior to advancing the pilot hole under the river and/or magnetic interference is 

encountered while advancing the pilot hole under the river, the pilot hole may exceed the specified lateral 

tolerances before the pilot hole is advanced to the north side of the river where the downhole survey data 

can be checked using a secondary survey coil on the north side of the river. 

Tolerances

Based on the design geometry and proposed product pipe specifications, we recommend the minimum 

allowable three-joint vertical radius over any consecutive three-joint section not be less than 1,650 feet. 

We recommend the three-joint radius be calculated for each three-joint (for Range 2 drill pipe) section 

(approximately 90 feet) drilled during pilot hole operations. For the HDD horizontal, vertical, and entry and 

exit point tolerances please refer to the HDD design drawings in Appendix A.

We recommend that, upon completion of the pilot hole, GeoEngineers have the opportunity to review the 

pilot hole survey data prior to the start of reaming operations.

Pilot Hole As-Built

We recommend that Michels be required to produce and submit an as-built drawing of the pilot hole survey 

data within two weeks of the completion of pullback operations. This should include a tabulation of the 

supporting as-built survey data used to generate the drawing. We recommend that Michels’ as-built drawing 

be reviewed by GeoEngineers prior to storing the data in the project file.

3.2.5 Reaming and Swabbing Considerations

Reaming

We understand that Michels will ream the hole to a minimum final hole diameter of at least 36 inches. If 

pull ream passes from exit to entry are conducted, a drilling fluid recycling system and high pressure drilling 

fluid pump operating from the exit side of the crossing would be advantageous to facilitate circulating 

drilling fluid downhole and recycling of the drilling fluid returns on that side of the crossing. Generally 

accepted best management practices (BMPs) within the HDD industry recommend an annular solids 

percentage of 30 percent or less, which requires pumping a volume of drilling fluid greater than 3 times 

the volume of soil cuttings being generated. We recommend that Michels adjust the penetration and/or 

pump rates while conducting reaming operations to maintain an annular solids content of 30 percent or 

less.

Hole Swabbing

Swabbing the hole after the completion of reaming operations is generally one of the best methods to 

determine if the hole is in a condition to receive the product pipe. Irregularities in the hole, zones of 

instability and areas where drill cuttings may have accumulated can often be detected during the swab 

pass. In the event that any of these conditions are detected or suspected, mitigation measures can be 

employed prior to pullback operations to increase the likelihood of successfully installing the product pipe 

without damage. Mitigation measures may include additional reaming or swab passes.

We understand Michels will complete at least one (1) swab pass to evaluate the condition of the hole prior 

to pullback operations. Because of the potential for encountering gravelly soil units along the drilled HDD 

profile, additional swab passes may be warranted prior to pullback operations. Michels will review the data 

collected during the reaming and swab passes with Dakota Access before pullback operations begin.
August 31, 2015 | Page 9

File No. 18782-011-01

3.2.6 Pullback Considerations

Handling of the Product Pipe

The minimum allowable radius of curvature for handling and positioning the product pipe in preparation for 

pullback operations is 800 feet (See Appendix A for detailed calculations of the overbend radius). This 

radius of curvature results in a bending stress of approximately 67 percent SMYS (47,200 pounds per 

square inch [psi]).

Installation Loads

For the proposed HDD, we analyzed the anticipated pull loads for the as-designed HDD geometry based 

upon different drilling fluid weights in the hole with and without the use of buoyancy control inside the 

product pipe. The proposed 24-inch-diameter steel product pipe will be positively buoyant in the anticipated 

drilling fluid weights. Our analyses include a range of cases with differing drilling fluid densities in the hole 

during pullback with and without the use of buoyancy control, and one in which a neutral buoyancy is 

achieved, for comparison. Installation load and stress calculation results are attached in Appendix A.

The five cases analyzed are as follows:

1. The annulus contains 9.5 pounds per gallon (lb/gal) drilling fluid and the product pipe is empty.

2. The annulus contains 9.5 lb/gal drilling fluid and the product pipe is full of water.

3. The annulus contains 12 lb/gal drilling fluid and the product pipe is empty.

4. The annulus contains 12 lb/gal drilling fluid and the product pipe is full of water.

5. The annulus contains 10 lb/gal drilling fluid and the product pipe is neutrally buoyant.

The following table presents a summary of the calculated installation loads for the crossing.

TABLE 6. INSTALLATION LOADS FOR THE 24-INCH MISSOURI RIVER HDDA

Drilling Fluid Weight

(lb/gal)

Buoyancy 

Condition

Effective Pipe Weightb

(lb/ft)

Pullback Forcec

(lb)

9.5 Empty -97 229,000

9.5 Full 83 178,000

12 Empty -156 284,000

12 Full 24 144,000

10 Neutral 0 137,000

Notes:

A Assumes the as-designed HDD profile. See Appendix A for detailed calculations.

b Negative values indicate upward force (positive buoyancy).

c. Assumes a fully open drilled hole with no obstructions.

Based on our analysis of the installation loads (see Table 6), the pullback force during installation of the 

24-inch diameter product pipe may be as high as approximately 284,000 pounds depending on the weight 

of the drilling fluid in the hole at the time of pullback and buoyancy control measures utilized by Michels.

The calculated safe pull force for this installation is 1,300,000 pounds. We recommend that Michels be 

required to provide the maximum anticipated pull force required to install the product pipe and the 

maximum allowable pull force that can be applied to their downhole tooling with their HDD Work Plan.
August 31, 2015 | Page 10

File No. 18782-011-01

Pneumatic Hammer Usage

In some instances, the use of a pneumatic hammer can be utilized to assist the installation of the product 

pipe. We understand that Michels will not employ the use of a pneumatic hammer without prior approval 

from Dakota Access.

Drilling Fluid Displacement

During pullback operations, the product pipe will displace approximately 64,000 gallons of drilling fluid. 

Because of the geometry of the HDD profile we anticipate that the displaced drilling fluid will flow to both 

the entry and exit points during pullback operations.

4.0 OPERATING CONDITIONS

For our analysis of the operating stresses, the installation and operating temperatures utilized for the 

24-inch pipeline were 70 and 100 degrees Fahrenheit, respectively. We can further evaluate different 

installation and operating temperatures, if necessary. Also, the operating stresses are based on a minimum 

allowable pilot hole radius of curvature of 1,650 feet. If the as-built minimum radius of the pilot hole is less 

than 1,650 feet, the operating stresses will be increased. The following table presents a summary of the 

operating stresses for the product pipe specifications proposed for the HDD.

TABLE 7. OPERATING STRESSES FOR THE 24-INCH MISSOURI RIVER HDD*

Stress Component Stress 

(psi)

Percent 

SMYSa(%)

Maximum Allowable 

Percent SMYSa(%)

Longitudinal Bending Stress 17,800 25 -

Hoop Stress 34,600 49 50b

Longitudinal Tensile Stress from Hoop Stress 10,400 15 -

Longitudinal Stress from Thermal Expansion -5,700 8 90c

Maximum Net Longitudinal Stress 22,400 32 67c

Maximum Shear Stress 23,800 34 45d

Maximum Combined Effective Stress 47,700 68 90c

Notes:

* Operating Stresses are Based on an Allowable Minimum Radius of 1,650 feet

a Specified Minimum Yield Stress

b. Limited by design factor from Design Basis

c. Limited by section 402.3.2 of ASME B31.4

d. Limited by Section 402.3.1 of ASME B31.4

5.0 LIMITATIONS

We have prepared this report for use by Dakota Access and their authorized agents and other approved 

members of the design team involved with this project. The report is not intended for use by others, and 

the information contained herein is not applicable to other sites. Our report, conclusions and interpretations 

should not be construed as a warranty of the subsurface conditions. To increase the likelihood of a 

successful installation, the conclusions and recommendations in this report should be applied in their 

entirety.
August 31, 2015 | Page 11

File No. 18782-011-01

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may also 

vary with time. A contingency for unanticipated conditions should be included in the project budget and 

schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation be 

provided by GeoEngineers during construction to confirm that the conditions encountered are consistent 

with those indicated by the explorations, to provide recommendations for design changes should the 

conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and 

pipeline installation activities comply with contract plans and specifications.

The scope of our services does not include services related to construction safety precautions. Our 

recommendations are not intended to direct the contractor's methods, techniques, sequences or 

procedures, except as specifically described in our report for consideration in developing an HDD Work

Plan.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with 

generally accepted practices in this area at the time the report was prepared. No warranty or other 

conditions, express, written, or implied, should be understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if 

provided, and any attachments are only a copy of the original document. The original document is stored 

by GeoEngineers, and will serve as the official document of record.

Please refer to Appendix C, titled “Report Limitations and Guidelines for Use,” for additional information 

pertaining to use of this report.

6.0 REFERENCES

From the CFR Title 49, Part 192 and 195

 Code of Federal Regulations (2013), “Design Factor for Steel Pipe,” CFR Transportation, Title 49 

Part 192.111

 Code of Federal Regulations (2013), “Design Factor for Steel Pipe,” CFR Transportation, Title 49 

Part 195.106

From ASME, Pipeline Transportation Systems for Liquid Hydrocarbons and Other Liquids (B31.4)

 The American Society of Mechanical Engineers (2012), “Allowable Stress Values,” ASME Pipeline 

Transportation Systems for Liquid Hydrocarbons and Other Liquids, B31.4 Part 402.3.1 

 The American Society of Mechanical Engineers (2012), “Limits of Calculated Stresses Due to 

Suspended Loads and Thermal Expansion,” ASME Pipeline Transportation Systems for Liquid 

Hydrocarbons and Other Liquids, B31.4 Part 402.3.2

From ASME, Gas Transmission and Distribution Piping Systems (B31.8)

 The American Society of Mechanical Engineers (2010), “Summation of Longitudinal Stress in 

Restrained Pipe,” ASME Gas Transmission and Distribution Piping Systems, B31.8 Part 833.3
August 31, 2015 | Page 12

File No. 18782-011-01

 The American Society of Mechanical Engineers (2010), “Combined Stress for Restrained Pipe,” 

ASME Gas Transmission and Distribution Piping Systems, B31.8 Part 833.4 

Pipeline Research Committee International (PRCI) of the American Gas Association “Installation of Pipelines 

by Horizontal Directional Drilling, An Engineering Design Guide,” November, 2008.

Dakota Access, LLC, Pipeline Construction Plan Document No. DAPL-WGM-GN000-PRE-SPC-0001, Project 

No. 10395700, Revision C, Issue Date: April 20, 2015.
FIGURES
Mi s s ouri River

Yello

wstone River

Lake

Trento n

UV200

UV147

UV5

UV58

UV1804

Richland

Roosevelt

McKenzie

Williams

Figure 1

2

μ0 2

Miles

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to

assist in showing features discussed in an attached document.

GeoEngineers, Inc. cannot guarantee the accuracy and content

of electronic files. The master file is stored by GeoEngineers, 

Inc. and will serve as the official record of this communication.

Data Sources: ESRI Data & Maps, Street Maps 2008.

Imagery from ESRI Data Online.

Projection: NAD 1983, UTM Zone 13 North.

Office: SPR Path: P:\18\18782011\01\GIS\Vicinity Maps\North Dakota Gathering\Missouri River HDD.mxd Map Revised: 31 August 2015 mclevenger

Montana North Dakota

Dunn

Richland McKenzie

Williams

Mountrail

Dawson

Roosevelt

Wibaux Billings

Mercer

McLean

Golden Valley

Sheridan

DAPL Gathering 

System

PROPOSED DAKOTA ACCESS 

GATHERING SYSTEM PIPELINE 

ALIGNMENT (08-31-2015)

MISSOURI RIVER HDD

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS AND MCKENZIE COUNTY, NORTH DAKOTA

DAPL Mainline

DAKOTA ACCESS PIPELINE PROJECT

VICINITY MAP
MO-B-1	

MO-B-2	

MO-B-3	

Entry	

Exit	

Missouri	River	

38th	Street	NW	

0	

50	

100	

150	

200	

250	

300	

350	

400	

450	

1700	

1725	

1750	

1775	

1800	

1825	

1850	

1875	

1900	

1925	

06+00	 08+00	 10+00	 12+00	 14+00	 16+00	 18+00	 20+00	 22+00	 24+00	 26+00	 28+00	 30+00	 32+00	 34+00	 36+00	 38+00	

Eleva/on	(2)	

Pressure	(psi)	

Sta/on	

Ground	Surface	ElevaHon	(J)	

HDD	Profile	(J)	

FormaHon	Limit	Pressure	(psi)	

EsHmated	Annular	Drilling	Fluid	Pressure	(psi)	for	Pilot	Hole	

ESTIMATED	ANNULAR	DRILLING	FLUID	AND	FORMATION	LIMIT	PRESSURES	 Crossing	Length	(J)	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

PlasHc	Viscosity	(CP)	

Yield	Point	(lb/100	J)	

2715	

12.625	

6.625	

9.5	

14	

30	

18782-011-01		AES			150818			<FracOut.v4b39.xls>	

MISSOURI	RIVER	HDD		

MISSOURI	RIVER	HDD		

FIGURE	2	
MO-B-1	

MO-B-2	

MO-B-3	

Entry	

Exit	

Missouri	River	

38th	Street	NW	

0.0	

1.0	

2.0	

3.0	

4.0	

5.0	

6.0	

7.0	

8.0	

9.0	

1700	

1725	

1750	

1775	

1800	

1825	

1850	

1875	

1900	

1925	

06+00	 08+00	 10+00	 12+00	 14+00	 16+00	 18+00	 20+00	 22+00	 24+00	 26+00	 28+00	 30+00	 32+00	 34+00	 36+00	 38+00	

Factor	of	Safety	

Eleva/on	(2)	

Sta/on	

Ground	Surface	ElevaHon	(J)	

HDD	Profile	(J)	

Hydraulic	Fracture	Factor	of	Safety	for	Pilot	Hole	

Drilling	Fluid	Surface	Release	Factor	of	Safety	for	Pilot	Hole	

Factor	of	Safety	=	2	

MISSOURI	RIVER	HDD		

HYDRAULIC	FRACTURE	AND	DRILLING	FLUID	SURFACE	RELEASE	FACTORS	OF	SAFETY	

MISSOURI	RIVER	HDD		

FIGURE	3	

Crossing	Length	(J)	

Hole	Diameter	(in)	

Drill	Pipe	O.D.	(in)	

Drilling	Fluid	Weight	(ppg)	

PlasHc	Viscosity	(CP)	

Yield	Point	(lb/100	J)	

2715	

12.625	

6.625	

9.5	

14	

30	

18782-011-01		AES			150818			<FracOut.v4b39.xls>	
APPENDICES
APPENDIX A

HDD Design Drawings and Calculations
MP 94 0.

MP 94.5

ND-MC-001.900

ND-MC-001.300

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-MC-001.900

ND-WI-250.000

ND-MC-251.200

100'

250'

75'

200' ND-MC-001.000

75'

PROPOSED

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

254'

PROPOSED

HDD ENTRY POINT

N. 17427849.55032

E. 1908736.27522

LAT. N47° 57' 22.5296"

LONG. W103° 54' 16.3901"

2100

2050 2000

1950

1900

1900

1900

SAND W/ SILT

36'

56'

SAND

GRAVEL W/ SILT AND SAND (51% GRAVEL)

SILTY GRAVEL W/ SAND

SAND W/ SILT

32

21

50

22

25

13

26

20

8

25

22

11

14

10

5

2

11

7

7

7

MO-B-1

SILT W/ SAND

SAND

SILTY SAND W/ TRACE ORGANICS

SAND W/ SILT

GRAVEL W/ SILT AND SAND (51% GRAVEL)

69'

SAND W/ SILT AND TRACE FINE GRAVEL

6

17

12

12

8

8

12

10

21

2

WOH

20

25

23

16

29

26

MO-B-2

75

50/5"

50/5"

50/3"

50/5"

50/2"

100/16"

50/4"

87

100/16"

100/15"

50/6"

50/4"

36

50/3"

50/2"

WOH

6

8

10

21

MO-B-3

SILTY SAND W/

OCCASIONAL

GRAVEL

SANDY SILT

SILTY SAND

SANDY SILT

SILTY SAND

CLAY W/ SAND

SILTY SAND

CLAY W/ SAND

(1% GRAVEL)

(44% GRAVEL)

(3% GRAVEL)

10°

33'

14°

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

ITEM TOLERANCE

PILOT HOLE ENTRY ANGLE INCREASE ANGLE UP TO 1o (STEEPER), BUT NO

DECREASE IN ANGLE ALLOWED.

PILOT HOLE ENTRY LOCATION WITHIN 5 FEET OF ENTRY POINT. WITH NO CHANGES

WITHOUT COMPANY APPROVAL.

PILOT HOLE EXIT ANGLE INCREASE ANGLE UP TO 1o (STEEPER) OR

DECREASE UP TO 2o (FLATTER).

PILOT HOLE EXIT LOCATION UP TO 30 FEET BEYOND THE EXIT STAKE. BETWEEN

10 FEET LEFT AND 10 FEET RIGHT OF CENTERLINE.

PILOT HOLE DEPTH UP TO 10 FEET BELOW THE DESIGN DRILL PROFILE

ALLOWED.

PILOT HOLE ALIGNMENT SHALL REMAIN WITHIN 10 FEET LEFT OR RIGHT OF

THE HDD ALIGNMENT.

RECOMMENDED TOLERANCES

©

P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD_IFB.dwg\TAB:SHEET 1 modified on Aug 31, 2015 - 9:33am

BORING LOCATION

SPT (N) TYPE OF SOIL (% GRAVEL)

LEGEND

MAJOR CONTOUR - 50' INTERVAL

MINOR CONTOUR - 10' INTERVAL

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL PROFILE

(REFER TO BASIS OF DESIGN NOTES)

2,600 FT R.

PC1

M

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL - 2,715'

A

T

C

H LIN

E (S

E

E

S

H

E

E

T

2)

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM PIPELINE

 ALIGNMENT (08-31-2015)

MIS

S

O

U

RI RIV

E

R

PROPOSED HDD ENTRY POINT

PROPOSED

HDD EXIT POINT

M

C

K

E

N

ZIE

C

O

U

N

TY

WIL

LIA

M

S

C

O

U

N

TY

MISSOURI RIVER

(APPROX. WATER LEVEL)

EXISTING

PIPELINE (TYP.)

PROPOSED TEMPORARY

1.96 ACRES ODD SHAPED

HDD ENTRY WORKSPACE

PROPOSED TEMPORARY

HDD EXIT WORKSPACE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION AREA

(SEE SHEET 2 FOR LAYOUT)

WATERBODY (TYP.)

38TH STREET NW

38TH

STREET

NW

MO-B-1

MO-B-2

MO-B-3

2,400 FT R.

PC2 PT1

PT2

PROPERTY LINE (TYP.)

GROUND SURFACE (SURVEY)

ISSUED FOR BID

EXISTING

FENCE

GROUND SURFACE (LIDAR)(TYP.)

EXISTING OVERHEAD

POWER LINE

DESCRIPTION STATION * (FT) ELEVATION (FT)

ENTRY @ 14° 36+15.00 1875.52

P C 1

 (14.00° @ 2,400 FT R.) 35+90.02 1869.29

P T 1 30+09.41 1798.00

P C 2

 (10.00° @ 2,600 FT R.) 15+38.26 1798.00

P T 2 10+86.78 1837.50

EXIT @ 10° 9+00.00 1870.43

DIRECTIONAL DRILL PIPE LENGTH = 2,726.76 FT

DIRECTIONAL DRILL DATA

MISSOURI RIVER HDD

HORIZONTAL DISTANCE = 2,715.00 FT
M

P 93.5

MP 94 0.

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-MC-001.900

ND-WI-250.000

ND-WI-249.300

ND-MC-251.200

250'

75'

200'

75'

PROPOSED

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD_IFB.dwg\TAB:SHEET 2 modified on Aug 31, 2015 - 9:34am

PROPOSED 24" HORIZONTAL DIRECTIONAL DRILL - 2,715'

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM PIPELINE

 ALIGNMENT (08-31-2015)

MIS

S

O

U

RI RIV

E

R

M

C

K

E

N

ZIE

C

O

U

N

TY

WIL

LIA

M

S

C

O

U

N

TY

EXISTING PIPELINE (TYP.)

PROPOSED TEMPORARY

HDD EXIT WORKSPACE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (50' X 2,790')

38TH

STRE

ET

NW

MO-B-1

MO-B-2

WETLAND (TYP.)

©

PROPOSED PRODUCT PIPE

STRINGING ALIGNMENT

M

A

T

C

H LIN

E (S

E

E

S

H

E

E

T 1)

PROPERTY LINE (TYP.)

BORING LOCATION

LEGEND

MINOR CONTOUR - 2' INTERVAL

MAJOR CONTOUR - 10' INTERVAL

ISSUED FOR BID
Drill Data Box

Point Station (ft) Elevation (ft)

ENTRY @ 14° 3,615.00 1,875.52

P C 1 (14.00° @ 2,400 ft R.) 3,590.02 1,869.29

P T 1 3,009.41 1,798.00

P C 2 (10.00° @ 2,600 ft R.) 1,538.26 1,798.00

P T 2 1,086.78 1,837.50

EXIT @ 10° 900.00 1,870.43

Horizontal Alignment Length = 2,715.00 ft

Design Parameters

Pipe Diameter = 24.000 in Assumed Installation Temp = 70 °F

Pipe Material = Steel Assumed Operating Temp= 100 °F

Yield Stress = 70,000 psi Design Factor = 0.5

Wall Thickness = 0.5 in MAOP = 1,440 psi

Profile Segment Information

Segment Name Segment Type Segment Length (ft)

Entry Tangent Straight 25.75

Entry Curve Vertical Curve 586.43

Bottom Tangent Straight 1,471.14

Exit Curve Vertical Curve 453.79

Exit Tangent Straight 189.66

Pipe Length = 2,726.76 ft

Installation Load Summary

Drilling Fluid Weight 

(lb/gal)

Buoyancy 

Condition

Buoyancy Control 

(lb/ft)

Effective Pipe Weight 

(lb/ft)

Total Installation 

Force (lb)

9.50 Empty 0.00 -97.46 229,000

9.50 Full 180.04 82.58 178,000

12.00 Empty 0.00 -156.21 284,000

12.00 Full 180.04 23.83 144,000

10.00 Neutral 109.21 0.00 137,000

Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 1 of 1

HDD Design Summary
Pipe Diameter = 24.000 in MAOP = 1,440 psi Factor of Safety = 2.00

Wall Thickness = 0.500 in SMYS = 70,000 psi

D/t Ratio = 48.00 Modulus of Elasticity (E) = 2.93E+007 psi

Design Parameters:

Hoop Stress:

Calculated Hoop Stress = (MAOP * Pipe Diameter) / (2 * Wall Thickness) = 34,560 psi

Longitudinal Stress:

Calculated Longitudinal Stress = Hoop Stress / 2 = 17,280 psi

Allowable Stress:

Calculated Allowable Stress = SMYS / Factor of Safety = 35,000 psi

Bending Stress:

Calculated Bending Stress = Allowable Stress - Longitudinal Stress = 17,720 psi

Minimum Radius:

Calculated Minimum Radius = (E * Pipe Diameter) / (2 * Bending Stress) = 1,637 ft

Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 1 of 1

Minimum Radius Calculations
Design Parameters

Pipe diameter = 24.000 in Minimum Radius of Curvature = 1,650 ft

Wall Thickness = 0.500 in Coefficient of Thermal Expansion = 6.5E-06 in/in/°F

SMYS = 70,000 psi Assumed Installation Temperature = 70 °F

MAOP = 1,440 psi Assumed Operating Temperature = 100 °F

Poissons's Ratio = 0.30 Temperature Derating Factor = 1.00

Young's Modulus (E) = 2.93E+007 psi Groundwater Table Head = 0.00 ft

Design Factor = 0.5

Stress Analyses

Longitudinal Stress from Bending = 17,784 psi

Percent SMYS = 25.41 %

Hoop Stress = 34,560 psi

Percent SMYS = 49.37 % Limited by Design Factor (0.5) according to 49 CFR 195.106

Longitudinal Tensile Stress from Hoop Stress = 10,368 psi

Percent SMYS = 14.81 %

Longitudinal Stress from Thermal Expansion = -5,722 psi

Percent SMYS = 8.17 % Limited to 90% SMYS by ASME/ANSI B31.4 section 402.3.2

Net Longitudinal Stress (Comp. side of Curve) = -13,138 psi

Percent SMYS = 18.77 % Limited to 67.5% SMYS by ASME/ANSI B31.4 section 402.3.2

Net Longitudinal Stress (Tension side of Curve) = 22,430 psi

Percent SMYS = 32.04 % Limited to 67.5% SMYS by ASME/ANSI B31.4 section 402.3.2

Maximum Shear Stress = 23,849 psi

Percent SMYS = 34.07 % Limited to 45% SMYS by ASME/ANSI B31.4 section 402.3.1

Combined BiaxialSress Check = 47,698 psi

Percent SMYS = 68.14 % Limited to 90% SMYS by AMSE/ANSI B31.4 section 402.3.2

Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 1 of 2

Operating Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 2 of 2

Operating Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Installation Case:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 189.66 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 8,580 lb

Friction Force = 5,461 lb

Segment Weight = 3,210 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 17,250 lb

Cumulative Force = 17,250 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 467 psi

Cumulative Axial Stress = 467 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 450 psi 7,384 psi

Combined Stress = 0.0083 < 1.0

Total Stress = 0.0039 < 1.0

Product Pipe Parameters

Pipe Diameter = 24.000 in

Wall Thickness = 0.500 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 2,727 ft

Moment of Inertia = 2,549 inЇ

Pipe Face Area = 36.91 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 125.80 lb/ft

Pipe Interior Volume = 2.89 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 3.14 ft3/ft

Displaced Fluid Weight = 223.26 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = -97.46 lb/ft

Page 1 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 2,600 ft

Segment Type = Vertical Curve Angle Turned = 10.00 deg

Segment Length = 453.79 ft Center Displacement = 9.89 ft

Segment Force Components

Normal Force = 33,603 lb

Drag Force = 20,529 lb

Friction Force = 10,081 lb

Segment Weight = 3,854 lb

Tension = 61,795 lb

Average Tension = 39,523 lb

Segment Force = 44,545 lb

Cumulative Force = 61,795 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,207 psi

Cumulative Axial Stress = 1,674 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 918 psi 7,384 psi

Combined Stress = 0.4145 < 1.0

Total Stress = 0.1531 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 1,471.14 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 66,553 lb

Friction Force = 43,011 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 109,564 lb

Cumulative Force = 171,360 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,968 psi

Cumulative Axial Stress = 4,642 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 918 psi 7,384 psi

Combined Stress = 0.0829 < 1.0

Total Stress = 0.0266 < 1.0

Page 2 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 2,400 ft

Segment Type = Vertical Curve Angle Turned = 14.00 deg

Segment Length = 586.43 ft Center Displacement = 17.89 ft

Segment Force Components

Normal Force = 61,698 lb

Drag Force = 26,529 lb

Friction Force = 18,510 lb

Segment Weight = -6,965 lb

Tension = 227,943 lb

Average Tension = 199,651 lb

Segment Force = 56,584 lb

Cumulative Force = 227,943 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,533 psi

Cumulative Axial Stress = 6,175 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 918 psi 7,384 psi

Combined Stress = 0.4949 < 1.0

Total Stress = 0.2195 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 25.75 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 1,165 lb

Friction Force = 730 lb

Segment Weight = -607 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 1,288 lb

Cumulative Force = 229,231 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 35 psi

Cumulative Axial Stress = 6,210 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 74 psi 7,384 psi

Combined Stress = 0.1109 < 1.0

Total Stress = 0.0129 < 1.0

Page 3 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Installation Case:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 189.66 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 8,580 lb

Friction Force = 4,627 lb

Segment Weight = -2,720 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 10,488 lb

Cumulative Force = 10,488 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 284 psi

Cumulative Axial Stress = 284 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 108 psi 7,384 psi

Combined Stress = 0.0051 < 1.0

Total Stress = 0.0003 < 1.0

Product Pipe Parameters

Pipe Diameter = 24.000 in

Wall Thickness = 0.500 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 2,727 ft

Moment of Inertia = 2,549 inЇ

Pipe Face Area = 36.91 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 125.80 lb/ft

Pipe Interior Volume = 2.89 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 3.14 ft3/ft

Displaced Fluid Weight = 223.26 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 82.58 lb/ft

Page 4 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 2,600 ft

Segment Type = Vertical Curve Angle Turned = 10.00 deg

Segment Length = 453.79 ft Center Displacement = 9.89 ft

Segment Force Components

Normal Force = -17,860 lb

Drag Force = 20,529 lb

Friction Force = 5,358 lb

Segment Weight = -3,266 lb

Tension = 38,466 lb

Average Tension = 24,477 lb

Segment Force = 27,978 lb

Cumulative Force = 38,466 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 758 psi

Cumulative Axial Stress = 1,042 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 165 psi 7,384 psi

Combined Stress = 0.4032 < 1.0

Total Stress = 0.1145 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 1,471.14 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 66,553 lb

Friction Force = 36,448 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 103,001 lb

Cumulative Force = 141,467 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,790 psi

Cumulative Axial Stress = 3,832 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 165 psi 7,384 psi

Combined Stress = 0.0684 < 1.0

Total Stress = 0.0059 < 1.0

Page 5 of 15

Installation Load Calculations
Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 2,400 ft

Segment Type = Vertical Curve Angle Turned = 14.00 deg

Segment Length = 586.43 ft Center Displacement = 17.89 ft

Segment Force Components

Normal Force = -3,429 lb

Drag Force = 26,529 lb

Friction Force = 1,029 lb

Segment Weight = 5,902 lb

Tension = 175,955 lb

Average Tension = 158,711 lb

Segment Force = 34,489 lb

Cumulative Force = 175,955 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 934 psi

Cumulative Axial Stress = 4,767 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 165 psi 7,384 psi

Combined Stress = 0.4697 < 1.0

Total Stress = 0.1638 < 1.0

Installation:9.50 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 25.75 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 1,165 lb

Friction Force = 619 lb

Segment Weight = 514 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 2,298 lb

Cumulative Force = 178,254 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 62 psi

Cumulative Axial Stress = 4,829 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 62 psi 7,384 psi

Combined Stress = 0.0862 < 1.0

Total Stress = 0.0078 < 1.0

Page 6 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Installation Case:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 189.66 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 8,580 lb

Friction Force = 8,753 lb

Segment Weight = 5,144 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 22,477 lb

Cumulative Force = 22,477 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 609 psi

Cumulative Axial Stress = 609 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 569 psi 7,384 psi

Combined Stress = 0.0109 < 1.0

Total Stress = 0.0062 < 1.0

Product Pipe Parameters

Pipe Diameter = 24.000 in

Wall Thickness = 0.500 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 2,727 ft

Moment of Inertia = 2,549 inЇ

Pipe Face Area = 36.91 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 125.80 lb/ft

Pipe Interior Volume = 2.89 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 3.14 ft3/ft

Displaced Fluid Weight = 282.01 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = -156.21 lb/ft

Page 7 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 2,600 ft

Segment Type = Vertical Curve Angle Turned = 10.00 deg

Segment Length = 453.79 ft Center Displacement = 9.89 ft

Segment Force Components

Normal Force = 50,757 lb

Drag Force = 20,529 lb

Friction Force = 15,227 lb

Segment Weight = 6,178 lb

Tension = 79,638 lb

Average Tension = 51,058 lb

Segment Force = 57,161 lb

Cumulative Force = 79,638 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,549 psi

Cumulative Axial Stress = 2,157 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 1,160 psi 7,384 psi

Combined Stress = 0.4231 < 1.0

Total Stress = 0.1739 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 1,471.14 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 66,553 lb

Friction Force = 68,941 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 135,494 lb

Cumulative Force = 215,132 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 3,671 psi

Cumulative Axial Stress = 5,828 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 1,160 psi 7,384 psi

Combined Stress = 0.1041 < 1.0

Total Stress = 0.0423 < 1.0

Page 8 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 2,400 ft

Segment Type = Vertical Curve Angle Turned = 14.00 deg

Segment Length = 586.43 ft Center Displacement = 17.89 ft

Segment Force Components

Normal Force = 87,150 lb

Drag Force = 26,529 lb

Friction Force = 26,145 lb

Segment Weight = -11,164 lb

Tension = 282,788 lb

Average Tension = 248,960 lb

Segment Force = 67,655 lb

Cumulative Force = 282,788 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,833 psi

Cumulative Axial Stress = 7,661 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 1,160 psi 7,384 psi

Combined Stress = 0.5214 < 1.0

Total Stress = 0.2600 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Empty Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 25.75 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 1,165 lb

Friction Force = 1,171 lb

Segment Weight = -973 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 1,363 lb

Cumulative Force = 284,150 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 37 psi

Cumulative Axial Stress = 7,698 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 93 psi 7,384 psi

Combined Stress = 0.1375 < 1.0

Total Stress = 0.0199 < 1.0

Page 9 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Installation Case:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 189.66 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 8,580 lb

Friction Force = 1,335 lb

Segment Weight = -785 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 9,130 lb

Cumulative Force = 9,130 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 247 psi

Cumulative Axial Stress = 247 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 226 psi 7,384 psi

Combined Stress = 0.0044 < 1.0

Total Stress = 0.0010 < 1.0

Product Pipe Parameters

Pipe Diameter = 24.000 in

Wall Thickness = 0.500 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 2,727 ft

Moment of Inertia = 2,549 inЇ

Pipe Face Area = 36.91 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 125.80 lb/ft

Pipe Interior Volume = 2.89 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 3.14 ft3/ft

Displaced Fluid Weight = 282.01 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 23.83 lb/ft

Page 10 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 2,600 ft

Segment Type = Vertical Curve Angle Turned = 10.00 deg

Segment Length = 453.79 ft Center Displacement = 9.89 ft

Segment Force Components

Normal Force = -2,016 lb

Drag Force = 20,529 lb

Friction Force = 605 lb

Segment Weight = -943 lb

Tension = 29,926 lb

Average Tension = 19,528 lb

Segment Force = 20,796 lb

Cumulative Force = 29,926 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 563 psi

Cumulative Axial Stress = 811 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 406 psi 7,384 psi

Combined Stress = 0.3991 < 1.0

Total Stress = 0.1192 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 1,471.14 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 66,553 lb

Friction Force = 10,518 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 77,071 lb

Cumulative Force = 106,997 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 2,088 psi

Cumulative Axial Stress = 2,899 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 406 psi 7,384 psi

Combined Stress = 0.0518 < 1.0

Total Stress = 0.0069 < 1.0

Page 11 of 15

Installation Load Calculations
Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 2,400 ft

Segment Type = Vertical Curve Angle Turned = 14.00 deg

Segment Length = 586.43 ft Center Displacement = 17.89 ft

Segment Force Components

Normal Force = 11,301 lb

Drag Force = 26,529 lb

Friction Force = 3,390 lb

Segment Weight = 1,703 lb

Tension = 142,011 lb

Average Tension = 124,504 lb

Segment Force = 35,013 lb

Cumulative Force = 142,011 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 949 psi

Cumulative Axial Stress = 3,847 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 406 psi 7,384 psi

Combined Stress = 0.4533 < 1.0

Total Stress = 0.1591 < 1.0

Installation:12.00 lb/gal Drilling Fluid With the Pipe Annulus Full Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 25.75 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 1,165 lb

Friction Force = 179 lb

Segment Weight = 148 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 1,492 lb

Cumulative Force = 143,502 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 40 psi

Cumulative Axial Stress = 3,888 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 81 psi 7,384 psi

Combined Stress = 0.0694 < 1.0

Total Stress = 0.0053 < 1.0

Page 12 of 15

Installation Load Calculations
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Installation Case:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 1 of 5

Segment Parameters

Segment Name = Exit Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 189.66 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 8,580 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 8,580 lb

Cumulative Force = 8,580 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 232 psi

Cumulative Axial Stress = 232 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 474 psi 7,384 psi

Combined Stress = 0.0042 < 1.0

Total Stress = 0.0041 < 1.0

Product Pipe Parameters

Pipe Diameter = 24.000 in

Wall Thickness = 0.500 in

SMYS = 70,000 psi

Young's Modulus = 2.90E+007 psi

Total Pipe Length = 2,727 ft

Moment of Inertia = 2,549 inЇ

Pipe Face Area = 36.91 in2

D/t Ratio = 48.00

Poisson Ratio = 0.30

Coefficient of Soil Friction = 0.30

Fluid Drag Coefficient = 0.05

Effective Weight Calculations

Total Empty Pipe Weight In Air= 125.80 lb/ft

Pipe Interior Volume = 2.89 ft3

Coating Thickness = 0.00 in

Coating Density = 0.00 lb/ft3

Pipe Exterior Volume = 3.14 ft3/ft

Displaced Fluid Weight = 235.01 lb/ft

B.C. Line(s) Weight = 0.00 lb/ft

B.C. Line(s) Volume = 0.00 ft3/ft

Unit Weight of B.C. Fluid = 62.40 lb/ft3

Effective Weight of Pipe = 0.00 lb/ft

Page 13 of 15

Installation Load Calculations
Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 2 of 5

Segment Parameters

Segment Name = Exit Curve Radius of Curvature = 2,600 ft

Segment Type = Vertical Curve Angle Turned = 10.00 deg

Segment Length = 453.79 ft Center Displacement = 9.89 ft

Segment Force Components

Normal Force = 4,711 lb

Drag Force = 20,529 lb

Friction Force = 1,413 lb

Segment Weight = 0 lb

Tension = 31,935 lb

Average Tension = 20,258 lb

Segment Force = 23,356 lb

Cumulative Force = 31,935 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 633 psi

Cumulative Axial Stress = 865 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 966 psi 7,384 psi

Combined Stress = 0.4001 < 1.0

Total Stress = 0.1451 < 1.0

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 3 of 5

Segment Parameters

Segment Name = Bottom Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 1,471.14 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 66,553 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 66,553 lb

Cumulative Force = 98,488 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,803 psi

Cumulative Axial Stress = 2,668 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 966 psi 7,384 psi

Combined Stress = 0.0476 < 1.0

Total Stress = 0.0217 < 1.0

Page 14 of 15

Installation Load Calculations
Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 4 of 5

Segment Parameters

Segment Name = Entry Curve Radius of Curvature = 2,400 ft

Segment Type = Vertical Curve Angle Turned = 14.00 deg

Segment Length = 586.43 ft Center Displacement = 17.89 ft

Segment Force Components

Normal Force = 18,349 lb

Drag Force = 26,529 lb

Friction Force = 5,505 lb

Segment Weight = 0 lb

Tension = 136,028 lb

Average Tension = 117,258 lb

Segment Force = 37,539 lb

Cumulative Force = 136,028 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 1,017 psi

Cumulative Axial Stress = 3,685 psi 56,000 psi

Bending Stress = 17,576 psi 45,696 psi

Hoop Stress = 966 psi 7,384 psi

Combined Stress = 0.4504 < 1.0

Total Stress = 0.1839 < 1.0

Installation:10.00 lb/gal Drilling Fluid With Neutral Pipe Buoyancy Segment 5 of 5

Segment Parameters

Segment Name = Entry Tangent Radius of Curvature = 0 ft

Segment Type = Straight Angle Turned = 0.00 deg

Segment Length = 25.75 ft Center Displacement = 0.00 ft

Segment Force Components

Normal Force = 0 lb

Drag Force = 1,165 lb

Friction Force = 0 lb

Segment Weight = 0 lb

Tension = 0 lb

Average Tension = 0 lb

Segment Force = 1,165 lb

Cumulative Force = 137,192 lb

Segment Installation Stress Checks

Stress Component Calculated Allowable

Segment Axial Stress = 32 psi

Cumulative Axial Stress = 3,717 psi 56,000 psi

Bending Stress = 0 psi 45,696 psi

Hoop Stress = 78 psi 7,384 psi

Combined Stress = 0.0664 < 1.0

Total Stress = 0.0048 < 1.0

Page 15 of 15

Installation Load Calculations
Pipe Diameter = 24.000 in MAOP = 0 psi Factor of Safety = 1.50

Wall Thickness = 0.500 in SMYS = 70,000 psi

D/t Ratio = 48.00 Modulus of Elasticity (E) = 2.93E+007 psi

Design Parameters:

Hoop Stress:

Calculated Hoop Stress = (MAOP * Pipe Diameter) / (2 * Wall Thickness) = 0 psi

Longitudinal Stress:

Calculated Longitudinal Stress = Hoop Stress / 2 = 0 psi

Allowable Stress:

Calculated Allowable Stress = SMYS / Factor of Safety = 46,667 psi

Bending Stress:

Calculated Bending Stress = Allowable Stress - Longitudinal Stress = 46,667 psi

Minimum Radius:

Calculated Minimum Radius = (E * Pipe Diameter) / (2 * Bending Stress) = 621 ft

Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 1 of 1

Overbend Radius Calculations
Design Parameters

Pipe diameter = 24.000 in Factor of Safety = 1.50

Wall Thickness = 0.500 in Overbend Radius of Curvature = 621 ft

SMYS = 70,000 psi Assumed Installation Temperature = 70 °F

Internal Pressure = 0 psi

Poissons's Ratio = 0.30

Young's Modulus (E) = 2.93E+007 psi

Stress Analyses

Longitudinal Stress from Bending = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Hoop Stress = 0 psi

Percent SMYS = 0 %

Longitudinal Tensile Stress from Hoop Stress = 0 psi

Percent SMYS = 0 %

Longitudinal Stress from Thermal Expansion = 0 psi

Percent SMYS = 0 %

Net Longitudinal Stress (Comp. side of Curve) = -47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Net Longitudinal Stress (Tension side of Curve) = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Maximum Shear Stress = 23,610 psi

Percent SMYS = 33.73 % Limited to 40% SMYS

Combined Biaxial Stress Check = 47,221 psi

Percent SMYS = 67.46 % Limited to 80% SMYS

Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 1 of 2

Overbend Stress Summary
Project Name: Dakota Access Pipeline Project HDD Name: Missouri River HDD Owner: Dakota Access, LLC

Project No: 18782-011-01 By: SMS Ck'd By: MAM Location: Williams & McKenzie Co, ND Date: Wednesday, August 26, 2015

Page 2 of 2

Overbend Stress Summary
APPENDIX B

Geotechnical Data Report
Geotechnical Data Report

Dakota Access Pipeline Project

Missouri River HDD

Williams and McKenzie Counties, North Dakota

for

Energy Transfer Company

February 3, 2015

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700
Geotechnical Data Report

Dakota Access Pipeline Project

Missouri River HDD

Williams and McKenzie Counties, 

North Dakota

File No. 18782-011-01

February 3, 2015

Prepared for:

Energy Transfer Company

711 Louisiana Street, Suite 900

Houston, Texas 77002

Attention: Mark Bullock

Prepared by:

GeoEngineers, Inc. 

3050 South Delaware Avenue

Springfield, Missouri 65804

417.831.9700

Michael A. Fritz

Senior Geotechnical Engineer

Jonathan L. Robison, PE

Associate

Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a 

copy of the original document.The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.
February 3, 2015| Page i

File No. 18782-011-01

Table of Contents

1.0 INTRODUCTION....................................................................................................................................... 1

2.0 SCOPE OF SERVICES............................................................................................................................. 1

3.0 SITE DESCRIPTION................................................................................................................................. 2

3.1 Geology ............................................................................................................................................ 2

3.1.1 Regional Geologic Setting..................................................................................................... 2

3.1.2 Site Geology........................................................................................................................... 3

3.2 Surface Conditions.......................................................................................................................... 3

3.2.1 General .................................................................................................................................. 3

3.2.2 Surface Description .............................................................................................................. 3

3.3 Subsurface Conditions.................................................................................................................... 4

3.3.1 General .................................................................................................................................. 4

3.3.2 Subsurface Description ........................................................................................................ 4

3.3.3 Groundwater Conditions....................................................................................................... 4

4.0 LIMITATIONS........................................................................................................................................... 4

5.0 REFERENCES ......................................................................................................................................... 5

LIST OF FIGURES

Figure 1. Vicinity Map

Figure 2A. Conceptual Site Plan and Profile

Figure 2B. Conceptual Stringing Workspace

Figures 3 and 4. Site Photographs

APPENDICES

Appendix A. Field Explorations and Laboratory Testing

Figure A-1 – Key to Exploration Logs

Figures A-2 through A-4 – Logs of Borings

Figures A-5 and A-6 – Sieve Analysis Results

Figure A-7 – Atterberg Limits Results

Appendix B. Report Limitations and Guidelines for Use
February 3, 2015| Page 1

File No. 18782-011-01

1.0 INTRODUCTION 

At the request of Energy Transfer Company (ETC), and in general accordance with our subcontract 

agreement (No. 07-PSA-0017), GeoEngineers, Inc. (GeoEngineers) is pleased to submit this geotechnical 

data report for the proposed Dakota Access Pipeline (DAPL) Project Missouri River Horizontal Directional 

Drill (HDD) near DAPL Gathering System Milepost (MP) 98.5 located in Williams and McKenzie Counties, 

North Dakota. The general location of the proposed HDD is noted on the attached Vicinity Map, Figure 1.

We understand that ETC is proposing to construct approximately 1,020 miles of 30-inch-diameter steel 

pipeline extending from Mountrail County, North Dakota through eastern South Dakota, Central Iowa, and 

terminating in Wayne County, Illinois. Further, we understand ETC is proposing to construct approximately 

151 miles of gathering line, consisting of 12.75, 20, 24, and 30-inch-diameter steel pipeline in McKenzie, 

Mountrail, and Williams Counties, North Dakota. The proposed Missouri River HDD would cross beneath 

Missouri River in Williams and McKenzie Counties, North Dakota. The layout of the proposed HDD is 

shown in the attached Conceptual Site Plan and Profile and Conceptual Stringing Workspace, Figures 2A 

and 2B.

Our geotechnical services included completing a subsurface soil exploration program by drilling three

borings near the proposed trenchless crossing alignment and preparing this geotechnical data report. 

Our assessment of the feasibility of HDD installation and detailed engineering design, and 

recommendations for HDD construction will be provided under a separate cover. 

2.0 SCOPE OF SERVICES 

The purpose of our services was to evaluate the existing surface and subsurface soil and groundwater 

conditions and to prepare a geotechnical data report. The specific scope of services provided by 

GeoEngineers included the following:

1. Contacted the local “One-Call” utility locating agency to locate utilities in the project area prior to the 

start of the exploratory borings. 

2. Explored subsurface conditions by drilling three borings to depths of up to 95 feet below ground 

surface (bgs) using hollow-stem auger and/or mud rotary drilling equipment. GeoEngineers field staff

directed the drilling completed by STS Enterprises using an All-Terrain-Vehicle (ATV) mounted drilling 

equipment.

3. Obtained soil samples at representative intervals from the borings using Standard Penetration Test 

(SPT), and:

■ Classified the soils encountered in the borings in general accordance with ASTM D2488; and

■ Observed groundwater conditions encountered in the borings, where possible.

4. Completed a laboratory-testing program on selected soil samples obtained from the borings to 

evaluate pertinent engineering properties. The tests included the following:

■ Moisture Content (ASTM D2216);

■ Atterberg limits determination (ASTM D4318); and
February 3, 2015| Page 2

File No. 18782-011-01

■ Sieve Analysis (ASTM D422).

5. Prepared logs of the borings which included the following:

■ SPT values as an indication of in-situ soil density;

■ Other soil, and groundwater properties as applicable; and

■ Index and classification properties of soil, as applicable.

6. Prepared and submitted to ETC this data report summarizing the results of the geotechnical 

investigation.

3.0 SITE DESCRIPTION

3.1 Geology

3.1.1 Regional Geologic Setting

North Dakota lies within the Interior Plains, a vast region stretching from the Rocky Mountains to the

Appalachians. In North Dakota, the Interior Plains are divided into two major physiographic provinces by 

the Missouri Escarpment. To the north and east of the escarpment lies the Central Lowlands Province, 

characterized by its glacially smoothed landscape. To the south and west, the Great Plains Province rises 

gradually westward toward the Rocky Mountains. The proposed DAPL Gathering System alignment from 

MP 0.0 to the terminal point with the proposed Dakota Access Mainline is located within the Great Plains 

Province in North Dakota. The Missouri Escarpment, while prominent and readily defined along most of its 

length, does not neatly separate these two major physiographic divisions, but, as with most things 

natural, the boundary is marked by a transition zone, called the Missouri Coteau. The Great Plains 

Province is divided into the Missouri Plateau (or Missouri Slope Upland), Little Missouri Badlands, Coteau 

Slope, and Missouri Coteau. The Great Plains Province thus contains both glaciated and non-glaciated 

regions. Southwest of the Missouri River, the broad valleys, hills, and buttes of the Missouri Plateau are 

largely the result of erosion of flat-lying beds of sandstone, siltstone, claystone, and lignite. These 

sediments belong primarily to the Paleocene-age Fort Union Group and were deposited by ancient rivers 

flowing away from the rising Rocky Mountains between about 65 and 55 million years ago. From about 

10 to 5 million years ago, streams began eroding the sediments that had so long ago been deposited, 

dissecting the plateau with a series of rivers flowing northeast to Hudson Bay. The modern landscape 

over most of southwestern North Dakota thus formed over an exceptionally long period of time, unlike the 

much more recent topography of the glaciated portion of the state (Bluemle, J. and Biek, B., 2007).

The proposed DAPL Gathering System alignment from MP 0 to north of the Missouri River at 

approximately MP 98.5 crosses the Coteau Slope. The Coteau Slope is a rolling to hilly region that 

contains both glacial and erosional landforms. Unlike the Coteau that bounds its eastern margin, 

drainage within the Coteau Slope is generally well developed, so that there are comparatively few 

potholes. The north and east margin of the Missouri Coteau is marked by the Missouri Escarpment. The 

escarpment is a prominent feature along most of its length, in places rising 600 feet above the 

comparatively level terrain of the Glaciated Plains (Bluemle, J. and Biek, B., 2007).

From approximately DAPL Gathering System MP 98.5 at the Missouri River to the terminal point at the 

proposed mainline, the alignment crosses the Missouri Plateau. Beginning about 5 million years ago, 

regional uplift of the western part of the continent forced streams, which for 30 million years had been
February 3, 2015| Page 3

File No. 18782-011-01

depositing sediment nearly continuously on the Great Plains, to change their behavior and begin to cut 

into the layers of sediment they so long had been depositing. The predecessor of the Missouri River are 

headward into the northern Great Plains and developed a tributary system that excavated deeply into the 

accumulated deposits near the mountain front and carried away huge volumes of sediment from the 

Great Plains to Hudson Bay. By 2 million years ago, the streams had cut downward to within a few 

hundred feet of their present level. This region that has been so thoroughly dissected by the Missouri 

River and its tributaries is called the Missouri Plateau (Trimble, D., 1980).

3.1.2 Site Geology

Geologic mapping indicates that Holocene Age (11,700 years ago to present) river sediment is present on 

the north side of and underlying the Missouri River at the Missouri River HDD Site. The sediment consists

of dark, obscurely bedded clay and silt (overbank sediment); generally overlying cross-bedded sand 

(channel sediment); as thick as 30 feet (Clayton, et al, 1980). 

Geologic mapping indicates the Paleocene Age (65.5 to 55.8 million years ago) Tongue River Formation 

will be present on the south side of the Missouri River at the Crossing Site. The Tongue River Formation 

consists of interbedded buff and light gray sand, silt, clay and lignite. The Pliocene Age (5.3 to 2.6 million 

years ago) Wiota gravel may be present near the southern end of the crossing. The Wiota gravel consists 

of brownish gray, sand and gravel, generally well rounded pebbles and cobbles, fairly well sorted (Carlson, 

1985).

Geologic mapping indicates the Paleocene Age (65.5 to 55.8 million years ago) Bullion Creek Formation 

underlies the surficial materials at the Missouri River HDD Site and outcrops near the riverbank on the 

south side of the Missouri River. The Bullion Creek Formation consists of yellowish-brown silt, sand, clay, 

sandstone and lignite; river, lake and swamp sediment; as thick as 600 feet (Clayton, et al, 1980), 

(Bluemle, 1983)

3.2 Surface Conditions

3.2.1 General

We evaluated the surface conditions in the vicinity of the proposed trenchless crossing during our 

geotechnical exploration program between November 20 and December 3, 2014. 

3.2.2 Surface Description

The proposed HDD alignment trends roughly south to north (proposed entry to proposed exit), crossing 

beneath the Missouri River as shown in Conceptual Site Plan and Profile, Figure 2A. The conceptual entry 

point is located approximately 400 feet south of the south bank of the Missouri River, in a shallow valley

at the base of a steep slope at an elevation roughly 1,870 feet (North American Vertical Datum [NAVD] 

88). Moving north from the entry, the ground surface along the proposed HDD alignment ascends to 

approximately 1,885 feet NAVD 88, and gradually descends toward the south Missouri River bank roughly

1,855 feet NAVD 88. From the south bank, the alignment crosses the Missouri River nearly 

perpendicularly for approximately 900 feet in horizontal length. Moving north from the river, the ground 

surface remains relatively flat for roughly 700 horizontal feet, and then ascends toward the conceptual 

exit point in a relatively flat field at roughly 1,870 feet NAVD 88.
February 3, 2015| Page 4

File No. 18782-011-01

3.3 Subsurface Conditions

3.3.1 General

Subsurface conditions were explored at the site between November 20 and December 3, 2014 by drilling 

three geotechnical borings (MO-B-1, MO-B-2 and M0-B-3). The borings were drilled to depths of up to 95

feet bgs using ATV-mounted drilling equipment. In order to characterize the subsurface conditions for 

trenchless crossing design, the borings were drilled near the alignment of the proposed crossing.

Soil samples were generally obtained from the borings at 5-foot depth intervals using 1.5-inch insidediameter (I.D.) split spoon samplers. GeoEngineers staff managed the geotechnical explorations and 

logged the borings on a full-time basis. Soil samples were visually classified and collected. Other pertinent 

drilling information was also documented. Laboratory tests, including moisture content determinations, 

sieve analyses, and Atterberg limits tests were completed on selected samples from the borings. A 

description of the field exploration and laboratory testing procedures, logs of the borings, and graphs and 

tables of our laboratory testing results are presented in Appendix A.

3.3.2 Subsurface Description

Boring M0-B-1 was drilled with ATV-mounted drilling equipment to a depth of approximately 95 feet bgs. 

From the ground surface, the boring encountered approximately 83-1⁄2 feet of very loose to medium dense 

fine sand with varying amounts of silt and gravel, overlying approximately 5 feet of very dense gravel with 

silt and sand, 5 feet of medium dense fine sand, and roughly 1-1⁄2 feet of dense silty gravel with sand.

Boring M0-B-2 was drilled with ATV-mounted drilling equipment to a depth of approximately 75 feet bgs. 

From the ground surface, the boring encountered approximately 3-1⁄2 feet of medium stiff silt with sand, 

overlying approximately 35 feet of very loose to medium dense sand, 10 feet of very loose silty sand, 10 

feet of medium dense fine sand with silt, 5 feet of medium dense gravel with silt and sand, and roughly 

11-1⁄2 feet of medium dense sand with silt and some gravel.

Boring M0-B-3 was drilled with ATV-mounted drilling equipment to a depth of approximately 95 feet bgs. 

From the ground surface, the boring encountered approximately 6 feet of medium dense silty sand, 

overlying approximately 17-1⁄2 feet of very soft to hard low plasticity silt, 20 feet of dense to very dense 

silty sand, 5 feet of hard sandy silt, 5 feet of very dense silty sand, 10 feet of hard low plasticity clay with 

sand, 15 feet of very dense silty sand, and roughly 16-1⁄2 feet of hard low plasticity clay with sand.

3.3.3 Groundwater Conditions

At the time of drilling, groundwater was observed at 13 feet bgs in Boring MO-B-1 and at 10 feet bgs in 

Boring MO-B-2. Due to the drilling techniques used, the groundwater level can be difficult to measure and 

will fluctuate over time due to seasonal variations in precipitation and the level of the Missouri RIver. 

4.0 LIMITATIONS

We have prepared this data report for use by ETC, their authorized agents and other approved members 

of the design team involved with this project. The data report is not intended for use by others, and the 

information contained herein is not applicable to other sites. The data and report should be provided to 

prospective contractors, but our report, conclusions and interpretations should not be construed as a 
February 3, 2015| Page 5

File No. 18782-011-01

warranty of the subsurface conditions. A trenchless feasibility assessment for this location will be 

delivered separately with our conclusions and recommendations based on our subsurface exploration 

program, design recommendations are not covered in this data report. 

Variations in subsurface conditions are possible between the explorations. Subsurface conditions may 

also vary with time. A contingency for unanticipated conditions should be included in the project budget 

and schedule for such an occurrence. We recommend that sufficient monitoring, testing and consultation 

be provided by GeoEngineers during construction to evaluate that the conditions encountered are 

consistent with those indicated by the explorations, to provide recommendations for design changes 

should the conditions revealed during the work differ from those anticipated, and to evaluate whether 

earthwork and pipeline installation activities comply with contract plans and specifications.

The scope of our services does not include services related to construction safety precautions. Our 

recommendations are not intended to direct the contractor's methods, techniques, sequences or 

procedures, except as specifically described in our report for consideration in design.

Within the limitations of scope, schedule and budget, our services have been executed in accordance 

with generally accepted practices in this area at the time the report was prepared. The conclusions, 

recommendations, and opinions presented in this report are based on our professional knowledge, 

judgment and experience. No warranty or other conditions, express, written or implied, should be 

understood.

Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if 

provided, and any attachments are only a copy of the original document. The original document is stored 

by GeoEngineers, and will serve as the official document of record.

Please refer to Appendix B, titled “Report Limitations and Guidelines for Use,” for additional information 

pertaining to use of this report.

5.0 REFERENCES

ASTM International. 2010. Annual Book of ASTM Standards, Volume 04.08, “Soil and Rock,”

Bluemle, J.P., 1983, Geologic and Topographic Bedrock Map of North Dakota, North Dakota Geological 

Survey, Miscellaneous Map MM-25, Scale 1:670,000.

Bluemle, John and Biek, Bob, Updated July, 27, 2007, No Ordinary Plain: Dakota’s Physiography and 

Landforms, North Dakota Geological Survey, North Dakota Notes No. 1.

Carlson, C.G., 1985, Geology of Mckenzie County North Dakota, North Dakota Geological Survey Bulletin 

80, Scale 1:126,720.

Clayton, Lee, Moran, S.R., Bluemle, J.P., Carlson, C.G., 1980, Geologic Map of North Dakota, U.S. 

Geological Survey, Scale 1:500,000.

Trimble, Donald E., 1980, The Geologic Story of the Great Plains, Geological Survey Bulletin 1493, United 

States Government Printing Office, Washington.
Eight m ile Creek

Briar

Creek

No hl y

C re

e k

S i x m i l e

C r e

e

k

Yellowstone

River

Lake

Trenton

UV147

UV5

UV58

UV1804

UV200

McKenzie

Williams

ETC - DAKOTA ACCESS PIPELINE PROJECT

VICINITY MAP

Figure 1

2

μ0 2

Miles

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to

assist in showing features discussed in an attached document.

GeoEngineers, Inc. cannot guarantee the accuracy and content

of electronic files. The master file is stored by GeoEngineers,

Inc. and will serve as the official record of this communication.

Data Sources: ESRI Data & Maps, Street Maps 2008.

Imagery from ESRI Data Online.

Projection: NAD 1983, UTM Zone 13 North. Office: SPR Path: P:\18\18782011\01\GIS\Vicinity Maps\North Dakota Gathering\Missouri River HDD.mxd Map Revised: 29 January 2015 mclevenger

Montana North Dakota

Dunn

McKenzie

Williams

Richland

Roosevelt

Dawson

Mountrail

Sheridan Daniels Divide Burke

Billings

McCone

Wibaux

Golden Valley

McLean

Prairie

DAPL Gathering System

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM PIPELINE

ALIGNMENT (01-26-2015)

MISSOURI RIVER HDD

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS AND MCKENZIE COUNTIES, NORTH DAKOTA

DAPL Mainline

Missouri River
1860

MP 94.5

ND-MC-001.900 ND-MC-001.300

ND-MC-251.000

ND-MC-251.900

ND-MC-001.900

ND-MC-251.200

1860

1870

250'

75'

200' ND-MC-001.000

75'

CONCEPTUAL

HDD ENTRY POINT

N. 17427864.10579

E. 1908732.65056

LAT. N47° 57' 22.6738"

LONG. W103° 54' 16.4404"

CONCEPTUAL

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

1860

1870

1880

1900

1910

1920

1930

1940

1950

1960

1970

1980

1990

2000

2010

2020

2030

67'

48'

SAND W/ OCCASIONAL SILT

SILTY GRAVEL W/ SAND

SAND W/ SILT

SILTY GRAVEL W/ SAND 32

21

50

22

25

13

26

20

8

25

22

11

14

10

5

2

11

7

7

7

MO-B-1

SAND W/ SILT AND TRACE FINE GRAVEL

SANDY GRAVEL W/ SILT

SAND W/ SILT

SILTY SAND W/ TRACE ORGANICS

SAND W/ SILT

SAND

SILT W/ SAND

26

29

16

23

25

20

WOH

2

21

10

12

8

8

12

12

17

6

MO-B-2

CLAY W/ SAND

SILTY SAND

CLAY W/ SAND

SILTY SAND

SANDY SILT

SILTY SAND

 SANDY SILT

SILTY SAND W/ OCCASIONAL FINE GRAVEL

MO-B-3

6

8

10

21

75

50/5"

50/5"

50/5"

50/3"

50/2"

100/16"

50/4"

87

100/16"

100/15"

50/6"

50/4"

36

50/3"

50/2"

WOH

SAND W/

 OCCASIONAL SILT

57'

34'

FIGURE 2A

: P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD Figure 2.dwg\TAB:Figure 2A modified on Feb 03, 2015 - 3:20pm TJB MAM

CONCEPTUAL 24" HORIZONTAL DIRECTIONAL DRILL - 2700'

M

ATCH LINE (SEE FIGURE 2B)

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM

 ALIGNMENT (01-30-2015)

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

MIS

S

O

U

RI RIV

E

R

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS & MCKENZIE COUNTIES, NORTH DAKOTA

ETC - DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL SITE PLAN AND PROFILE

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. Refer to the boring logs in the accompanying report for more detailed soil descriptions.

4. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Ground surface survey

provided by Wood Group Mustang, Inc. Aerial Image taken from Google Earth Pro © 2015, licensed to

GeoEngineers, Inc., image dated 08/15/14. Shape files provided by Contract Land Staff, LLC.

CONCEPTUAL 24" HDD PROFILE

CONCEPTUAL CONCEPTUAL HDD ENTRY POINT

HDD EXIT POINT

GROUND SURFACE (DEM)

M

C

KEN

ZIE C

O

U

N

T

Y

WILLIA

M

S

C

O

U

N

T

Y

MISSOURI RIVER

(APPROX. WATER LEVEL)

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

ISSUED DATE: FEBRUARY 03, 2015

EXISTING

PIPELINE (TYP.)

CONCEPTUAL TEMPORARY

1.65 ACRES ODD SHAPED

HDD ENTRY WORKSPACE

CONCEPTUAL TEMPORARY

HDD EXIT WORKSPACE

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION AREA

(SEE FIGURE 2B FOR LAYOUT)

EXISTING PIPELINE

(DEPTH UNKNOWN)

WETLAND (TYP.) WATERBODY

38TH STREET

38TH

STRE

ET

MO-B-1

MO-B-2

MO-B-3

LEGEND:

Boring Location

Major Contour - 10' Interval

Minor Contour - 2' Interval

SPT (N)

TYPE OF SOIL

GROUND SURFACE (SURVEY)
M

P 93.5

M

P 94.0

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-WI-250.000

ND-WI-249.300

ND-MC-251.200

250'

75'

200'

75'

CONCEPTUAL

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

ND-WI-248.300

ND-WI-249.000

ND-WI-249.300

FIGURE 2B

: P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD Figure 2.dwg\TAB:Figure 2B modified on Feb 03, 2015 - 3:20pm TJB MAM

CONCEPTUAL 24" HORIZONTAL DIRECTIONAL DRILL - 2700'

M

ATCH LINE (SEE FIGURE 2A)

PROPOSED DAKOTA ACCESS

GATHERING PIPELINE

ALIGNMENT (01-30-15)

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS & MCKENZIE COUNTIES, NORTH DAKOTA

ETC - DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL STRINGING WORKSPACE

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Ground surface survey

provided by Wood Group Mustang, Inc. Aerial Image taken from Google Earth Pro © 2015, licensed to

GeoEngineers, Inc., image dated 08/15/14. Shape files provided by Contract Land Staff, LLC.

LEGEND:

Boring Location

Major Contour - 10' Interval

Minor Contour - 2' Interval

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

EXISTING PIPELINE (TYP.)

CONCEPTUAL TEMPORARY

HDD EXIT WORKSPACE

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION

AREA (50' X 2775')

PROPERTY LINE (TYP.)

CONCEPTUAL PRODUCT PIPE

STRINGING ALIGNMENT

WETLAND (TYP.)

ISSUED DATE: FEBRUARY 03, 2015
FIGURE 3

ETC Dakota Access Pipeline Project - Missouri River HDD

Williams and McKenzie Counties, North Dakota

Site Photographs

Looking South Along The Proposed Pipeline Alignment Near Boring MO-B-1

Looking South Along The Proposed Pipeline Alignment Near Boring MO-B-2
FIGURE 4

ETC Dakota Access Pipeline Project - Missouri River HDD

Williams and McKenzie Counties, North Dakota

Site Photographs

Looking North Along The Proposed Pipeline Alignment Near Boring MO-B-3

Looking Southwest Toward The Proposed Entry Point
APPENDIX A

Field Explorations and Laboratory Testing
February 3, 2015| Page A-1

File No. 18782-011-01

APPENDIX A

FIELD EXPLORATIONS AND LABORATORY TESTING

Field Explorations

Subsurface conditions were explored at the site between November 20 and December 3, 2014 by drilling 

three geotechnical borings using an All-Terrain-Vehicle (ATV) mounted drill rig. The North Dakota State 

“One-Call” utility locating agency was contacted to locate utilities in the project area prior to the start of 

the exploratory borings. The borings were drilled near the alignment of the proposed trenchless crossing 

in order to characterize the subsurface conditions.

The drilling operations were monitored by GeoEngineers staff who examined and classified the soils and 

encountered, obtained representative samples, observed groundwater conditions where possible and 

prepared a detailed log of each exploration. The soils encountered were classified visually in general 

accordance with ASTM International (ASTM) D2488, which is described in Figure A-1. The approximate 

locations of the explorations are shown in the Conceptual Site Plan and Profile, Figure 2A.

In general, soil samples were obtained from the borings at 5-foot-depth intervals using a 1.5-inch insidediameter (I.D.) split spoon standard penetration test (SPT) sampler. The SPT sampler was driven 

18 inches, using a 140-pound hammer with a 30-inch drop. The number of hammer blows required to 

drive the sampler the final 12-inches was recorded on field logs. Each boring was backfilled full depth 

with cement-bentonite grout.

The relative density of the SPT samples recovered at each interval was evaluated based on correlations 

with lab and field observations in general accordance with the values outlined in Table A-1 below.

TABLE A-1 CORRELATION BETWEEN BLOW COUNTS AND RELATIVE DENSITY 1

Cohesive Soils (Clay/Silt)

Parameter Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Blows, N < 2 2 – 4 4 – 8 8 – 16 16 – 32 >32

Cohesionless Soils (Gravel/Sand/Silty Sand) 2

Very Loose Loose Medium Dense Dense Very Dense

Blows, N 0 – 4 4 – 10 10 – 30 30 – 50 > 50

Notes: 

1 After Terzaghi, K and Peck, R.B., “Soil Mechanics in Engineering Practice,” John Wiley & Sons, Inc., 1962. 

2 Classification applies to soils containing additional constituents; that is, organic clay, silty or clayey sand, etc.

The exploration logs are presented in Figures A-2, A-3 and A-4. The logs are based on our interpretation of 

the field data and indicate the various types of soils and rock encountered. They also indicate the 

approximate depths at which the subsurface conditions change.
February 3, 2015| Page A-2

File No. 18782-001-01

Laboratory Testing

General

Soil samples obtained from the explorations were transported to our Springfield, Missouri office and 

examined to confirm or modify field classifications. Representative samples were selected for laboratory 

testing consisting of moisture content determinations, sieve analyses, and unconfined compression tests. 

The laboratory testing procedures are discussed in more detail below.

Moisture Content Testing

Moisture content tests were completed for representative soil samples obtained from the explorations in 

general accordance with ASTM D2216. The results of these tests are presented on the exploration logs in 

Figures A-2, A-3 and A-4 at the depths at which the samples were obtained.

Sieve Analyses

Sieve analyses were performed on selected samples in general accordance with ASTM D422. The results 

of the sieve analyses were plotted and classified in general accordance with the Unified Soil Classification 

System (USCS) and are presented in Figures A-5 and A-6. The sample gravel content (% Gravel) and 

percentage passing the U.S. No. 200 sieve (% Fine) is shown on the boring logs at the respective sample 

depths.

Atterberg Limits Testing

Atterberg Limits were performed on selected fine grained soil samples in general accordance with ASTM 

D4318. The tests were used to classify the soil as well as to evaluate its index properties. The results of 

the Atterberg Limits testing are shown in Figure A-7.
Sheen Classification

NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface

conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are

not warranted to be representative of subsurface conditions at other locations or times.

CC

Asphalt Concrete

NS

SS

MS

HS

NT

Shelby tube

ADDITIONAL MATERIAL SYMBOLS

%F

AL

CA

CP

CS

DS

HA

MC

MD

OC

PM

PI

PP

PPM

SA

TX

UC

VS

Graphic Log Contact

Distinct contact between soil strata or

geologic units

Approximate location of soil strata

change within a geologic soil unit

Approximate location of soil strata

change within a geologic soil unit

Measured groundwater level in

exploration, well, or piezometer

Measured free product in well or

piezometer

GRAPH

Topsoil/

Forest Duff/Sod

Direct-Push

Crushed Rock/

Quarry Spalls

Blowcount is recorded for driven samplers as the number

of blows required to advance sampler 12 inches (or

distance noted). See exploration log for hammer weight

and drop.

A "P" indicates sampler pushed using the weight of the

drill rig.

"WOH" indicates sampler pushed using the weight of 

the 140-pound SPT hammer.

FIGURE A-1

2.4-inch I.D. split barrel

SYMBOLS TYPICAL

KEY TO EXPLORATION LOGS

CR

Bulk or grab

Piston

Standard Penetration Test (SPT)

LETTER DESCRIPTIONS

Distinct contact between soil strata or

geologic units

TS

GC

PT

OH

CH

MH

OL

GM

GP

GW

DESCRIPTIONS

TYPICAL

LETTER

(APPRECIABLE AMOUNT

OF FINES)

MAJOR DIVISIONS

POORLY-GRADED SANDS,

GRAVELLY SAND

PEAT, HUMUS, SWAMP SOILS

WITH HIGH ORGANIC

CONTENTS

CLEAN SANDS

GRAVELS WITH

FINES

CLEAN

GRAVELS

HIGHLY ORGANIC SOILS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

SAND

AND

SANDY

SOILS

GRAVEL

AND

GRAVELLY

SOILS

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

COARSE

GRAINED

SOILS

SW

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

CL

WELL-GRADED SANDS,

GRAVELLY SANDS

SILTY GRAVELS, GRAVEL - SAND

- SILT MIXTURES

LIQUID LIMIT

GREATER THAN 50

SILTY SANDS, SAND - SILT

MIXTURES

(APPRECIABLE AMOUNT

OF FINES)

SOIL CLASSIFICATION CHART

LIQUID LIMIT

LESS THAN 50

SANDS WITH

FINES

SP

(LITTLE OR NO FINES)

ML

SC

SM

NOTE: Multiple symbols are used to indicate borderline or dual soil classifications

MORE THAN 50%

OF COARSE

FRACTION

PASSING NO. 4

SIEVE

CLAYEY GRAVELS, GRAVEL -

SAND - CLAY MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS, ROCK

FLOUR, CLAYEY SILTS WITH

SLIGHT PLASTICITY

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW

PLASTICITY

INORGANIC SILTS, MICACEOUS

OR DIATOMACEOUS SILTY

SOILS

ORGANIC CLAYS AND SILTS OF

MEDIUM TO HIGH PLASTICITY

INORGANIC CLAYS OF HIGH

PLASTICITY

MORE THAN 50%

PASSING NO. 200

SIEVE

MORE THAN 50%

RETAINED ON NO.

200 SIEVE

WELL-GRADED GRAVELS,

GRAVEL - SAND MIXTURES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

GRAPH

SYMBOLS

AC

Cement Concrete

Sampler Symbol Descriptions

Groundwater Contact

Material Description Contact

No Visible Sheen

Slight Sheen

Moderate Sheen

Heavy Sheen

Not Tested

Laboratory / Field Tests

Percent fines

Atterberg limits

Chemical analysis

Laboratory compaction test

Consolidation test

Direct shear

Hydrometer analysis

Moisture content

Moisture content and dry density

Organic content

Permeability or hydraulic conductivity

Plasticity index

Pocket penetrometer

Parts per million

Sieve analysis

Triaxial compression

Unconfined compression

Vane shear
SP-SM

SP

14

0

13

15

6

13

12

13

7

7

7

11

2

5

10

14

S1

S2

S3

S4

S5

S6

S7

S8

Brown fine sand with silt (loose, moist)

No recovery

Brown fine sand (loose, moist)

Becomes medium dense

Becomes wet and very loose

Becomes loose

Becomes medium dense

25

Water observed at 13 feet bgs

% Fine = 12

% Gravel = 1

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

MAF

Drilling Drilled Method

Notes:

NAA

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

CME-750 ATV Mounted

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

47° 57' 42.8699" N

103° 54' 23.0981" W Geographic

95

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1873

N/A

STS Enterprises, LLC 11/20/2014

End

11/21/2014

Sheet 1 of 3

Figure A-2

Log of Boring MO-B-1

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1870

1865

1860

1855

1850

1845

1840

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
12

14

10

12

12

13

8

9

11

22

25

8

20

26

13

25

S9

S10

S11

S12

S13

S14

S15

S16

Grades to gray

Becomes loose

Becomes medium dense

With gravel and coarse sand 20 % Fine = 5

% Gravel = 44

Sheet 2 of 3

Figure A-2

Log of Boring MO-B-1 (continued)

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1835

1830

1825

1820

1815

1810

1805

1800

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SP

GW-GM

SP

GM

18

11

13

9

22

50

21

32

S17

S18

S19

S20

Becomes fine to medium sand

Gray gravel with silt and sand (very dense, moist)

Gray fine sand with occasional silt (medium

dense, moist)

Gray silty gravel with sand (dense, moist)

8 % Fine 7

% Gravel = 51

Sheet 3 of 3

Figure A-2

Log of Boring MO-B-1 (continued)

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1795

1790

1785

1780

Depth (feet) 80

85

90

95 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
ML

SP

12

15

16

18

13

2

9

12

13

6

17

12

12

8

8

12

10

21

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown silt with sand (medium stiff, moist)

Brown fine sand (medium dense, moist)

Becomes loose

Becomes fine to medium sand and medium

dense

Grades to gray

18

Water observed at 10 feet bgs

% Fine = 4

% Gravel = 3

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

MAF

Drilling Drilled Method

Notes:

NAA

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

CME-750 ATV Mounted

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

47° 57' 36.4878" N

103° 54' 21.6319" W Geographic

75

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1866

N/A

STS Enterprises, LLC 11/21/2014

End

11/21/2014

Sheet 1 of 2

Figure A-3

Log of Boring MO-B-2

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1865

1860

1855

1850

1845

1840

1835

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SM

SP-SM

GP-GM

SP

3

4

14

10

8

10

12

6

2

WOH

20

25

23

16

29

26

S10

S11

S12

S13

S14

S15

S16

S17

Gray silty sand with trace organics (very loose,

moist)

Gray fine sand with silt (medium dense, moist)

Gray gravel with silt and sand (medium dense,

moist)

Gray fine sand with silt and trace fine gravel

(medium dense, moist)

Becomes fine sand

With gravel

7 % Fine = 6

% Gravel = 51

Sheet 2 of 2

Figure A-3

Log of Boring MO-B-2 (continued)

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1830

1825

1820

1815

1810

1805

1800

1795

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
SM

ML

SM

11

14

17

17

17

14

15

9

16

21

10

8

6

WOH

50/2"

50/3"

36

50/4"

S1

S2

S3

S4

S5

S6

S7

S8

S9

Brown silty fine to medium sand with occasional

fine gravel (medium dense, moist)

Becomes gray and brown silty fine sand

Gray fine sandy silt (stiff, wet)

Becomes medium stiff

Becomes very soft

With coal and becomes hard

Gray silty fine sand (very dense, moist)

Becomes dense

Becomes very dense

25

29

30

23

% Fine = 94

% Gravel = 0

Total

Depth (ft)

Hammer

Data

System

Datum

Start

Checked By

Logged By

MAF

Drilling Drilled Method

Notes:

DJJ

Surface Elevation (ft)

Vertical Datum

Driller Mud Rotary

Groundwater

Depth to Date Measured Water (ft)

CME-750 ATV Mounted

Elevation (ft)

Drilling

Equipment

Latitude

Longitude

47° 57' 24.2845" N

103° 54' 14.1564" W Geographic

95

Upon completion, borehole backfilled with cement-bentonite grout.

Automatic

140 (lbs) / 30 (in) Drop 1874

N/A

STS Enterprises, LLC 12/2/2014

End

12/3/2014

Sheet 1 of 3

Figure A-4

Log of Boring MO-B-3

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1870

1865

1860

1855

1850

1845

1840

Depth (feet) 0

5

10

15

20

25

30

35 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
ML

SM

CL

SM

12

15

16

17

10

16

2

15

50/6"

100/15"

100/16"

87

50/4"

100/16"

50/2"

50/3"

S10

S11

S12

S13

S14

S15

S16

S17

Gray fine sandy silt (hard, moist)

Gray silty fine sand (very dense, moist)

Gray clay with fine sand (hard, moist)

Gray silty fine sand (very dense, moist)

18

21

22

Sheet 2 of 3

Figure A-4

Log of Boring MO-B-3 (continued)

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1835

1830

1825

1820

1815

1810

1805

1800

Depth (feet) 35

40

45

50

55

60

65

70

75 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
11 CL

17

5

50/5"

50/5"

50/5"

75

S18

S19

S20

S21

Gray clay with fine sand (hard, moist) 21

19

18

22

LL = 46

PI = 27

Sheet 3 of 3

Figure A-4

Log of Boring MO-B-3 (continued)

Project Location:

Project:

Project Number:

ETC-Dakota Access Pipeline Project Missouri River HDD

18782-011-01

Williams and McKenzie Counties, North Dakota

Springfield: Date:1/29/15 Path:P:\18\18782011\01\GINT\DAKOTA ACCESS PIPELINE BORING LOGS.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_SOIL_ROCK

FIELD DATA

Elevation (feet)

1795

1790

1785

1780

Depth (feet) 80

85

90

95 Interval Recovered (in) Blows/foot RQD % Collected Sample

Sample/RunTesting/FracturesGroup Classification

MATERIAL

DESCRIPTION Water Level Graphic Log Moisture Content, %

Dry Density,(pcf)

REMARKS
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths orlocations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

102030405060708090

100

1000 100 10 1 0.1 0.01 

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” #4 #10 #20 #200 3/4” 3/8” #40 #60 #100

Sieve Analys

ETC Dakota Access Pipeline P

Williams and McKenzie C

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

MO-B-1 33.5 – 35.0 Brown SAND (SP-SM) with siltMO-B-1 73.5 – 75.0 Gray SAND (SP-SM) with silt and gravelMO-B-1 83.5 – 85.0 Gray GRAVEL (GW-GM) with silt and sand
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths orlocations, or generated by separate operations or processes.

SAND

COBBLES SILT OR CLAY GRAVEL

COARSE FINE COARSE MEDIUM FINE

0

102030405060708090

100

1000 100 10 1 0.1 0.01 

PERCENT PASSING BY WEIGHT 

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE

3” 1.5” #4 #10 #20 #200 3/4” 3/8” #40 #60 #100

Sieve Analys

ETC Dakota Access Pipeline P

Williams and McKenzie C

Symbol

Exploration 

Number

Sample Depth 

(feet) Soil Classification

MO-B-2 23.5 – 25.0 Brown fine to medium SAND (SP)MO-B-2 58.5 – 60.0 Gray GRAVEL (GP-GM) with silt and sand
0

102030405060708090

100

0 10 20 30 40 50 60 70 80 90 

Plasticity Index

Liquid Limit

PLASTICITY CHART

CL-ML ML or OL

MH or OH

CH or OH

Symbol

Exploration 

Number

Sample Depth 

(feet)

Moisture Content 

(%)

Liquid Limit 

(%)

Plasticity Index 

(%) Soil Des

MO-B-3 13.5 – 15.0 30 N/A* N/A* Gray low plasMO-B-3 83.5 – 85.0 19 46 27 Gray low plasticity CL

Atterberg Limits Tes

ETC Dakota Access Pipeline Projec

Williams and McKenzie count

Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific 

sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths orlocations, or generated by separate operations or processes. 

CL or OL

* Non-plastic sample
APPENDIX B

Report Limitations and Guidelines for Use
February 3, 2015| Page B-1

File No. 18782-011-01

APPENDIX B

REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report. 

Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and 

Projects

This report has been prepared for the exclusive use of ETC, and their authorized agents. This report is not 

intended for use by others, and the information contained herein is not applicable to other sites.

GeoEngineers structures our services to meet the specific needs of our clients. For example, a 

geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a 

construction contractor or even another civil engineer or architect that are involved in the same project. 

Similarly, an environmental assessment study conducted for a property owner may not fulfill the needs of 

a prospective purchaser of the same property. Because each study is unique, each report is unique, 

prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our 

Client. No other party may rely on the product of our services unless we agree in advance to such reliance 

in writing. This is to provide our firm with reasonable protection against open-ended liability claims by 

third parties with whom there would otherwise be no contractual limits to their actions. Within the 

limitations of scope, schedule and budget, our services have been executed in accordance with our 

Agreement with the Client and generally accepted geotechnical practices in this area at the time this 

report was prepared. This report should not be applied for any purpose or project except the one originally 

contemplated.

A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of ProjectSpecific Factors

This report has been prepared for the proposed Missouri River HDD located in Morton County, North 

Dakota. GeoEngineers considered a number of unique, project-specific factors when establishing the 

scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not 

rely on this report if it was:

■ not prepared for you,

■ not prepared for your project,

■ not prepared for the specific site explored, or

■ completed before important project changes were made.

For example, changes that can affect the applicability of this report include those that affect:

■ the function of the proposed structure;

■ elevation, configuration, location, orientation or weight of the proposed structure; 

 

1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the 

Geosciences; www.asfe.org. 
February 3, 2015| Page B-2

File No. 18782-011-01

■ composition of the design team; or

■ project ownership.

If important changes are made after the date of this report, GeoEngineers should be given the opportunity 

to review our interpretations and recommendations and provide written modifications or confirmation, as 

appropriate.

Subsurface Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and 

conclusions of this report may be affected by the passage of time, by manmade events such as 

construction on or adjacent to the site, by new releases of hazardous substances, or by natural events 

such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers 

before applying a report to determine if it remains applicable. 

Top Soil

For the purposes of this report, we consider topsoil to consist of generally fine-grained soil with an 

appreciable amount of organic matter, based on visual examination, and to be unsuitable for direct 

support of the proposed improvements. However, the organic content and other mineralogical and 

gradational characteristics used to evaluate the suitability of soil for use in landscaping and agricultural 

purposes were not determined, nor were they considered in our analyses. Therefore, the information and 

recommendations in this report, and our logs and descriptions, should not be used as a basis for 

estimating the volume of topsoil available for such purposes.

Most Geotechnical and Environmental Findings Are Professional Opinions

Our interpretations of subsurface conditions are based on field observations and laboratory test results 

from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at 

those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field 

and laboratory data and then applied our professional judgment to render an opinion about subsurface 

conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from 

those indicated in this report. Our report, conclusions and interpretations should not be construed as a 

warranty of the subsurface conditions. 

Geotechnical Engineering Report Recommendations Are Not Final

Do not over-rely on the preliminary construction recommendations included in this report. These 

recommendations are not final, because they were developed principally from GeoEngineers’ professional 

judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual 

subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or 

liability for this report’s recommendations if we do not perform construction observation.

Sufficient monitoring and consultation by GeoEngineers should be provided during construction to 

confirm that the conditions encountered are consistent with those indicated by the explorations, to 

provide recommendations for design changes should the conditions revealed during the work differ from 

those anticipated, and to evaluate whether or not construction activities are completed in accordance 

with our recommendations. Retaining GeoEngineers for construction observation for this project is the 

most effective method of managing the risks associated with unanticipated conditions.
February 3, 2015| Page B-3

File No. 18782-011-01

A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation

Misinterpretation of this report by other design team members can result in costly problems. You could 

lower that risk by having GeoEngineers confer with appropriate members of the design team after 

submitting the report. Also, retain GeoEngineers to review pertinent elements of the design team's plans 

and specifications. If important changes are made after the date of this report, GeoEngineers should be 

given the opportunity to review our interpretations and recommendations and provide written 

modifications or confirmation, as appropriate. Contractors can also misinterpret a geotechnical 

engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and 

preconstruction conferences, and by providing construction observation.

Do Not Redraw the Exploration Logs

Geotechnical engineers and geologists prepare final boring and testing logs based upon their 

interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a 

geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other 

design drawings. Only photographic or electronic reproduction is acceptable, but recognize that 

separating logs from the report can elevate risk.

Give Contractors a Complete Report and Guidance

Some owners and design professionals believe they can make contractors liable for unanticipated 

subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, 

give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly 

written letter of transmittal. In that letter, advise contractors that the report was not prepared for 

purposes of bid development and that the report’s accuracy is limited; encourage them to confer with 

GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or 

prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform 

additional study. Only then might an owner be in a position to give contractors the best information 

available, while requiring them to at least share the financial responsibilities stemming from 

unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your 

project budget and schedule.

Contractors Are Responsible for Site Safety on Their Own Construction Projects 

Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, 

schedule or management of the work site. The contractor is solely responsible for job site safety and for 

managing construction operations to minimize risks to on-site personnel and to adjacent properties.

Read These Provisions Closely

Some clients, design professionals and contractors may not recognize that the geoscience practices 

(geotechnical engineering or geology) are far less exact than other engineering and natural science 

disciplines. This lack of understanding can create unrealistic expectations that could lead to 

disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions 

in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these 

“Report Limitations and Guidelines for Use” apply to your project or site.
February 3, 2015| Page B-4

File No. 18782-011-01

Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged

The equipment, techniques and personnel used to perform an environmental study differ significantly 

from those used to perform a geotechnical or geologic study and vice versa. For that reason, a 

geotechnical engineering or geologic report does not usually relate any environmental findings, 

conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or 

regulated contaminants. Similarly, environmental reports are not used to address geotechnical or 

geologic concerns regarding a specific project.
www.geoengineers.com 
APPENDIX C

Report Limitations and Guidelines for Use
August 31, 2015 | Page C-1

File No. 18782-011-01

APPENDIX C

REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report.

Geotechnical and Environmental Services Are Performed for Specific Purposes, Persons and 

Projects

This report has been prepared for the exclusive use of Dakota Access, LLC (Dakota Access) and their 

authorized agents. This report is not intended for use by others, and the information contained herein is 

not applicable to other sites.

GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical 

or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction 

contractor or even another civil engineer or architect that are involved in the same project. Similarly, an 

environmental assessment study conducted for a property owner may not fulfill the needs of a prospective 

purchaser of the same property. Because each study is unique, each report is unique, prepared solely for 

the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party 

may rely on the product of our services unless we agree in advance to such reliance in writing. This is to 

provide our firm with reasonable protection against open-ended liability claims by third parties with whom 

there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule 

and budget, our services have been executed in accordance with our Agreement with the Client and 

generally accepted geotechnical practices in this area at the time this report was prepared. This report 

should not be applied for any purpose or project except the one originally contemplated.

A Geotechnical Engineering or Environmental Report Is Based on a Unique Set of 

Project-Specific Factors

This report has been prepared for the proposed Missouri River HDD located in Williams and McKenzie 

Counties, North Dakota. GeoEngineers considered a number of unique, project-specific factors when 

establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates 

otherwise, do not rely on this report if it was:

■ not prepared for you,

■ not prepared for your project,

■ not prepared for the specific site explored, or

■ completed before important project changes were made.

 

1 Developed based on material provided by ASFE/The Best People on Earth, Professional Firms Practicing in the 

Geosciences; www.asfe.org. 
August 31, 2015 | Page C-2

File NO. 18782-011-01

For example, changes that can affect the applicability of this report include those that affect:

■ the function of the proposed structure;

■ elevation, configuration, location, orientation or weight of the proposed structure; 

■ composition of the design team; or

■ project ownership.

If important changes are made after the date of this report, GeoEngineers should be given the opportunity 

to review our interpretations and recommendations and provide written modifications or confirmation, as 

appropriate.

Subsurface Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and 

conclusions of this report may be affected by the passage of time, by manmade events such as construction 

on or adjacent to the site, by new releases of hazardous substances, or by natural events such as floods, 

earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a 

report to determine if it remains applicable.

Most Geotechnical and Environmental Findings Are Professional Opinions

Our interpretations of subsurface conditions are based on field observations and laboratory test results 

from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at 

those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and 

laboratory data and then applied our professional judgment to render an opinion about subsurface 

conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those 

indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty 

of the subsurface conditions.

Geotechnical Engineering Report Recommendations Are Not Final

Do not over-rely on the preliminary construction recommendations included in this report. These 

recommendations are not final, because they were developed principally from GeoEngineers’ professional 

judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual 

subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability 

for this report’s recommendations if we do not perform construction observation.

Sufficient monitoring and consultation by GeoEngineers should be provided during construction to confirm 

that the conditions encountered are consistent with those indicated by the explorations, to provide 

recommendations for design changes should the conditions revealed during the work differ from those 

anticipated, and to evaluate whether or not construction activities are completed in accordance with our 

recommendations. Retaining GeoEngineers for construction observation for this project is the most 

effective method of managing the risks associated with unanticipated conditions.

A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation

Misinterpretation of this report by other design team members can result in costly problems. You could 

lower that risk by having GeoEngineers confer with appropriate members of the design team after 
August 31, 2015 | Page C-3

File No. 18782-011-01

submitting the report. Also retain GeoEngineers to review pertinent elements of the design team’s plans 

and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce 

that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing 

construction observation.

Do Not Redraw the Exploration Logs

Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation 

of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical 

engineering or geologic report should never be redrawn for inclusion in architectural or other design 

drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs 

from the report can elevate risk.

Give Contractors a Complete Report and Guidance

Some owners and design professionals believe they can make contractors liable for unanticipated 

subsurface conditions by limiting what they provide for bid preparation. In that letter, advise contractors 

that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; 

encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types 

of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have 

sufficient time to perform additional study. Only then might an owner be in a position to give contractors 

the best information available, while requiring them to at least share the financial responsibilities stemming 

from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in 

your project budget and schedule.

Contractors Are Responsible for Site Safety on Their Own Construction Projects 

Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, 

schedule or management of the work site. The contractor is solely responsible for job site safety and for 

managing construction operations to minimize risks to on-site personnel and to adjacent properties.

Read These Provisions Closely

Some clients, design professionals and contractors may not recognize that the geoscience practices 

(geotechnical engineering or geology) are far less exact than other engineering and natural science 

disciplines. This lack of understanding can create unrealistic expectations that could lead to 

disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in 

our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report 

Limitations and Guidelines for Use” apply to your project or site.
Have we delivered World Class Client Service?

Please let us know by visiting www.geoengineers.com/feedback. 
APPENDIX E 

Blasting Plan 
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

1

DAPL 8/11/14

A. Scope of Blasting Project

Blasting will take place along the Dakota Access Pipeline right-of-way. The Blasting

Contractor will blast only in the areas where the rock cannot be economically

excavated by conventional means. It is anticipated that this may occur anywhere along

the right-of-way, site-specific locations will be determined as project progresses. As

much as possible due to safety reasons, drilling and blasting will occur through the

natural dirt overburden. Blasting activities will take place during daylight hours

Monday through Saturday.

B. Types of Blasting

Primary type of blasting will be for ditch excavation. Blasting may also be required

during the right-of-way grading operation.

If any streams and wetland areas require blasting to perform the ditch excavation, the

streams and wetland areas will be tested for rock and shot by the mainline blasting

crew. Once blasted, the creeks will be fixed back to original condition and all ECD’s

replaced until the time of the tie ins.

C. Location of Shots and Proximity to Existing Facilities

No blasting will occur within 15 feet of existing loaded pipelines or within 10 feet of

other structures that may be of concern. All blasting located along adjacent power line

rights-of-way shall be conducted in a manner that will not cause damage to the power

company property and facilities. The blast be drilled through natural dirt overburden

or covered by blasting mats and/or other material as needed to protect nearby existing

facilities, structures, highways, railroads or significant natural resources from thrown

rock fragments.

D. Method to be Used to Minimize Hole-to-Hole Propagation

Hole-to-hole propagation problems are not anticipated with the proposed product and

pattern for the following reasons:

1. Only cartridge explosives will be used.

2. The amount and type of explosives anticipated does not lend to the likelihood

of propagation issues.

E. Types of Explosives / Initiation System to be Used

1. Dyno Nobel Unimax®: An extra gelatin dynamite with a specific gravity of

1.51 g/cc, a detonation rate of 17,400 f/s (unconfined) and a calculated energy

of 1,055 c/g.

2. D-GEL 1000 is a desensitized, nitroglycerin-based dynamite formulated to

reduce sensitivity to sympathetic detonation (hole-to-hole propagation) with
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

2

DAPL 8/11/14

superior water resistance. The product has a specific gravity of 1.36 g/cc and a

detonation rate of 16,900 f/s (unconfined) and a calculated energy of 1045 c/g.

3. DYNOMAX PRO is desensitized extra gelatin dynamite designed to satisfy the

majority of explosive application requirements consistently delivering

delivering high detonation velocity and excellent water resistance while

reducing cartridge to cartridge gap sensitivity and hole-to-hole propagation

problems. The product has a specific gravity of 1.45g/cc and a detonation rate

of 19,700 f/s (unconfined) and a calculated energy of 1055 c/g.

4. Dyno Nobel TX: A cap sensitive high explosive with a specific gravity of 1.17

g/cc and a detonation rate of 16,400 f/s (unconfined) and a calculated energy of

1170 c/g.

5. Dyno Nobel Blastex TX: A cast booster sensitive, water resistant, packaged

emulsion explosive specifically formulated to provide increased resistance to

hydrostatic and/or dynamic transitory shock pressures which can result when

used in wet and/or water saturated geologies. The product has a specific

gravity of 1.26g/cc and a detonation rate of 15,400 f/s (unconfined) and a

calculated energy of 808 c/g.

6. Orica Senatel Pulsar : The premier, packaged, detonator-sensitive emulsion

explosive for pipeline, trenching and site preparation projects is

SenatelTMPulsarTM energized emulsion. This product is packaged in a semirigid, film cartridge for loading into ragged holes in surface rock.

SenatelTMPulsarTM will not propagate yet it has energetic additives to give

added breaking power and heave with excellent pre-compression resistance.

The product has a specific gravity of 1.23g/cc and a detonation rate of 14,740

f/s (unconfined) and a calculated energy of 950 c/g.

7. Dyno Nobel NONEL®25 Millisecond Delay Connectors or Dyno Nobel

NONEL EZ Det®(nonelectric) 25/350 millisecond delay.

8. A Dyno Nobel NONEL nonelectric shock tube system detonator will initiate

all shots. This NONEL will be attached at one point only for initiation of the

entire shot and will not be used for down hole priming.

F. Drill and Blast Pattern

The drilling program will be based on 2 rows of 3 inch diameter holes drilled with a

grid spacing of approximately 4 feet wide by 5-7 feet along the ditch line. If rock

breakage is not optimum a third row of holes will be added to the blast pattern (dice

“5” pattern). The drill pattern will be established using a powder factor between 2.0

and 4.0 pounds per cubic yard to achieve the desired explosive energy ratio needed to

break the rock and pull the ditch. This shot pattern may be adjusted on a site-specific

basis to compensate for different geology, nearby structures, utilities or other sensitive

areas.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

3

DAPL 8/11/14

G. Charge Weight and Delays

Delays will be used accordingly to control the vibration as well as limiting the

transmission of energy below the damaging levels at any existing structure. The delay

pattern will be created to provide the energy relief immediately down the ditch in

preference to a horizontal direction. The main type of delays will be NONEL®EZDet 25/350 or 25/500 which are color-coded for easy identification of delay length.

The amount of dynamite used in each hole will be limited to the manufacturer’s

recommendations and specifications. The Blasting Contractor will also use multiple

caps per hole (decking) as needed to meet maximum charge per delay requirements as

necessary.

H. Flyrock Control Plan

All shots will be carefully designed by the Licensed Blaster to control flyrock. All

hole loading activity will be supervised by the Licensed Blaster. The Licensed Blaster

will communicate with the drillers to obtain geological information for each shot.

A good quality, non-bridging stemming material that completely fills any voids in the

drill hole will also be used to reduce the amount of flyrock. A minus 3/8” crushed

rock is typically used for this purpose. This stemming size has been a standard for U.S.

Corps of Engineers for decades.

I. Selection of Blasting Products and Methods

These blasting products were chosen because of many years of dependable use and

positive results on pipeline projects throughout the world which are demonstrated by

the:

 quality, safety and reliability of the product

 support offered by the manufacturer

 availability

 price

A nonelectric detonator will initiate all shots. A completely nonelectric system

(including initiation) for several important reasons:

1. Due to the proximity of the high voltage power lines, stray current may be an

issue that could result in the premature firing of an electric detonator.

2. The numerous radio equipped trucks belonging to all personnel (surveyors,

inspectors and other subcontractors) on the project mandate that all shots be

totally nonelectric to eliminate accidental detonation of electric caps.

Furthermore, there may be other commercial and/or non-commercial radio

users in the area not associated with the project (logging operations, quarry

sites, etc.) who could compromise the safety of the blasting operations.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

4

DAPL 8/11/14

3. The nonelectric detonator shock tube system works instantaneously (like

electric blasting caps). This allows for precise and reliable initiation of shots

in congested areas, adjacent to highways or in other locations where blast

initiation control is an issue.

J. Monitoring, Reporting and Controlling Ground Cracking and Displacement

It is not expected that this type of rock will fracture in such a way as to cause any kind

of ground displacement. Following each blast, the area will be examined for signs of

ground cracking. Any indication of overbreak (cracks greater than half the distance to

the existing pipeline) will be brought to the attention of the Company Inspector and

noted on the blast report. The shot pattern and/or loading will be adjusted to minimize

or eliminate overbreak.

K. Explosives Storage and Transportation Procedures

Explosives storage and transportation will follow the guidelines and regulations of all

federal, state and local agencies.

L. Peak Particle Velocity Monitoring and Control

Each blast will be monitored by a licensed blaster or other person experienced in

monitoring blasts using a seismograph. The seismograph will be placed at the “point

of interest”. In most cases, this will be next to the foundation of the closest building,

power line foundation, utility or well. In all cases, both the sensor and seismograph

will be protected from flyrock.

This recorder gives a direct peak particle velocity (PPV) reading that is indicated on a

tape as well as decibel reading to capture sound levels.

The industry standard for many years has been 12 inches per second maximum PPV

on any underground structures. DAPL expects the PPV’s to be kept under 6 inches per

second or lower on any underground structures & 2 inches per second or lower on

wells and above ground inhabited structures.

After each blast, a blast report with a print out of the seismograph readings will be will

be compiled and a copy presented to the Company inspector for Company records.

M. Fire Prevention

Following the required waiting period after each shot, the blast area will be inspected

for any indication of fire or fire hazard. Particular attention will be paid to the

vegetated areas outside of the R.O.W. Normally, the explosives vaporize at the instant

of detonation and there is no fiber or other material left to smolder or be a source of

concern.

1. The blasting operation will generally take place after the grading operation has

graded the right-of-way to bare mineral soil. The blaster shall ensure that the
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

5

DAPL 8/11/14

initiating detonator is placed on bare mineral soil and that there is no

vegetation within a 20-foot radius.

2. The shock tube initiating system will be initiated a minimum of 250 feet from

the nearest loaded hole.

3. When fire danger is high due to forest conditions, a 2-man fire watch team will

patrol each blast area for a period of 1hour after the required waiting period.

N. Environmental Concerns

All residents within 300 feet of the blast will be notified of blasting activity and

offered a pre-blast survey of their residence or structure of concern. In any case,

communications with property owners will be maintained.

All necessary measures will be taken to exclude livestock from the blasting area.

During the normal safety check prior to blasting, the area will be checked for both

livestock and wildlife. The blast will not be initiated until the area is clear.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

6

DAPL 8/11/14

EXPLOSIVES SAFETY PROGRAM

1. The Blasting Contractor will follow all Federal and State regulations.

A. Bureau of Alcohol, Tobacco and Firearms – 27CFR 181 (Commerce in

Explosives).

B. Occupational Safety and Health Administration – 29CFR 1926.90 (Safety and

Health Regulations for Construction Blasting and Use of Explosives).

C. Carriage by Public Highway – 49CFR 177 (self-explanatory).

D. Explosives and Blasting Agents – OSHA, 29CFR 1910.109 (Safety in the

Workplace When Using Explosives).

E. Guidelines to be Followed by Natural Gas Pipeline Companies in the Planning,

Locating, Clearing and Maintenance of Right-of-Way and the Construction of

Above Ground Facilities – 18CFR 2.69.

2. General Regulations

A. Only authorized and qualified personnel shall handle explosives and shall

always be under the direct supervision of a blaster licensed, if required, by the

state of use.

B. No flame, heat, radio transmitter or spark-producing device shall be permitted

in or near explosives during handling, transport or use.

C. No person shall be allowed to handle, use or work in the area while under the

influence of liquor, narcotic or dangerous drugs.

D. Explosives shall be accounted for at all times. Explosives not in use shall be

kept in locked, approved storage magazines. A running inventory shall be

maintained at all times. Appropriate authorities shall be notified of any loss,

theft or unauthorized entry into a magazine.

E. No explosives shall be abandoned.

F. No fires shall be fought where contact with explosives is imminent. All

personnel shall be cleared and area guarded against other intruders.

G. Separate Class I and II magazines shall be used for transport of detonators and

explosives from magazine storage area to blast site. Magazines shall be kept

locked except for removal of material for use. In addition, explosives will be

loaded directly to each shot point from the magazines on approved ground

transportation equipment.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

7

DAPL 8/11/14

H. When blasting in areas of congestion or in close proximity of other structures

or services, special precaution will be taken to avoid damage or personal

injury.

I. Every reasonable precaution shall be used to notify others of use of explosives

(visual, audible, flags, barricades, etc.). No onlookers or unauthorized

personnel will be permitted within 500 feet during loading or blasting.

Flaggers shall be stationed on roadways that pass through the danger zone to

stop traffic during blasting operations.

J. All necessary precautions shall be taken to prevent accidental current discharge

from any possible source. The exclusive use of a nonelectric initiation system

will eliminate this possibility in nearly every situation with the possible

exception of lightning strikes.

1. Electrical storms

a. All blasting operations shall be suspended and all persons shall

be removed from the blasting areas during the approach and

progress of an electrical storm. The following rules must be

followed:

1. A lightning detector should be used to monitor the

proximity of lightning to the shot. When the storm is 10

miles distant as identified by the lightning detector,

notify all persons in the blasting crew of approaching

storm. Stop all loading of holes and evacuate all

personnel, except blaster and assistant, to a safe distance

(500 feet) from the blast area.

2. If the blast cannot be initiated before the storm arrives

(within 10 miles as indicated by the lightning detector),

the blaster shall evacuate the site to a safe distance.

3. Personnel may return to worksite when the storm has

passed and is 10 miles distant as determined by the

lightning detector or after the completion of blast which

allows for inspection of site and/or misfire.

4. If no lightning detector is available, the “1 second per

mile” rule of thumb may be used. This rule of thumb is

used to estimate the distance of the storm between sight

and sound. When lightning is sighted the sound wave

typically travels at approximately 1 mile per second. So,

if the lightning is spotted and 10 seconds elapses it is

about 10 miles away.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

8

DAPL 8/11/14

K. Empty packing material shall not be used again for any purpose. It shall be

burned at an approved location. Typically, this will be in the excavated trench

or other designated area.

L. Damaged or deteriorated blasting supplies shall not be used.

M. Delivery and issue of explosives shall only be under, by and to authorized

persons and into authorized magazine or temporary storage handling areas.

N. Blasting operations shall not be carried out in the proximity of other utilities or

property owners without prior approval. “ONE CALL” notification

requirements shall be followed.

O. All loading and firing shall be directed and supervised by a competent and

experienced person.

P. No loaded holes shall be left unattended or unprotected. No explosives or

blasting agents shall be abandoned on the right-of-way. Explosives shall not

be primed until immediately before use and shall not be allowed to lay

overnight in drilled holes.

Q. All jurisdictional authorities shall be granted unrestricted access to all

explosive records as well as site access for procedural inspections. All

personnel not involved with the current blasting operation must check in with

the blaster before entering the blasting zone.

R. Warning signs, indicating the blast area, shall be erected and maintained at all

approaches to the blast area. Warning sign lettering shall be readable from a

reasonable distance and on a contrasting background.

S. The warning signs will be erected and maintained at all approaches to the blast

area. Flaggers will be stationed on all roadways passing within 500 feet of the

blast area and be responsible to stop all traffic during blasting operations. All

personnel not involved in the actual blast shall stand back at least 500 feet

from the time the blast signal is given until the “All Clear” has been sounded.

An audible blasting signal (air horn or siren) shall be used. The following blast

signals will be used during blasting.

1. Warning Signal A series of two long horn or siren sounds will be

made 2 minutes prior to the blast.

2. Blast Signal One prolonged horn or siren sound will be sounded one

minute prior to the blast.
Blast Plan

Dakota Access Pipeline

North & South Dakota, Iowa, Illinois

9

DAPL 8/11/14

3. All Clear Signal Two short blasts on the horn or siren sound will be

sounded following the blast once the blast area has been inspected and

deemed safe.

T. All blasting will be performed with a nonelectric initiation system and shall

follow standard industry guidelines in regard to use and safety.

U. Blaster qualifications shall meet all federal, state and local standards.

V. Misfires

1. If there are any misfires, all employees shall remain away from the

suspected misfire area for at least 15 minutes. Misfires shall be

handled under the direction of the blaster in charge. All leads shall be

carefully traced and a search made for unexploded charges.

2. If a misfire is found, the blaster shall provide proper safeguards for

excluding all employees from the danger zone.

3. No other work shall be done except that necessary to remove the hazard

of the misfire and only those employees necessary to do the work shall

remain in the danger zone.

4. No attempt shall be made to extract explosives from any charged or

misfired hole! A new primer shall be inserted into the hole and the

hole shall be reshot. If re-firing of the misfired hole presents a hazard,

the explosives may be removed by washing out with water or, where

the misfire is underwater, blown out with air.

5. No drilling, digging or picking shall be permitted until all missed holes

have been detonated or the authorized representative has approved that

work can proceed.

6. Prior to the end of the working day, any misfires shall be located and

rendered safe.
APPENDIX F 

Unanticipated Discoveries Plan Cultural Resources, Human Remains, 

Paleontological Resources & Contaminated Media 
UNANTICIPATED DISCOVERIES PLAN

CULTURAL RESOURCES, HUMAN REMAINS, 

PALEONTOLOGICAL RESOURCES & 

CONTAMINATED MEDIA 

Dakota Access Pipeline Project (DAPL) 

A. INTRODUCTION

Dakota Access, LLC is proposing to install approximately 1,100 miles of 12- to 30-inch pipeline from 

Stanley, North Dakota, crossing South Dakota and Iowa, to an existing tank hub near Patoka, Illinois 

crossing South Dakota and Iowa as well. 

This document describes the procedures for dealing with unanticipated discoveries during the course of 

project construction. It is intended to: 

• Maintain compliance with applicable Federal and State laws and regulations during construction of 

the Project;

• Describe to regulatory and review agencies the procedure the project or its representative will follow 

to prepare for and deal with unanticipated discoveries; and, 

Provide direction and guidance to project personnel as to the proper procedure to be followed should an 

unanticipated discovery occur. 

B. PROCEDURES FOR THE DISCOVERY OF CULTURAL RESOURCES

In the event that any member of the construction work force believes that a cultural resource discovery is

encountered the following plan will be implemented: 

1. All work within 100 feet both sides of the discovery will immediately stop and the Environmental 

Inspector (EI) will be notified. The area of work stoppage will be adequate to provide for the 

security, protection, and integrity of the materials. A cultural resource can be prehistoric or historic 

and could consist of, but not be limited to, for example:

• An accumulation of shell, burned rocks, or other subsistence related materials 

• An area of charcoal or very dark soil with artifacts

• Stone tools, arrowheads, or dense concentrations of stone artifacts

• A cluster of bones in association with shell, charcoal, burned rocks, or stone artifacts

• A historic structure or assemblage of historic materials older than 50 years 

2. If the EI believes that the discovery is a cultural resource, the EI will take appropriate steps to protect 

the discovery site. This will include flagging the immediate area of discovery and stop work or 

exclusion zone, as well as notifying the Environmental Project Manager and/or Company 

1 
Representative. Work in the immediate area will not resume until treatment of the discovery has 

been completed.

3. Dakota Access or its representative will arrange for the discovery to be evaluated by a qualified

archaeologist in accordance with applicable regulations. The archaeologist will evaluate the remains 

and provide recommendations for how to manage the resource under the appropriate State’s Historic 

Preservation Plan. 

4. If the discovery is within an area of federal jurisdiction, the appropriate federal agency will be 

consulted. If the discovery is determined to have the potential for eligibility, the archaeologist and 

Dakota Access will also consult with the SHPO on how best to avoid, minimize, or otherwise 

mitigate further impacts. Treatment measures may include mapping, photography, sample collection, 

or excavation activity.

5. The archaeologist will implement the appropriate treatment measure(s) and provide a report on its 

methods and results as required. The investigation and technical report will be performed in 

compliance with the Secretary of the Interior's Standards and Guidelines for Archaeological 

Documentation (48 CFR 44734--44737); the Advisory Council on Historic Preservation (ACHP) 

publication ''Treatment of Archaeological Properties'' (ACHP 1980); and follow the guidelines set 

forth by the applicable State(s) Historic Preservation Office. 

C. PROCEDURES FOR THE DISCOVERY OF HUMAN REMAINS

In the event that human remains are encountered during either construction or maintenance activities, the 

following plan outlines the specific procedures to be followed. These procedures meet or exceed the Policy 

Statement Regarding Treatment of Burial Sites, Human Remains, and Funerary Objects set forth by the 

National Historic Preservation Act (Public Law [PL] 89-665), its implementing regulations, “Protection of 

Historic and Cultural Properties” (36 CFR Part 800); the Native American Grave and Repatriation Act (43 

CFR Part 10); Procedures for the Protection of Historic Properties (33 CFR 325 Appendix C); the 

Archaeological and Historic Preservation Act; and Consultation and Coordination with Indian Tribal 

Governments (EO 13175); North Dakota’s “Protection of human remains, and burial goods – Unlawful acts 

– Penalties - Exceptions” law (North Dakota Century Code [NDCC] 23-06-27) and its accompanying 

administrative rules (North Dakota Administrative Code [NDAC] 40-02-03). 

All activity that might disturb the remains shall cease and may not resume until authorized by appropriate 

law enforcement officials or the State Archaeologist. Any human remains, burial sites, or burial related 

materials that are discovered during construction will at all times be treated with dignity and respect. If any 

member of the construction work force believes that human remains are encountered the following plan will 

be implemented:

1. Any activity that may disturb the unmarked burial site, human skeletal remains, or burial artifacts 

associated with the site will immediately cease on discovery. The site will be carefully covered and 

secured for protection from degradation by weather or unauthorized individuals. 

2. The EI will be notified and responsible for taking appropriate steps to protect the discovery. This 

2 
will include fencing off the immediate area of discovery and flagging the area as an exclusion zone. 

No activity may resume until authorized by the agency authority governing the disposition of the 

human remains. 

3. The EI will notify the Project Environmental Manager, who will contact the Project archeologist, 

specific county law enforcement agency and the coroner of the jurisdiction where the site or remains 

are located. The State Archaeologist will also be contacted to assist with identifying the remains. 

4. If the unmarked burial site, human skeletal remains, or funerary objects can be shown to have ethnic 

affinity with a living Native American tribe, a the Environmental Project Manager will notify the 

appropriate federal agency with jurisdiction and/or NDSHPO to assist in determining the tribe(s), if 

any, who may have historic ties to the region and represent descendants of any Native American 

remains. If direct relations to a Native American tribe are verified, the tribe will have control of the 

disposition of the human skeletal remains. 

5. If the District Coroner finds that the unmarked burial site is over 50 years old and that there is no 

need for a legal inquiry by their office or for a criminal investigation, and if no direct relations to any 

Native American tribe are found, then the SHPO will have jurisdiction of the site, human skeletal 

remains, and the burial artifacts. 

D. PROCEDURES FOR THE DISCOVERY OF PALEONTOLOGICAL RESOURCES

In the event that any member of the construction work force believes that a paleontological resource 

discovery is encountered the following plan will be implemented: 

1. All work within 100 feet both sides of the discovery will immediately stop and the EI will be 

notified. The area of work stoppage will be adequate to provide for the security, protection, and 

integrity of the materials. A paleontological resource would be expected to be in the form of fossils. 

In-situ fossils are usually found within layers of geologically old sediments and rocks where the 

creature lived, died, and became fossilized. However, through geologic, hydrologic, and marine 

activity, many fossils and parts of fossils have been carried into younger geologic areas. 

2. If the EI believes that the discovery is a paleontological resource, the EI will take appropriate steps to 

protect the discovery site. This will include flagging the immediate area of discovery and stop work 

or exclusion zone, as well as notifying the Environmental Project Manager and/or Company 

Representative. Work in the immediate area will not resume until treatment of the discovery has 

been completed.

3. The Project Environmental Manager will arrange for the discovery to be evaluated by a qualified 

geologist/paleontologist in accordance with applicable regulations. The geologist/paleontologist will 

evaluate the remains and provide recommendations for how to manage the resource. 

4. If the find is on state land, the Project Environmental Manager will notify the land managing state 

agency and the North Dakota Geological Survey, pursuant to North Dakota Century Code NDCC 54-

17.3 “Paleontological Resource Protection,” which addresses the need to obtain a permit to record, 

3 
excavate, or collect paleontological resources on state land. If the find is on federal or municipal 

land, the Project Environmental Manager will inform the appropriate land managing agency of the 

find. Treatment measures may include mapping, photography, sample collection, or excavation 

activity. The geologist/paleontologist will implement the appropriate treatment measure(s) and 

provide a report on its methods and results as required. 

E. PROCEDURES FOR THE DISCOVERY OF CONTAMINATED MEDIA

Indicators of possible contamination include, but are not limited to: 

• Buried drums or containers, rusted or in otherwise poor condition 

• Stained or otherwise discolored soil (in contrast to adjoining materials)

• Spoil material containing debris other than obvious construction material 

• Chemical or hydrocarbon odors emanating from excavations 

• Oily residues

• Visible sheen or other discoloration on groundwater 

• Structures such as pipelines (concrete, PVC or steel) or underground storage tanks. 

The EI and appropriate contractor personnel will be trained in hazard identification and worker protection 

and these topics will be discussed regularly in safety meetings. A desktop assessment for contaminated 

along the Project route indicated that contamination it not likely to be encountered during construction. In 

the unlikely event that contamination is encountered the following activities should take place: 

1. Immediately cease construction activities within that area and notify the EI and Project 

Environmental Manager. Work in the immediate area will not resume until an assessment of the 

discovery has been completed and the Company has released the site. If safe to do so, the EI will 

take appropriate steps to mark (flag) off the area to identify the exclusion zone. Work in the 

immediate area will not resume until an assessment discovery has been completed. 

2. If potentially contaminated groundwater or soil reaches (or has the potential to reach) surface waters, 

booms and/or absorbent materials shall be immediately deployed to contain and reduce downstream 

migration of the spilled material. 

3. Upon notification, the Project Environmental Manager will perform or direct a hazard assessment to 

determine appropriate control measures to be implemented at the specific site. Activities may include 

sampling vapors, soil, sediments, groundwater, and/or wipe samples of materials. 

4. If warranted by the assessment, the Project Environmental Manager will notify appropriate Federal, 

State and Local agencies.

5. Company or the designated person(s) will make appropriate notifications to regulating agencies as 

necessary. Upon evaluation of the sampling results, additional notifications may be made to 

coordinate a work plan for measures to be implemented in the contaminated area to resume activities 

in a safe, environmentally compliant, and effective manner. Measures may include additional 

personal protective equipment, segregation of contaminated media, treatment or off-site disposal of 

contaminated media. 

6. All identification /characterization, handling, labeling, storage, manifesting, transportation, record 

keeping, and disposal of potentially contaminated materials shall be conducted in accordance with all 

applicable federal, state, and local regulations and guidance. 

4 
F. PROJECT CONTACTS 

Environmental Inspector

Contact: TBD Prior to Construction 

 Telephone 

Email: 

 Address: 

Chief Inspector

Contact: TBD Prior to Construction 

 Telephone 

Email: 

 Address: 

DAPL Project Manager

Contact: Joe Malucci

 Telephone (o) 713-989-7186 (c) 713-898-8222 

Email: Monica.howard@energytransfer.com

 Address: 1300 Main Street, Houston, TX 77002 

DAPL Project Environmental Manager 

Contact: Monica Howard

 Telephone (o) 713-989-7186 (c) 713-898-8222 

Email: Monica.howard@energytransfer.com

 Address: 1300 Main Street, Houston, TX 77002 

DAPL Retained Archeologist, Merjent

Contact: Dean Sather

Telephone: (o) 612.924.3984 

Fax: 612.746.3679 

E-mail: dsather@merjent.com

Address: 800 Washington Avenue N., Suite 315, Minneapolis, MN 55401 

North Dakota State Historic Preservation Program

Contact: Merlan E. Paaverud, Jr., Director/SHPO

Telephone: (701) 328-2672 

Fax: (701) 328-3710 

E-mail: mpaaverud@nd.gov

Address: State Historical Society of North Dakota

612 East Boulevard Avenue, Bismarck, ND 58505-0830 

5 
North Dakota Geological Survey 

Contact: Edward C. Murphy, State Geologist 

Telephone: (701) 328-8000 

Email: emurphy@nd.gov

Address: North Dakota Industrial Commission 

 Department of Mineral Resources/North Dakota Geological Survey 

1016 East Calgary Ave., Bismarck, ND 58503 

County Sherriff Department Contacts

County Sherriff Address Phone Fax

Mountrail Kenneth G. 

Halvorson

P.O. Box 309, 

Stanley, ND 58784-0309 701-628-2975 701-628-3975 

Williams Scott Busching 

Williams County Law 

Enforcement Center

223 East Broadway 

Suite 301 

Williston, ND 58801

701-577-7700 NA

McKenzie John Fulwider 201 5th Street NW

Watford City, ND 58854

701-444-3654

Ext. 1420 NA

Dunn Clay Coker 205 Owens Street

Manning, ND 701-573-4449 701-573-4311 

Mercer Dean Danzeisen 419 North Avenue

Stanton, ND 58571 701-745-3333 701-745-3347 

Morton Dave Shipman

205 1st Avenue NW

Mandan, ND 58554 701-667-3330 NA

Emmons Gary Sanders P.O. Box 159

Linton, ND 58552-0159 701-254-4411 701-254-5311 

6 
APPENDIX G 

 Environmental Construction Plan 
DAKOTA ACCESS PIPELINE PROJECT 

NORTH DAKOTA 

ENVIRONMENTAL CONSTRUCTION PLAN 

Prepared for: 

North Dakota Public Service Commission 

600 East Boulevard, Department 408

Bismarck, ND 58505

April 2015
1 

TABLE OF CONTENTS 

1.0 INTRODUCTION .................................................................................................... 6

2.0 PRECONSTRUCTION .............................................................................................. 7

2.1 CONSTRUCTION ROW FLAGGING AND PROJECT SIGNAGE ....................................................... 7

2.2 IDENTIFICATION OF AVOIDANCE AREAS ................................................................................... 7

2.3 CONSTRUCTION LINE LIST AND PERMITS .................................................................................. 8

3.0 GENERAL PIPELINE CONSTRUCTION PROCEDURES ................................................. 9

3.1 ROW ACCESS AND REQUIREMENTS .......................................................................................... 9

3.2 CLEARING AND GRADING .......................................................................................................... 9

3.3 TEMPORARY EROSION CONTROL ............................................................................................ 10

3.3.1 Temporary Stabilization .......................................................................................................... 11

3.3.2 Erosion Control Blanket ........................................................................................................... 11

3.3.3 Mulch....................................................................................................................................... 11

3.3.4 Cat Tracking ............................................................................................................................. 11

3.3.5 Temporary Slope Breakers ...................................................................................................... 12

3.3.6 Sediment Barriers .................................................................................................................... 12

3.4 TOPSOIL REMOVAL AND STORAGE ......................................................................................... 13

3.4.1 Topsoil Stripping Procedures ................................................................................................... 13

3.5 PIPE STRINGING, BENDING, AND WELDING............................................................................ 13

3.6 TRENCHING .............................................................................................................................. 13

3.6.1 Open Trench Wildlife and Livestock Mitigation ...................................................................... 13

3.6.2 Trench Breakers ....................................................................................................................... 14

3.6.3 Shallow to Bedrock Conditions ................................................................................................ 14

3.7 TRENCH DEWATERING, LOWERING-IN, AND BACKFILLING..................................................... 14

3.8 HYDROSTATIC TESTING ........................................................................................................... 15

3.9 FINAL TIE-INS, COMMISSIONING, AND MARKERS................................................................... 15

3.10 SOIL DECOMPACTION .............................................................................................................. 15

3.11 CLEANUP AND ROUGH/FINAL GRADING ................................................................................. 15

3.11.1 Permanent Slope Breakers...................................................................................................... 16

3.11.2 Stone removal ......................................................................................................................... 16

3.11.3 Repair of Damaged Conservation Practices ............................................................................ 16

3.11.4 Restoration of Pre-construction Contours .............................................................................. 16

4.0 ROAD, HIGHWAY, RAILROAD, FOREIGN UTILITY CROSSINGS................................ 17

5.0 WATERBODY CROSSINGS .................................................................................... 18

5.1 NOTIFICATION ......................................................................................................................... 18

5.2 INSTALLATION ......................................................................................................................... 18

5.2.1 Additional Temporary Workspace........................................................................................... 18

5.3 BRIDGES ................................................................................................................................... 18

5.4 OPEN CUT CROSSING METHOD............................................................................................... 18

5.4.1 Sediment Control .................................................................................................................... 19

5.4.2 Trench Plugs ............................................................................................................................ 19

5.4.3 Pipeline Burial Depth ............................................................................................................... 19

5.4.4 Backfill Material ....................................................................................................................... 19

5.4.5 Streambed and Bank Stabilization .......................................................................................... 19

5.5 FLUME CROSSING METHOD.................................................................................................... 20
2 

5.6 DAM AND PUMP CROSSING METHOD.................................................................................... 20

5.7 TRENCHLESS INSTALLATION (BORE OR HORIZONTAL DIRECTIONAL DRILL) ........................... 20

6.0 WETLAND CROSSINGS......................................................................................... 23

7.0 ABOVE GROUND FACILITY CONSTRUCTION ......................................................... 25

7.1 TANK TERMINALS AND PUMP STATIONS ................................................................................ 25

7.1.1 Clearing and Grading ............................................................................................................... 25

7.1.2 Foundations ............................................................................................................................. 25

7.1.3 Building Design and Construction ........................................................................................... 25

7.1.4 Pressure Testing ...................................................................................................................... 26

7.1.5 Commissioning ........................................................................................................................ 26

7.1.6 Final Grading and Landscaping ................................................................................................ 26

7.1.7 Infrastructure Facilities............................................................................................................ 26

7.1.8 Erosion Control, Revegetation, and Maintenance Procedures ............................................... 26

7.2 MAINLINE VALVES AND LAUNCHERS/RECEIVERS ................................................................... 26

8.0 SPECIAL PIPELINE CONSTRUCTION PROCEDURES ................................................. 28

8.1 TRIPLE DITCH METHODS.......................................................................................................... 28

8.2 DIFFICULT SOILS ....................................................................................................................... 28

8.2.1 Shallow Soils and Steep Soils ................................................................................................... 28

8.2.2 Salinity/Sodicity ....................................................................................................................... 28

8.2.3 Droughty Soils and Flooding Soils ........................................................................................... 29

8.3 SIDE SLOPE CUTTING AND STEEP TERRAIN............................................................................. 29

8.3.1 Stockpiling ............................................................................................................................... 29

8.3.2 Temporary and Permanent Slope Breakers and Trench Breakers .......................................... 29

8.3.3 Recontouring and Slope Reduction......................................................................................... 29

8.3.4 Rock Mulch .............................................................................................................................. 30

8.3.5 Pocking .................................................................................................................................... 30

8.4 GRAZING MITIGATION............................................................................................................. 30

8.5 WINTER CONSTRUCTION ......................................................................................................... 31

8.5.1 Snow and Cold Weather Management ................................................................................... 31

8.5.2 Soil Handling and Trenching .................................................................................................... 32

8.5.3 Temporary and Permanent Erosion Control Methods ............................................................ 32

8.5.4 Lowering in and Backfill ........................................................................................................... 33

8.5.5 Hydrostatic Testing/Dewatering ............................................................................................. 33

8.5.6 Post-Construction Monitoring................................................................................................. 34

8.5.7 Spring Thaw Conditions ........................................................................................................... 34

8.6 BLASTING ................................................................................................................................. 34

8.7 DUST CONTROL ....................................................................................................................... 34

8.8 WASTE MANAGEMENT ........................................................................................................... 34

8.8.1 HAZARDOUS WASTES .............................................................................................................. 35

8.8.2 ABRASIVE BLAST DEBRIS .......................................................................................................... 35

8.9 WEED MANAGEMENT ............................................................................................................. 35

8.9.1 Prevention and Control Measures .......................................................................................... 35

8.10 WET WEATHER SHUTDOWN AND RUTTING ........................................................................... 36

9.0 RESTORATION PROCEDURES ............................................................................... 37

9.1 SEEDBED PREPARATION.......................................................................................................... 38

9.2 PLANTING METHOD ................................................................................................................ 38
3 

9.3 NURSE AND COVER CROP ........................................................................................................ 39

9.4 SEED SOURCE AND QUALITY ................................................................................................... 40

9.5 SEEDING MIXTURES ................................................................................................................. 40

9.6 FERTILIZER AND SOIL AMENDMENTS ...................................................................................... 43

10.0 POST CONSTRUCTION MONITORING ................................................................... 44

LIST OF TABLES 

Table 2.2-1 Dakota Access Project Signage

Table 3.3.5-1 Spacing of Slope Breakers 

Table 9.5-1 Seeding Dates 

Table 9.5.2 Pipeline, Access Roads and Other Narrow Disturbance Upland Site Grass Seed Mixtures 

Upland Mixture (loamy, clayey, sandy, sands, shallow loamy, thin loamy) 

Table 9.5.3 Pipeline, Access Roads and Other Narrow Disturbance Wet Meadow, Saline and/or Sodic 

Site Seed Mixtures 

LIST OF APPENDICES 

Appendix A: Typical Figures 

P12-1 ROCK OR MAT BRIDGE WITH CULVERTS 

P12-2 EROSION CONTROL STRAW BALE SEDIMENT BARRIER 

P12-3 DRAINAGE AND IRRIGATION TEMPORARY DRAIN TILE REPAIR (TDR) 

P12-4 TEMPORARY FENCE DETAIL FOR WOVEN WIRE & BARBED WIRE FENCES 

P12-5 WOVEN WIRE & BARBED WIRE FENCE REPLACEMENT FENCE DETAIL 

P12-6 PROPOSED PIPELINE TEMPORARY FLUME CROSSING 

P12-6A PROPOSED PIPELINE DAM AND PUMP CROSSING 

P12-7 STRAW BALE FILTER 

P12-8 EROSION CONTROL STRAW BALE SEDIMENT BARRIER 

P12-9 EROSION CONTROL RIPRAP AT WATERBODY BANKS 

P12-10 TEMPOARY SLOPE BREAKERS SLOPE DIRRECTION WITH SLOPE 

P12-11 SILT FENCE 

P12-12 EROSION CONTROL SILT FENCE SEDIMENT BARRIER 

P12-13 EROSION CONTROL STRAW BALE AND SILT FENCE 

P12-14 CONSTRUCTION RIGHT-OF-WAY ARRANGEMENT (DOUBLE DITCH) 

P12-15 CONSTRUCTION RIGHT-OF-WAY ARRANGEMENT (TRIPLE DITCH) 

P12-16 WATERBODY CROSSING HORIZONTAL DIRECTIONAL DRILL 

P12-17 TOPSOIL SALVAGE CROSSING BORE (CB) 

P12-18 WATERBODY BRIDGE FLEXIFLOAT TYPE (FF) 

P12-19 WATERBODY BRIDGE TIMBER MAT (TM) 

P12-20 PIPELINE MARKING INSTALLATION 

P12-21 TEMPORARY CROSSING RAMP OVER EXISTING PIPELINE - UTILITY 

P12-22 PAVED ROAD CROSSING CONTROL DETAILS 

P12-23 WETLAND AND UPLAND FORESTED AREAS 

P12-24 HERBACEOUS WETLAND 

P12-25 PERMANENT WATER BARS OR TERRACES 
4 

P12-26 TEMPORARY TRENCH PLUG INSTALLATION 

P12-27 SILT REINFORCED FENCE INSTALLATION 

P12-28 HAY BALE STRUCTURE 

P12-29 ENERGY DISSIPATOR 

P12-30 PIPELINE CONSTRUCTION SEQUENCE 

P12-31 SPLASH PUP FOR TEST WATER DISCHARGE 

P12-32 GEOTEXTILE FILTER BAG FOR DEWATERING 

P12-33 STRAW BALE DEWATERING STRUCTURE (LARGE VOLUME) 

P12-34 SOIL CONTAINMENT BERM FOR WATERBODY TRENCH SPOIL 

P12-35 SLOPE BREAKER 

P12-36 SLOPE BREAKER 

P12-37 PIPING PLAN RECEIVER AND LAUNCHER PIPELINE 

P12-38 CLEARSPAN BRIDGE WITH RAILCAR 

P12-39 PIPING PLAN AND ELEVATION 30in MAINLINE VALVE PIPELINE 

P12-40 CONSTRUCTION PERMANENT DRAIN TILE REPAIR 

P12-41 TRENCH AND SPOIL SIDE HILL CONSTRUCTION 

P12-55 TYPICAL RIGHT-OF-WAY CONFIGURATION UPLAND CONSTRUCTION FULL WIDTH 

TOPSOIL SEGREGATION 

P12-56 TYPICAL RIGHT-OF-WAY CONFIGURATION UPLAND DITCH LINE AND SPOIL SIDE TOPSOIL 

SEGREGATION 

P12-57 TYPICAL RIGHT-OF-WAY CONFIGURATION EMERGENT NON-SATURATED WETLANDS 

P12-58 TYPICAL RIGHT-OF-WAY CONFIGURATION UPLAND AND WETLAND FORESTED AREAS 
5 
6 

1.0 INTRODUCTION 

This Environmental Construction Plan (ECP) is structured to address construction mitigation,

reclamation, and revegetation for the Dakota Access Pipeline Project (DAPL or Project) route within

the state of North Dakota.

This ECP was developed based on decades of experience implementing Best Management Practices 

(BMPs) during construction in accordance with generally accepted industry practices for linear 

infrastructure and cross-country pipelines. It is intended to meet or exceed federal, state, tribal, and 

local environmental protection and erosion control requirements, specifications, and practices. The ECP 

is designed to address typical circumstances that may be encountered along the Project. Project-specific 

permit conditions and/or landowner agreements may supersede general practices described in this 

document. 
7 

2.0 PRECONSTRUCTION 

2.1 CONSTRUCTION ROW FLAGGING AND PROJECT SIGNAGE 

Dakota Access will complete a final civil survey and stake/flag the right-of-way (ROW) to locate the

pipeline centerline and the construction ROW boundaries. Staking may include the Additional

Temporary Workspace (ATWS) boundaries, staging areas, sensitive environmental areas, reclamation

treatment areas and access roads. Stakes will be placed along the ROW as appropriate to maintain lineof-sight from one stake to the next. All known underground crossings (e.g., gas and water pipelines,

fiber optic cable, telephone lines, etc.) and overhead crossings (power lines) will be located and

marked to prevent accidental damage during construction. 

Signs will be posted along the construction ROW to identify sensitive areas and to alert construction 

personnel of restrictions that apply. The limits of these areas will be delineated at the edge of the

ROW. Fencing may also be required in some areas to further protect site-specific resources. Signs

and/or flags will be posted for sensitive environmental features such as wetlands, waterbodies, buffer

zones, etc.

2.2 IDENTIFICATION OF AVOIDANCE AREAS 

Signs and/or flagging will be posted identifying sensitive features such as wetlands, waterbodies, 

jurisdictional drainages, buffer zones, rare plant or ecological community sites, regulated wildlife habitat 

and cultural resources. These indicators will be posted prior to construction in coordination with the

survey activities. Indicators will be maintained throughout construction and will be replaced as

necessary. An example of signage typical of these projects is below and will be finalized prior to

construction in coordination and compliance with all obtained permits, clearance, agency requirements

and landowner agreements.

Table 2.2-1

Dakota Access Project Signage

Sign Description

No Refueling Zone Signs will be placed at the boundary of the restricted work areas

such as wetlands,streams, wells, and environmentally sensitive areas.

Approved Access Road Project-related access roads will be identified.

No Project Access

Roads that lead to the ROW and could be confused with approved

access roads but are not approved for use will be identified.

Exclusion Zone

Exclusion areas where equipment and personnel are not permitted to

enter without approval will be identified with signs posted on the

ROW boundary.

Waterbody

Waterbodies will be identified; Dakota Access’ waterbody procedures

or site-specific plans will apply at these waterbodies.

Wetland Wetlands will be identified; Dakota Access’ wetland procedures will

apply at these wetlands.
8 

2.3 CONSTRUCTION LINE LIST AND PERMITS 

A document that addresses special requirements (e.g., timber salvage, topsoil segregation, restoration 

measures, fencing requirements, etc.) as identified in landowner agreements and permit conditions, will 

be implemented, provided the conditions conform to the Project’s permits. The Contractor will comply

with these requirements and/or conditions as identified in the Construction Line List (CLL) and

Environmental Compliance Binder (ECB).

The CCL identifies some requirements provided in landowner agreements; however, it will not be a 

comprehensive list of construction requirements. The document will be considered in conjunction with 

other Projects documents, permits, and agreements. The CLL may include but is not limited to the 

following: 

• Drain tiles; 

• Irrigation systems; 

• Above and below ground water lines; 

• Above and below-ground utilities; 

• Landowners that utilize pivot irrigation systems; 

• Grazing deferment plans, fence cutting and bracing, cattle guard locations, and water 

requirements for livestock; and 

• Specific landowner seeding/restoration requirements. 

Any component of irrigation systems, waterlines, utilities, or other physical impediments

encountered during construction will be repaired to pre-construction conditions or better and in

accordance with applicable permits and easements.
9 

3.0 GENERAL PIPELINE CONSTRUCTION PROCEDURES 

In upland areas, the pipeline will be installed using a construction right-of-way varying in width from 75

feet to 150 feet wide depending on soil conditions, vegetation types, and landowner specifications (see 

Appendix A). In emergent non-saturated wetland areas, the construction ROW width may be reduced to

100 feet (see Appendix A); in saturated and/or forested, and/or scrub shrub wetlands, upland forested 

areas, or other sensitive areas as conditioned in permits, the construction workspace may be reduced to

85 feet (see Appendix A). Additional temporary workspace will be required to facilitate crossings of

other utilities, roads, railways, waterbodies, and wetlands, etc. At all locations, 50 feet of the 

construction ROW (generally 25 feet on either side of the centerline of the pipeline) will be secured for 

permanent easement to facilitate pipeline operations, inspection, and integrity management. Fee 

owned lands have been or will be secured for all tank sites and pump stations. ATWS at these locations 

will be acquired as necessary. 

3.1 ROW ACCESS AND REQUIREMENTS 

Access to the ROW will be from public roadways and approved private access roads only. Signs and 

project maps will be used to identify approved access roads in the field and to ensure that access is

confined to only the approved roads. Vehicle tracking of soil from the construction site will be

minimized by installation and implementation of BMPs such as stone pads, timber mats, reducing 

equipment/vehicle access to the construction ROW where practicable (i.e. off-ROW parking), or the 

equivalent. Installation of stone or timber mat access pads will be in accordance with applicable permits 

and state/federal specifications. If such BMPs are not adequately preventing sediment from being 

tracked onto public roads, street sweeping or other equivalent means of collecting sediment will be

used. If soil is tracked onto a roadway, accumulated material will be removed from the road and 

returned to the construction ROW within an upland area as soon as practical at the end of each 

workday. 

Construction equipment and vehicles will be confined to the approved construction footprint and access

routes. Standard pipeline construction is composed of specific activities that make up the linear

construction sequence. These operations collectively include survey and staking of the ROW; clearing

and grading; trenching; pipe stringing, bending, and welding; lowering the pipeline into the trench;

backfilling the trench; hydrostatic testing; final tie-ins; commissioning; and ROW cleanup and

restoration (see Appendix A). Construction personnel will be limited to the areas required to conduct

these activities and will not be allowed off-ROW unless landowner permission is granted or emergency

conditions dictate it. 

3.2 CLEARING AND GRADING 

Following the completion of surveys, the construction ROW will be cleared of vegetation and debris to

the extent necessary to facilitate access for construction, operations, and maintenance of the pipeline. 

Before clearing and grading are conducted, landowner fences may be braced and cut according to

Dakota Access specifications as described in Section 8.7 and typical figures in Appendix A. At stream 

approaches, the contractor may leave an approximate 20‐foot buffer (typically from the Ordinary High 

Water Mark) of undisturbed herbaceous vegetation on all stream banks during initial clearing, except 

where grading is needed for bridge installation, or where restricted by applicable regulations and/or 

permit conditions (such as impaired waterways). 

A clearing crew will clear the work area of vegetation and obstacles (e.g., trees, logs, brush, rocks). 

Grading will be conducted where necessary to provide a reasonably level work surface for safe and 
10

efficient operation of equipment. In forested areas, stumps will be cut as close to the ground as

practical and left in place except over the trenchline or as necessary to create a safe work surface. 

Cleared vegetation and debris along the ROW will be disposed of in accordance with federal, state, and 

local regulations either by burning, chipping and spreading, or transportation to a disposal facility. 

3.3 TEMPORARY EROSION CONTROL 

Where necessary to contain disturbed soils and to minimize potential erosion and sedimentation, 

temporary erosion control devices (ECDs) will be installed and maintained throughout construction (see 

Appendix A). Vegetative buffers will be left where practical at all wetland and waterbody crossings to

limit the exposure and impact to these features, final clearing would take place immediately prior to

crossing the feature in advance. 

Temporary ECDs include, but are not limited to, slope breakers, sediment barriers (i.e., silt fence, straw 

bales, bio-logs, etc.), stormwater diversions, trench breakers, mulch, and temporary seeding of exposed 

soils (see Appendix A). The Contractor will maintain ECDs as required in Project construction documents 

and in compliance with all applicable permits. ECDs will typically be installed after initial clearing and 

selected grading activities, and will be replaced by permanent ECDs (if needed) as restoration is

completed. 

Temporary ECDs will be installed: 

• Across the entire construction ROW at the base of slopes greater than 5 percent where the base 

of the slope is less than 50 feet from tile line inlets, drainage ways, wetlands, and/or 

waterbodies until the area is revegetated or replaced with permanent control device(s); 

• At the outlet of a temporary slope breaker when vegetation is not enough to control erosion; 

• downslope of any stockpiled soil in the vicinity of waterbodies and wetlands; 

• For hydrostatic test water discharges, the water should be released directly into the silt fence/ 

or hay bale structures in conjunction with other approved velocity dissipating devices; 

• The base of sloped approaches to streams, wetlands, and roads; 

• The edge of the construction ROW as needed; and 

• Other areas as necessary to slow water leaving the site and prevent siltation of waterbodies and 

wetlands down slope or outside of the construction ROW. 

Adequate room will be available between the base of the slope and the sediment barrier to

accommodate ponding of water and sediment deposition. 

Temporary ECDs installed across the travel lane may be removed during active daytime construction; 

however, ECDs will be properly reinstalled after equipment passage, or activities in the area are 

completed for the day. Temporary ECDs that will be used during construction are further explained in

the following subsections. 
11

3.3.1 Temporary Stabilization 

Temporary stabilization measures will be initiated as soon as practicable in portions of the ROW where 

construction activities have temporarily or permanently ceased. Where the initiation of stabilization 

measures by the 14th day is precluded by weather, stabilization measures will be initiated as soon as

machinery is able to access the ROW. If activities will resume within 21 days from when the activities 

ceased in any given area, temporary stabilization measures are not required. 

In the event that construction is completed more than 30 days before the seeding season for perennial 

vegetation, areas adjacent to waterbodies will be mulched with 3 tons/acre of straw, or its equivalent, 

to a minimum of 100 feet on either side of the waterbody. A temporary seed mix or cover crop may be

applied when the native/preferred seed mix cannot be planted until the next growing season. 

Recommendations for cover crop seeding can be found in Section 9.3 of this plan. 

Temporary sediment barriers may be removed from an area when that area is successfully revegetated 

(i.e., if the right-of-way surface condition is similar to adjacent undisturbed lands) or it is replaced with a 

permanent sediment barrier. 

3.3.2 Erosion Control Blanket 

The appropriate class of erosion control blanket (e.g., jute matting, straw blankets with plastic netting, 

or curlex) may be installed in accordance with manufacturer recommendations and/or state 

Department of Transportation (DOT) specifications on slopes greater than 5 percent that would be

exposed over the winter and drain to surface waters (see Section 8.8). 

3.3.3 Mulch

Mulch (weed-free straw, wood fiber hydromulch, or a functional equivalent) will be applied to disturbed 

areas during restoration and seeding (except for actively cultivated land and wetlands) if requested by

the landowner or land managing agency, if specified by the applicable permits or licenses, or deemed 

appropriate by the contractor. Mulch is a suitable ECD in combination with other restoration techniques 

on: 

• Slopes greater than 5 percent;

• Dry, sandy areas that can blow or wash away (field decision).

Mulch will be free of noxious weeds as listed in applicable state laws. Sources will be approved by 

Dakota Access prior to purchase. 

When applied, mulch will be applied at a minimum rate of 2 tons per acre to cover at least 75 percent of

the ground surface. If mulch is to be applied before seeding, the rate shall be increased to 3 tons per 

acre on slopes within 100 feet of waterbodies and wetlands unless otherwise stipulated by permit 

conditions. Mulch may be uniformly distributed by a mechanical mulch blower or by hand. Mulch will 

be anchored/crimped using a mulch-anchoring tool, disc set in the straight position to minimize loss by

wind and water as site conditions allow or other acceptable means to achieve the desired cover. 

3.3.4 Cat Tracking

Cat tracking, also known as horizontal slope grading, may be implemented based on site conditions (e.g., 

sandy or silty soils) to reduce erosion potential. Cat tracking is achieved by driving a bulldozer vertically 
12

up and down the slope which results in the tracks being oriented horizontally; creating small speed 

bumps for water. 

3.3.5 Temporary Slope Breakers 

Temporary slope breakers will be installed diagonally across the ROW on slopes to control erosion by

shortening the slope length and reducing the velocity and concentration of runoff on the ROW (see 

Appendix A) . Temporary slope breakers may be constructed of materials such as soil (never topsoil), 

staked straw bales, sand bags or silt fence.

Temporary slope breakers may be installed on slopes greater than 5 percent where the base of the slope 

is less than 50 feet from waterbody, wetland, or road crossings at the following spacing or closer:

Table 3.3.5-1

Spacing of Slope Breakers

Slope (percent) Spacing (feet)

5 to 15 percent 300 feet

15 to 25 percent 200 feet

>30 percent 100 feet or as necessary

The outfall of each temporary slope breaker will be directed to a stable, well vegetated area or into an

energy-dissipating device at the end of the slope breaker and off the construction ROW. The outfall of

each temporary slope breaker will be positioned so as to prevent sediment discharge into wetlands,

waterbodies or other sensitive resources. Temporary slope breakers will be inspected on a weekly basis

in areas of active construction; on a bi-weekly basis in areas with no active construction or within 24

hours of each 0.5-inch or greater rainfall.

3.3.6 Sediment Barriers 

Sediment barriers are intended to stop the flow of sediments and to prevent the deposition of

sediments into sensitive resources. Barriers may be constructed of materials such as silt fence, staked

straw bales, l o g s , compacted earth (i.e., drivable berms), sand bags or other appropriate materials

(see Appendix A). Where silt fence is used, J-hooks will be installed at outlets.

At a minimum, temporary sediment barriers will be installed across the entire construction ROW at

the base of slopes greater than 5 percent where the base of the slope is less than 50 feet from a

waterbody, wetland, or road crossing until construction is complete. Adequate room will be left

between the base of the slope and the sediment barrier to accommodate ponding of water and

sediment deposition.

Where wetlands or waterbodies are adjacent to and downslope of construction work areas, sediment

barriers may be installed along the edge of the right-of-way at these areas to prevent sediment flow

into the wetland or waterbody. In travel lanes, drivable berms may be installed rather than removable

sediment barriers such as straw bales.
13

3.4 TOPSOIL REMOVAL AND STORAGE 

Upland areas where topsoil will be stripped include cropland, hay fields, certain pasture lands, selected 

areas of sensitive native range, residential areas and/or other areas specified in Project plans, 

commitments and/or permits. Topsoil will not be used to construct trench breakers, temporary slope 

breakers, to improve or maintain roads, or to pad the pipe. Gaps will be left and ECDs installed where 

stockpiled topsoil and spoil piles intersect with water conveyances (i.e., ditches, swales and waterways) 

to maintain natural drainage. 

3.4.1 Topsoil Stripping Procedures 

Dakota Access will perform topsoil segregation in accordance with landowner agreements and agency

conditions. Up to 12-inches of topsoil will be stripped from the trench and spoil area or from across the

full construction ROW (see Appendix A). Topsoil will be stored in a manner to avoid mixing with

excavated subsoil.

3.5 PIPE STRINGING, BENDING, AND WELDING

Generally, sections of coated pipe (also referred to as joints) up to 80-feet long will be transported over 

public road networks and authorized private access roads to the ROW by truck and placed or “strung”

along the trench line. Pipe is generally placed on wooden skids to keep the pipe off the ground and

facilitate welding.

After the pipe sections are strung along the ROW and before they are joined together, individual 

sections of the pipe will be bent where necessary to allow for uniform fit of the pipeline with the varying 

contours of the bottom of the trench. Typically, a track-mounted, hydraulic pipe-bending machine will 

tailor the shape of the pipe to conform to the contours of the terrain. Where direction changes require 

bends greater than what can be properly bent in the field, a factory made “induction bend” will be used. 

After the pipe sections are bent, they will be welded together into long sections and placed on wooden 

support skids. 

3.6 TRENCHING 

Trenching involves excavation of a ditch for pipeline placement and is accomplished through the use of a 

trenching machine, backhoe, or similar equipment. Trenching would occur after necessary clearing and 

grading, with applicable ECD’s installed. Trench spoil will be deposited along the trench within the

construction work areas with topsoil segregation utilized where necessary (see the typical ROW

construction drawings in Appendix A). Gaps will be left between the soil piles to facilitate natural

drainage patterns and to prevent stormwater runoff from backing up or flooding adjacent areas.

Generally, the trench will be excavated to a sufficient depth to allow for a minimum of 3 feet of cover 

over the pipe as required by federal laws, regulations and industry best practices. Typically the bottom 

width of the trench will be cut at least 12 inches wider than the width of the pipe. The width at the top 

of the trench will vary to allow the side slopes to be adapted to local conditions at the time of

construction for safety and compliance. 

3.6.1 Open Trench Wildlife and Livestock Mitigation

Trench plugs will be installed at visible wildlife game trails as identified by an EI or wildlife agency

and livestock watering trails as identified by landowner that intersect the trench line to allow cattle and

wildlife to cross the trench. Gaps will be left in spoil and topsoil stockpiles at all trench plugs to permit

unimpeded movement of wildlife and livestock. Suitable ramps will be installed from the bottom of
14

trench to the top with a minimum of 5-foot wide open path across the trench plug. A corresponding

gap in the welded pipe string will be left at each trench plug.

3.6.2 Trench Breakers 

Trench breakers are intended to slow the flow of subsurface water along the trench. Trench

breakers may be constructed of materials such as sand bags or polyurethane foam. Topsoil will not be

used to construct a trench breaker. A typical figure showing trench breaker installation is provided in

Appendix A.

Trench breaker locations will generally coincide with slope breakers as discussed in Sections 3.3.5 and 

3.11.1. At a minimum, a trench breaker will be installed at the base of slopes greater than 5 percent 

where the base of the slope is less than 50 feet from a waterbody or wetland and where needed to

avoid draining a waterbody or wetland.

3.6.3 Shallow to Bedrock Conditions 

When shallow bedrock conditions are encountered, topsoil and unconsolidated subsoil will be stripped 

and stored on the ROW as separate lifts from the underlying paralithic bedrock. Mechanical rippers will 

be used to fracture rock prior to excavation. Rock will be stockpiled along the edge of the 

construction ROW and either used during reclamation or disposed of off-site. Rock will not be

permanently windrowed along the edge of the construction work area, unless specifically requested by

the landowner to keep the rock.

3.7 TRENCH DEWATERING, LOWERING-IN, AND BACKFILLING

When water accumulates in the trench (via groundwater infiltration or precipitation), it will be

dewatered using pump(s) or well pointing. The water will be discharged to an upland area, utilizing the 

appropriate sediment filtration/energy dissipation device, within or adjacent to the approved workspace 

(see Appendix A). Dewatering devices will typically be located on the edge of the construction ROW as

detailed in Dakota Access’ Storm Water Pollution Prevention Plan (SWPPP). Prior to lowering-in, the

trench will be visually inspected to ensure that it is free of rock and other debris that could damage the

pipe or coating.

Once the trench is ready to receive the pipe, completed sections of pipe will be lifted off the temporary 

supports by side boom tractors or similar equipment and placed into the trench. Tie-in welding and 

inspection will occur within the trench to join the newly lowered-in sections with the previously installed 

sections of pipe. 

In rocky areas, padding material such as finer grain sand, soil, or gravel will be placed in the bottom of

the trench to protect the pipeline. No topsoil will be used as padding material. The pipeline may also be

wrapped in a rock shield, which is typically made of fabric or screen. 

Prior to backfilling, permanent trench breakers will be installed where necessary to minimize the 

potential for water movement down the ditch and potential subsequent erosion (see Section 3.6.2). 

Excavated soils will be replaced in the opposite order it was removed and returned to the horizon in

which they originally occurred. First, subsoil will be returned to the trenched area, then topsoil will be

replaced. Excess rock will be removed in accordance with Section 3.11.2 below. Areas with compacted 

subsoils may require decompaction measures prior to the replacement of topsoil as described in Section 

3.10. Soil may be mounded over the trench in upland areas, establishing a thin crown to compensate 

for normal soil settling. 
15

3.8 HYDROSTATIC TESTING 

After backfilling, the pipeline will be hydrostatically tested to ensure the integrity of the line. The 

pipeline will be broken into test segments based on final design, water availability, permitting

requirements, and terrain. Water for hydrostatic testing will likely be obtained from a combination of

groundwater and surface water sources in accordance with all applicable regulations and permit

conditions. Internal test pressures will be tested at a pressure 25 percent greater than the maximum

operating pressure for a minimum of 8 hours. If leaks are found, the leaks will be repaired and the pipe

retested until the test is successful.

Following testing, the hydrostatic test water will be discharged to well vegetated, stable, upland areas

utilizing the appropriate energy dissipating devices along the construction ROW.

Details related to hydrostatic testing including test segments, water requirements, withdrawal and 

discharge locations, aquatic mitigation techniques used during withdrawal, and discharge mitigation

techniques will be conducted in accordance with applicable regulations, permits, and authorizations.

3.9 FINAL TIE-INS, COMMISSIONING, AND MARKERS

Following successful hydrostatic testing, test manifolds will be removed and the final pipeline tie-ins will

be made. After final tie-ins are complete, the tie-in welds are inspected, and the line is sufficiently

dried, pipeline commissioning will commence. Commissioning involves activities to verify that

equipment is properly installed and working, the controls and communications systems are

functional, and that the pipeline is ready for service. Finally, the pipeline is prepared for service by

purging the line of air and loading the line with product.

Markers showing the location of the pipeline will be installed at all public road crossings in order to

identify the owner of the pipeline and convey emergency information in accordance with applicable

governmental regulations. Additional markers may be installed on fence lines and other areas to

facilitate line of sight of the pipeline. Aerial markers providing information and guidance to aerial patrol

pilots may also be installed.

3.10 SOIL DECOMPACTION 

Both topsoil and subsoil may be decompacted. Soils that have received substantial construction traffic 

may be tested at the conclusion of construction activities in disturbed areas using penetrometers or

other appropriate devices. Similar soil types under similar moisture conditions may be examined in

disturbed areas and in undisturbed, off-ROW areas to evaluate compaction on the ROW. 

Areas with compacted subsoils (where subsurface rock does not interfere with ripping) may be scarified or

ripped to a depth up to 18 inches in lands used for crop production and to a depth up to 12 inches in

other agricultural lands using rippers, chisel plow, para-plow, or other similar tillage equipment until the

soil density is comparable to adjacent areas off the construction ROW. If ripped, the ripper shanks will

be set apart 12 to 18 inches. Topsoil will be replaced after decompaction is completed. Sandy soils will

not be scarified. Topsoils exhibiting compaction will be decompacted with a harrow plow or other deep

tillage equipment prior to seeding and mulching, as needed.

3.11 CLEANUP AND ROUGH/FINAL GRADING 

Construction debris on the ROW will be disposed of at off-site facilities. Subsequent to backfill, the

construction ROW will be rough graded, or generally returned to approximate elevations. All work

areas will be graded and restored to preconstruction contours. During cleanup, a travel lane may be
16

temporarily left open to allow access by construction traffic. Interim ECDs will be inspected and

maintained during this period. When access is no longer required, the travel lane will be removed and

the ROW restored. Access to the newly created ROW may be restricted from unauthorized vehicles at

public access points by installing gates, boulders, or other barriers.

3.11.1 Permanent Slope Breakers

Permanent slope breakers are intended to reduce runoff velocity, divert water off the construction

ROW, and prevent sediment deposition into non-affected areas and sensitive resources. Permanent

slope breakers are typically constructed of materials such as soil, sand bags, or a functional equivalent. 

With landowner permission, slope breakers may extend slightly (about 4 feet) beyond the edge of

the construction ROW to effectively drain water off the disturbed area. Spacing for permanent slope

breakers are typically the same as those for temporary slope breakers described in Section 3.3.5,

however, land use and landowner specifications may alter the configuration and spacing. Slope breaker

spacing may also be modified to correspond with slope breakers from adjacent facilities (see Appendix

A). In the absence of stable, adjacent areas, energy-dissipating devices will be constructed at the end

of the breaker.

3.11.2 Stone removal 

In cultivated or rotated cropland and managed pasture, stones equal to or larger than 4 inches in

diameter will be removed from the upper 12 inches of topsoil or as specified in permit conditions, 

contract documents, or landowner agreements. After the topsoil is replaced, stone removal efforts will 

cease when the size and density of stones on the construction ROW are similar to undisturbed areas 

adjacent to the construction ROW as necessary. Excess rock will be piled in upland areas where 

obtained in accordance with landowner specifications, or will be hauled off-site to an approved site. 

3.11.3 Repair of Damaged Conservation Practices 

The Contractor will restore all soil conservation practices (e.g., terraces, grassed waterways, etc.) that 

are damaged by the pipeline construction to preconstruction conditions. 

3.11.4 Restoration of Pre-construction Contours 

Final grading will be completed within approximately 10 to 20 days of construction completion 

(including the installation of permanent erosion control measures in the areas of steep slopes) weather 

permitting. The construction ROW will be restored to its pre-construction conditions as practical. In

upland areas, a thin crown will be graded over the trench to account for expected settling of trench 

backfill. Should uneven settling or documented surface drainage problems occur following the 

completion of pipeline construction and restoration, the appropriate steps will be taken to remedy the 

issue. 
17

4.0 ROAD, HIGHWAY, RAILROAD, FOREIGN UTILITY CROSSINGS

Construction across public roads, highways, and railroads will be in accordance with the requirements

of road and railroad crossing permits and approvals. Major paved roads, highways and railroads

generally will be crossed by bores or horizontal directional drilling (HDD) completed beneath the road or

railroad (see Appendix A). HDD methods are described in Section 5.7 below. Boring requires the

excavation of a pit on each side of the feature, the placement of boring equipment in the pit, then

boring a hole under the road at least equal to the diameter of the pipe. Once the hole is bored, the pipe

will be pulled through the borehole. There will be little or no disruption to traffic at road, highway or

railroad crossings that are bored or HDD’d.

Most smaller, unpaved roads and driveways may be crossed using the open-cut method where 

permitted by local authorities or private owners. The open-cut method will require temporary 

closure of the road to traffic and establishment of detours. If no reasonable detour is feasible, at least

one lane of the road being crossed will be kept open to traffic, except during brief periods when it is

essential to close the road to install the pipeline. Most open-cut road crossings will be completed

and the road resurfaced in a few days. Measures such as posting signs at open-cut road crossings and

utilizing flagmen to ensure safety and minimize traffic disruptions will be taken.

Coordination activities with the North Dakota Department of Transportation and counties crossed by

the pipeline route are being conducted to obtain permits and develop road mitigation measures that

might be necessary for construction and post-construction of the project. 

Foreign pipeline and utility infrastructure crossings will meet or exceed industry standard engineering

practices and be done in coordination with the owner of the utility. Generally, a one to two foot

separation between foreign utilities will be kept.
18

5.0 WATERBODY CROSSINGS

5.1 NOTIFICATION 

Applicable notifications will be made for waterbody crossings to entities including potable water intake 

authorities as required by local laws and/or regulatory agencies as required by permit. 

5.2 INSTALLATION 

The majority of the perennial waterbodies will be crossed using the open-cut, flume, or dam and pump 

method depending on conditions at time of construction (see Appendix A). The HDD method will be

used to cross larger waterbodies and in other areas where conventional installation is not idea due to

conditions such as topography, saturation or proximity to other sensitive features. All waterbody crossings 

will be conducted according to the requirements of waterbody crossing permits.

Many small waterbodies crossed by the Project have ephemeral to intermittent flows. If these

waterbodies are dry when crossed, Dakota Access will use conventional upland cross-country

construction techniques. If the waterbodies are flowing when crossed, the open-cut, flume, or dam

and pump methods, described below will be used. All construction activities in waterbodies will be

expedited to the extent practicable to minimize impacts.

There will be no refueling of equipment, storage of fuel, lubricants or hazardous materials within 100 

feet of a waterbody unless no reasonable alternative exists and additional containment measures are 

implemented.

5.2.1 Additional Temporary Workspace 

ATWS areas may be required on both sides of waterbody crossings to stage construction, fabricate pipe,

and/or stockpile soils. These ATWS areas will generally be located at least 20 feet away from the

water’s edge.

5.3 BRIDGES 

During the clearing and grading efforts, temporary bridges may be installed across waterbodies to allow

construction equipment to cross. Bridges will be designed to withstand the expected flow of a given

waterbody. Construction equipment will be required to use the bridges, except for clearing crews

which will be allowed one pass through a waterbody before the bridges can be installed. Bridges will

be removed as soon as practical after restoration.

Equipment bridges will consist of one of the following: clean rock placed over flume pipes, prefabricated

construction mats, rail flat cars placed over the waterbody with or without a culvert, or flexi-float or

other temporary bridging deemed appropriate for site conditions (see Appendix A). In addition, ECDs

will be installed along the edges of the equipment bridges to prevent sediment from entering the

waterbody being crossed.

5.4 OPEN CUT CROSSING METHOD

For open-cut crossings, clearing adjacent to waterbodies will involve the removal of trees and brush

from the construction ROW and ATWS areas. Woody vegetation within the construction ROW will be

cut at ground level and cleared to the edge of the waterbody. Sediment barriers will be installed at the

top of the streambank if no herbaceous strip exists. Initial grading of the herbaceous strip will be limited

to the extent needed to create a safe approach to the waterbody and to install a bridge.
19

During clearing, sediment barriers will be installed and maintained across the ROW adjacent to a

waterbody and within ATWS areas to minimize the potential for sediment runoff (see Appendix A).

Silt fence and/or straw bales located across the working side of the ROW will be removed during the

day when vehicle traffic is present and will be replaced each night. Alternatively, drivable berms may

be installed and maintained across the ROW in lieu of silt fence and/orstraw bales.

Once the trench is excavated, the prefabricated segment of pipe will be installed in the trench. Most

pipe installed under a waterbody will be coated with concrete or equipped with set-on weights to

provide negative buoyancy.

5.4.1 Sediment Control 

As stated in Section 3.3, ECDs will be installed and maintained throughout construction where necessary 

to contain disturbed soils during clearing and grading, and to minimize potential erosion and 

sedimentation. Vegetative buffers will be left where practical at all wetland and waterbody crossings to

limit the exposure and impact to these features, final clearing would take place immediately prior to

crossing the feature in advance. 

ECDs will be properly installed along the banks of waterbodies. Sediment control devices will be

maintained until revegetation of adjacent areas is considered successful or the area is stabilized.

Permanent diversion berms may be constructed at the base of slopes near waterbodies, unless

otherwise specified by the landowner or land-managing agency.

5.4.2 Trench Plugs 

Earthen trench plugs will generally be left in place on both banks of the waterbody until immediately

before pipe installation. This will separate the waterbody trench from the upland trench to prevent

water from being diverted into the upland portions of the pipeline trench and to prevent the

accumulation of sediment laden water from flowing into the waterbody.

5.4.3 Pipeline Burial Depth 

The pipeline will be installed at a depth below the bed of waterbodies consistent with DOT pipeline

design and operating code as set forth in 49 CFR, PART 195-TRANSPORTATION OF HAZARDOUS

LIQUIDS BY PIPELINE, to prevent exposure of the pipeline and maintain the integrity of the system in

event of a flash flood.

5.4.4 Backfill Material 

Excavated native streambed spoil will be used for trench backfill in waterbodies, unless expressly

permitted or conditioned otherwise by the respective regulatory agency. Backfilling will begin as soon

as practical after installation of the pipe.

5.4.5 Streambed and Bank Stabilization 

Original channel configurations will be reestablished, and the banks replaced, compacted, and restored

to the original condition. Banks may be graded to a more stable configuration if eroding or unstable

conditions were present prior to construction.

To provide additional erosion control, erosion control fabrics (e.g., jute matting, straw blankets with

plastic netting, or curlex) will be used on the banks of washes and waterbodies where steep slopes are

present and as warranted in other locations.
20

The banks of perennial streams will be seeded with mixes listed in Section 9.5 or according to

landowner agreements. Dry wash bottoms will not be seeded. If required, temporary fences will be

installed at the edges of waterbodies to prevent grazing cattle from disturbing the area before a mature

vegetative cover is established and the banks stabilized.

5.5 FLUME CROSSING METHOD

The flume crossing method will involve diverting the flow of water across the trenching area through 

one or more flume pipes placed in the waterbody (see Appendix A). The first step in the flume crossing 

method will involve placing a sufficient number of adequately sized flume pipes in the waterbody to

accommodate the anticipated flow during construction. After placing the flume pipes in the waterbody, 

sand or pea gravel bags, water bladders, or metal wing deflectors will be placed in the waterbody 

upstream and downstream of the proposed trench to dam the stream in order to seal the waterbody 

and divert the water flow through the flume pipes, thereby isolating the water flow from the 

construction area between the dams. Leakage from the dams, or subsurface flow from below the 

waterbody bed, may cause water to accumulate in the isolated area. As water accumulates in this area, 

it may be periodically pumped out and discharged into upland areas away from the water’s edge.

Trackhoes located on the bank(s) of the waterbody will excavate a trench under the flume pipe in the

dewatered streambed. Spoil excavated from the waterbody trench will be placed or stored a minimum

of 10 feet from the edge of the waterbody, or in accordance with applicable permit conditions. Once

the trench is excavated, the pipe will be installed beneath the flume pipes. The trench will then be

backfilled with the native spoil and banks stabilized before removing the dams and flume pipes and

returning flow to the waterbody channel.

5.6 DAM AND PUMP CROSSING METHOD

The dam and pump crossing method i s a n alternative to the flume crossing method where 

pumps and hoses will be used instead of flumes to move water around the construction work area (see

Appendix A). The technique involves damming the waterbody with sandbags, steel plates, water

bladders or the like upstream and downstream of the trench area. Pumps will be set up at the

upstream dam with the discharge line routed across the ROW, discharging water immediately

downstream of the downstream dam. The intake will be screened to prevent entrainment of aquatic

species, and suspended in the water column to reduce uptake of sediment and the benthic community.

Water flow will be maintained through all but a short reach of the waterbody at the actual crossing. 

The pipeline will be installed in the isolated area between the dams at least 5 feet below the

streambed. After backfilling, the dams will be removed and the banks restored and stabilized.

5.7 TRENCHLESS INSTALLATION (BORE OR HORIZONTAL DIRECTIONAL DRILL) 

Trenchless installation is utilized to avoid direct impacts to sensitive features, provide efficient and safe 

installation across major waterbodies, and is used in areas where topography, soils, or other constraints 

deem conventional techniques unsuitable. A bore beneath a waterbody is the same as a bore for 

crossing of features discussed above in Section 4.0. Geotechnical surveys, including bores, are 

completed during the design phase to evaluate the success potential of an HDD at each particular 

location. 

An HDD requires a drill rig to be set up on one side to drill a small-diameter pilot hole from one side of the

crossing (entry side) to the other (exit side). Drilling will be achieved using a powered drill bit. The

drilling fluid, commonly referred to as mud, will be a mixture of water and bentonite (a naturally

occurring clay mineral), which will be pumped into the drill hole through the drill pipe during the drilling

process. The pressure of the drilling mud will transmit hydraulic power through the drill bit, transport
21

cuttings to the surface, lubricate the drill bit and stabilize the drill hole. Water, the main ingredient of

drilling mud, will be obtained from the waterbody during drilling or will be trucked in from another

source. Water use permits will be obtained prior to uptake if applicable. Small pits will be dug at or near

the entry and exit holes to temporarily store the mud and cuttings. The mud and cuttings will be

pumped from the temporary storage and properly disposed.

As drilling the pilot hole progresses, segments of drill pipe will be inserted into the pilot hole to 

extend the length of the drill across and under the waterbody. The drill bit will be steered and

monitored throughout the process to maintain the designated path of the pilot hole. Once the pilot

hole is complete, a larger reaming tool will be attached to the end of the drill pipe on the exit side of

the hole. The reamer will then be drawn back through the pilot hole to the drill rig (entry side). Drill

pipe sections will be added to the rear of the reamer as it progresses toward the rig, thereby

allowing a string of drill pipe to remain in the hole at all times. Typically, several passes of

consecutively larger reaming tools are required before the hole will be of sufficient size.

The pipeline segment to be installed beneath the waterbody will be fabricated into one section on

the ROW on the exit side of the crossing. The pipe segment will be radiographically inspected and/or 

hydrostatically tested prior to installation. After the hole is completed, the pipeline segment will be

attached to the drill pipe on the exit side of the hole and pulled back through the drill hole toward the 

drill rig. 

Once the pipeline is installed, excess drilling mud will be collected and disposed of in accordance with 

applicable regulations. If water will be left over from the drilling process, it will be discharged into a

well-vegetated upland area utilizing the appropriate energy dissipation/sediment filtration device,

such as a geotextile filter bag or straw bale dewatering structure at the site.

Ideally, the HDD process involves no disturbance to the bed or bank of the waterbody being crossed.

However, if a natural fracture or void in the ground is encountered, an unexpected release of drilling

mud could occur. Unconsolidated gravel, coarse sand, and fractured bedrock present paths that can

run laterally or vertically and allow the flow of drilling mud. If drilling mud moves laterally, the release

may not be evident on the ground whereas a flow path extending vertically from the drill hole to the

surface may be. The volume of mud released will be dependent on a number of factors, including the

size of the fault, the permeability of the geologic material, the viscosity of the drilling mud, and the

pressure of the hydraulic drilling system.

Releases to surface generally occur above or near the drill path. In the event drilling mud is released

on surface, including within a wetland, it could be immediately contained with straw bales, silt fence, or

berms. A small pit may be dug at the release site to contain its spread, and a pump be used to transfer

the drilling mud from the pit and into a containment vessel.

A drilling mud release to a waterbody could be more difficult to contain because mud may be quickly

dispersed into the water and carried downstream. In the event of a release to a waterbody, an

attempt may be made to plug the fault by lowering the drilling pressure and thickening the drilling

mud with additional bentonite, or other non-hazardous materials that are compatible with the drill

equipment being used. In-stream sediment barriers such as silt screens or small coffer dam type

structures may be deployed to minimize impacts and facilitate remediation.
22

The Horizontal Directional Drilling Contingency Plan which has been developed for the Project will

describe the prevention, detection, monitoring, notification and corrective action procedures in the 

event of an inadvertent release of drilling fluid.

In most cases, horizontal directional drilling can be completed in spite of an inadvertent drilling mud 

release. However, in rare situations, an HDD may be unsuccessful and the waterbody may not be able 

to be crossed using this method. The presence of outwash interspersed with boulders and cobbles, 

fractured bedrock, or non-cohesive coarse sands and gravels increase the likelihood an HDD may fail due 

to refusal of the drill bit or collapse of the bore hole in non-cohesive, unstable substrate. 
23

6.0 WETLAND CROSSINGS

The method of pipeline construction in wetlands will depend largely on the stability of the soils at the

time of construction. If wetland soils are not excessively saturated at the time of construction and can

support construction equipment on equipment mats, timber riprap, or straw mats, construction will

occur in a manner similar to conventional upland cross-country construction techniques. Several

modifications and limitations to conventional upland construction procedures can be

implemented during wetland construction to reduce the impacts to wetland hydrology and soil

structure, ensure the integrity of the pipeline within the feature, and also to facilitate restoration.

In emergent non-saturated wetland areas, the construction ROW width may be reduced to 100 feet; in

saturated, forested, and scrub shrub wetlands, or other sensitive areas as prescribed in permits or

consultations, the construction workspace may be reduced to 85 feet. ATWS areas will be required on

both sides of wetlands to stage construction, fabricate the pipeline, and store materials. ATWS areas

will typically be located in upland areas a minimum of 30 feet from the wetland edge.

Construction equipment working in wetlands will be limited to that essential for proper installation. In

areas where there is no reasonable access to the ROW except through wetlands, non-essential

equipment will be allowed to travel along the prescribed travel path across wetlands. The refueling

of equipment, storage of fuel, lubricants or hazardous materials within 100 feet of a wetland in not to be

conducted unless no reasonable alternative exists and additional containment measures are

implemented. 

Clearing of vegetation in wetlands will be limited to trees and shrubs, which will be cut flush with the

surface of the ground and removed from the wetland. Generally stump removal, grading, topsoil

segregation, and excavation will be limited to the area immediately over the trenchline. Stump

removal and grading may be conducted in other areas if dictated by safety-related concerns. In

unsaturated wetlands, topsoil from the trenchline and spoil pile area will be stripped and stored

separately from subsoil. Topsoil segregation is generally not feasible in saturated soils.

ECDs such as silt fence and staked straw bales will be installed and maintained as necessary to minimize 

the potential for sediment runoff into wetlands as discussed in Section 3.3. Sediment barriers will be

installed across the full width of the construction ROW at the base of slopes adjacent to wetland

boundaries. Silt fence and/or straw bales installed across the working side of the ROW may be

removed during active construction but will be replaced after each pass or at the end of the working

day. Alternatively, drivable berms may be installed and maintained across the ROW. Sediment

barriers will also be installed within wetlands along the edge of the ROW, where necessary, to

minimize the potential for sediment to run off the construction ROW and into wetland areas outside

the work area. If trench dewatering is necessary in wetlands, silt-laden trench water will be discharged

into an energy dissipation/sediment filtration device, such as a geotextile filter bag or straw bale

structure, to minimize the potential for erosion and sedimentation.

Where wetland soils are saturated and/or inundated, the pipeline may be installed using the pushpull technique. The push-pull technique will involve stringing and welding the pipeline outside of the

wetland and excavating and backfilling the trench using a backhoe supported by equipment mats or

timber riprap. The prefabricated pipeline will be installed in the wetland by equipping it with buoys

and pushing or pulling it across the water-filled trench. After the pipeline is floated into place, the floats

will be removed and the pipeline will sink into place. Most pipe installed in wetlands will be coated
24

with concrete or equipped with set-on weights to provide negative buoyancy. Additionally, trench plugs

are often installed at the entry and exit points of the feature to facilitate restoration of the subsurface

hydrology and prevent the pipeline trench from inadvertently draining the feature.

Because little or no grading will occur in wetlands, restoration of contours will be accomplished during

backfilling. Prior to backfilling, trench breakers will be installed where necessary to prevent subsurface

drainage of water from wetlands. In areas where topsoil has been segregated from subsoil, the subsoil

will be backfilled first, followed by the topsoil. Construction in wetlands under wet conditions may

require use of equipment mats, timber riprap, gravel fill, geotextile fabric, and/or straw mats which will

be removed following backfilling.

Where wetlands are located at the base of slopes, permanent slope breakers will be constructed across

the ROW in upland areas adjacent to the wetland boundary. Temporary sediment barriers will be

installed where necessary until revegetation of adjacent upland areas is successful. Once revegetation

is successful,sediment barriers will be removed from the ROW and disposed of properly.

In wetlands where no standing water is present, the construction ROW will be seeded utilizing the seed

mixes located in Section 9.5 or be allowed to revegetate naturally based on site condition. Lime,

mulch, and fertilizer will not be used in wetlands.
25

7.0 ABOVE GROUND FACILITY CONSTRUCTION 

7.1 TANK TERMINALS AND PUMP STATIONS 

Six tank terminal sites and associated infrastructure are planned for the Project. Details are in the North 

Dakota Public Service Commission Application. The sites are variably sized from 20 to 50 acres and will 

consist of the following infrastructure. 

• Two to three 100,000 to 200,000 barrel storage tanks; 

• Three to 5 client shipper receiving traps; 

• Three to six booster and mainline pumps; 

• Two main pipeline meter skids; and 

• One each main pipeline receiver and launcher traps. 

Construction activities at each of the tank terminal facilities will be similar and include a standard 

sequence of activities. These include clearing and grading, installing foundations, undergrounds, and 

control buildings and associated facilities. 

7.1.1 Clearing and Grading 

Sites will be cleared of vegetation and graded as necessary to create a level surface for the movement

of construction vehicles and to prepare the area for foundations. ECDs will be installed to minimize

the potential for erosion. Topsoil may be stripped and segregated from areas that are likely to be used

for non-industrial purposes following completion of construction. Reserve soil stored on site will be

seeded with a temporary cover crop as described in Section 9.3 to minimize the potential for erosion

and sedimentation from these areas.

7.1.2 Foundations 

Soils will be excavated as needed for the foundations of buildings, tanks, pumps, traps, and associated 

infrastructure. Forms will be set, rebar installed, and concrete poured and cured in accordance with 

applicable standards. Concrete pours will be randomly sampled to verify compliance with minimum 

strength requirements. Backfill will be compacted in place; excess topsoil and subsoil may be later used 

onsite for final grading and landscaping or hauled offsite. 

7.1.3 Building Design and Construction 

Building construction will begin after concrete foundations are completed. Typically, the steel frame of

the building is erected, followed by the installation of the roof, exterior casing, insulation, and interior 

casing. The air inlet and exhaust facilities are then added. Cut-outs for protrusions through the siding 

(such as inlet and exhaust vents) will be flashed to ensure that the building will be weather-tight. The 

buildings may be acoustically insulated per design specifications. Aboveground storage tanks will be

installed within diked areas or secondary containment in accordance with regulations and operational 

standards. Each Tank Terminal may include one or more prefabricated buildings, which will be set on the

completed foundation(s).
26

To the extent compatible with Good Engineering Practice, the station buildings will be architecturally

designed (form) and painted (color) to be compatible with landscapes in the areas in which they are

located. Additionally, the appropriate agencies will be consulted to determine if additional

aboveground facilities will require specific measures to enhance visual quality.

7.1.4 Pressure Testing 

High pressure piping in the tank terminal facilities will be hydrostatically tested with pressurized

water in the piping to ensure the piping is free from leaks and capable of withstanding the operating

pressure for which it is designed. Internal test pressures and durations will be in accordance with local,

state and Federal requirements, company standards, and applicable permits. Hydrostatic test water

appropriation and discharge will be conducted with applicable permits.

7.1.5 Commissioning 

Commissioning is performed prior to placing the site in service. Commissioning involves activities to

verify that all equipment is properly installed and working; the controls, safety devised, and

communications systems are functional; and all associated infrastructure is ready for service.

7.1.6 Final Grading and Landscaping 

During startup and testing, or as soon as weather permits thereafter, the tank terminal sites will be

final graded and landscaped. If construction extends into the winter, landscaping (if any) may be

postponed until the following spring or early summer.

A permanent security fence will be installed around the Tank Terminal sites. Tank terminal access roads

also will be final graded. Parking areas for vehicles will similarly be paved or graveled. Because each of

the Tank Terminal sites are located in remote, undeveloped areas and/or adjacent to existing

commercial/industrial facilities, the station buildings will be designed to be consistent with the

character of the surrounding land uses (to the extent possible).

7.1.7 Infrastructure Facilities 

The Tank Terminals will operate on locally-purchased power, and will be fully automated for 

unmanned operation. The power will be utilizing nearby high voltage transmission lines and install a 

transformer to reduce the voltage to provide 4,160V power. This 4,160V power will be for the motors

that drive the pumps. A second transformer will be installed to reduce the transmission line voltage to

provide 480V power for other pump station equipment.

7.1.8 Erosion Control, Revegetation, and Maintenance Procedures 

During the construction of the tank sites, all applicable state and local permits will be adhered to, as

well as site-specific measures developed in consultation with land managing agencies. ECDs will be

properly maintained throughout construction and reinstalled as necessary until stabilization is achieved.

Areas that are not used for industrial purposes may be restored and reseeded in accordance with

Section 9.0.

7.2 MAINLINE VALVES AND LAUNCHERS/RECEIVERS 

As part of construction of the pipeline, valves will be installed in accordance with the DOT’s Title 49 CFR

Part 195.260. Valve construction will include clearing and grading, installing underground piping, testing

the piping, testing the control equipment, cleaning up the work area, graveling the site, and fencing the

facilities. Valve construction will generally be concurrent with the construction of the pipeline. Upon
27

completion, the disturbed area will be stabilized with gravel within a chain-link or barbed wire security 

fence. 
28

8.0 SPECIAL PIPELINE CONSTRUCTION PROCEDURES 

In addition to standard pipeline construction methods, special construction techniques will be used

where warranted by site-specific conditions.

8.1 TRIPLE DITCH METHODS

Alternate soil handling-procedures may be necessary in areas where standard two-lift pipeline soil 

handling procedures may result in mixing of dramatically different subsoil and topsoil layers and thereby 

reducing soil productivity. In these areas, the topsoil (i.e., the “first lift”) would be salvaged at a 

minimum over the trench according to the depth determined during pre-construction surveys. The 

“second-lift” material (generally B-horizon material that is non-saline and/or has significantly less coarse

fragment than the subsoil) would then be salvaged and windrowed next to the salvaged topsoil. The

trench spoil material (the “third lift”) that would be saline or have a large volume of coarse fragments

would then be placed adjacent to the second-lift material. Following construction, the soils would be

replaced in the opposite order of extraction and would be feathered across the proposed Project route

area.

8.2 DIFFICULT SOILS 

To promote the optimum regrowth potential for areas with difficult soils, a detailed analysis of soils 

along the pipeline route was conducted to assess areas which contain shallow soils, saline/sodic soils, 

droughty soils, highly erodible soils, and those with a high potential for flooding. Slope,

geomorphologic features, and vegetative cover were also accounted for U.S. Department of Agriculture

Natural Resources Conservation Service county field office and North Dakota State University Soils

Laboratory personnel’s knowledge of problem areas based on adjacent project ROW or other factors

were used to produce recommendations for site-specific mitigation and seed mixes which are best

suited to produce a stable ROW and maximize regrowth potential.

8.2.1 Shallow Soils and Steep Soils 

On steep slopes, shallow soils can be extremely erosive having limited root depths and water storage

capacity. These areas are referred to as shallow bedrock, and bedrock outcrop areas. Special site

treatment during construction will allow the best chance of successful post-construction restoration. A

combination of previously detailed measures will be utilized in these areas. These measures could

consist of installation of erosion control blankets, maintaining topsoil through stripping/segregation, and

hydroseeding, in addition to normal best management practices on slopes.

8.2.2 Salinity/Sodicity 

Saline soils are the result of accumulated soluble salts in concentrations that can prevent plants

from taking water and therefore severely limit germination potential. Sodic soils are the result of

accumulated sodium which crusts at the ground surface. Plant germination and the potential for root

penetration is typically greatly reduced in these areas. In many areas these soils are found together and

are therefore discussed together in this plan. Depending on conditions, these soils may require that the

non-saline topsoil, non-saline subsoils, and saline subsoil and/or rock be kept separate. This

determination will be made prior to construction based on a soil salinity map prepared from the

SSURGO2 digital Soil Survey. Soil amendments or topsoil supplementation will be evaluated on a case by

case basis in these areas to ensure successful revegetation.
29

8.2.3 Droughty Soils and Flooding Soils 

Droughty soils occur as a result of soil texture, landscape position, aspect and slope and occur in

several areas along the pipeline route. They typically occur in south and west aspects, sandy flat areas,

and steep slope areas with limited water holding capacity where run off is a problem.

Flooding soils include waterbody “low bottoms” and wetlands that are prone to flooding. These

areas are addressed as flooding or unstable areas. Construction procedures that will be used to

minimize impacts in droughty soils and flooding soils are addressed in Sections 3.3, 3.6, 5.0 and 6.0.

8.3 SIDE SLOPE CUTTING AND STEEP TERRAIN

Side slope cutting may be necessary in rough, steep terrain, and in areas where rerouting the pipeline is

not feasible due to mitigating factors such as sensitive resource avoidance, collocation, etc. Where

the pipeline crosses laterally along the side of a slope, cut and fill grading may be required to obtain a

safe, flat work terrace. Temporary sediment barriers such as silt fence and straw bales would be

installed during clearing to prevent the movement of disturbed soil into wetlands, waterbodies, or other

environmentally sensitive areas in steep terrain. Temporary slope breakers consisting of mounded and

compacted soil would be installed across the right-of-way during grading. Topsoil would be stripped

from the entire right-of-way and stockpiled prior to cut-and-fill grading on steep terrain. 

Generally, on steep side slopes, soil from the high side of the ROW will be excavated and moved to the

low side of the ROW to create a safe and level work surface. In forested areas the ROW will generally

be 85 feet in width to minimize clearing of woody vegetation. In forested areas with steep slopes the

ROW may be increased to up to 150 feet in width as necessary to provide safe working conditions. After

the pipeline is installed, the soil from the low side of the ROW will be returned to the high side, and the

slope’s original contours will be restored to the extent practical. See Appendix A for workspace

requirements and layout.

8.3.1 Stockpiling 

On steep slopes where topsoil, debris, and rock cannot be conventionally stockpiled at the edge of the

construction ROW, the material will be pushed to ATWS until hauled offsite for disposal or used during

restoration.

8.3.2 Temporary and Permanent Slope Breakers and Trench Breakers 

Temporary slope breakers and trench breakers in areas of steep terrain and side slope cuts will be

spaced at intervals as necessary (see Appendix A). A temporary breaker may be installed 10 to 30 feet 

from the crest of a slope to act as a reference point for spacing the remaining breakers. Temporary 

slope breakers may be omitted where the surface is predominately rock and the potential for erosion

is minimal.

Permanent slope and trench breakers will be installed on steep slopes similarly to those described for 

temporary slope and trench breakers. Where the ground surface is naturally rocky and resistant to

erosion, permanent breakers may be omitted or the spacing increased as feasible.

8.3.3 Recontouring and Slope Reduction

Special attention will be given to shaping the construction ROW to direct runoff into existing drainages

off the ROW. Cut and fill slopes may have the slope reduced to 3:1 or 4:1 ratio or to match the

adjacent utility ROW to aid in reclamation and stabilization. If necessary, energy dissipation devices will
30

be installed at the bases of cut and fill slopes to prevent scour in adjacent steep banks not located in

the construction ROW.

8.3.4 Rock Mulch 

Rock mulch may be used to control erosion in areas that have a native gravel, cobble, boulder, or

bedrock surface. Rock salvaged and stockpiled from these areas during construction will be distributed 

over the construction ROW during restoration and seeded with broadcast seeder. The gaps in the rocks 

will provide a micro environment beneficial to seed germination by allowing moisture to collect and 

provide protection from wind. A rock cover will also blend the construction ROW into undisturbed 

areas. 

8.3.5 Pocking 

In some instances, mulch and erosion control fabrics may not be used. In many areas where slope is

10 percent or greater, a technique called pocking may be used. Pocking creates a seedbed which is

conducive to the establishment of permanent vegetative cover that will stabilize steep areas,

provide forage for wildlife, and create an aesthetically compatible reclaimed ROW to that of

adjacent areas. Pocking will involve creating a series of regularly spaced depressions, or mini terraces,

using a backhoe. The depressions are the width of a standard backhoe bucket and are approximately

8 inches to 12 inches in depth. The following schematic outlines generally how the pocking

technique occurs.

The small depressions retain water runoff, creating a more mesic site to facilitate seed germination and

subsequent seedling establishment. They will also minimize the potential for rill and gullies to form by

diverting runoff and retaining a large portion of collecting precipitation. The depressions are offset

from one another in order to minimize the potential that lower terraces would fail should a terrace

above it fail. Where pocking is used, permanent slope breakers will not be used.

8.4 GRAZING MITIGATION

Dakota Access will work with each landowner/tenant with livestock to avoid and minimize impacts. 

Ideally the livestock would utilize a field that is not planned to be crossed by the project. Other options 

to protect livestock include exclusion fencing for the animals, trench plugs across the pipeline trench at

livestock trails, trench ramps to allow for the escape of livestock from the trench. Gaps will be left

between strung sections of pipe or wherever there is a feature crossing (e.g., waterbody, road, utility),
31

or where identified by the landowner or EI to allow livestock to pass between long, continuous sections 

prior to pipe lowering in. 

Each fence crossed by construction crews will be braced and secured to prevent slacking of the wire

(see Appendix A). The opening created will be closed when construction crews leave the project area

to prevent passage of livestock. Any gaps in natural barriers used for livestock control created by

construction activity will be fenced according to landowner or lease holder agreements. All fences, gates,

irrigation ditches, cattle guards, and reservoirs will be maintained during construction and repaired to

pre-construction conditions or better. Following construction and restoration, temporary fences will

be removed and livestock will be allowed to graze and roam freely over the permanent ROW.

8.5 WINTER CONSTRUCTION 

Dakota Access is currently anticipated to start upon receipt of pending permits and approvals for inservice before the end of 2016. Inclement weather such as snow fall or sub-freezing temperatures 

during the construction period has the potential to impact construction activities. Pipeline construction 

typically can take place during difficult weather conditions, although construction progress may be

slowed. To maintain the environmental objectives of DAPL, the construction mitigation techniques 

discussed in this section would be implemented as applicable during inclement weather (winter) in the 

event that mitigation found elsewhere in this document cannot be implemented due to winter weather. 

The winter construction period applies when any of the following conditions occur: 

• The ground is frozen and plating of topsoil occurs; 

• Equipment slippage from operating on frozen ground results in scalping plant root 

systems; 

• Vehicles slide outside established ROW clearing limits; 

• Road crossings cannot be adequately compacted; 

• Topsoil is frozen and cannot be separated from sub-grade material; 

• Backfill material freezes to the extent that adequate compaction becomes difficult; or

• Topsoil stockpiles are frozen and cannot be uniformly redistributed across disturbed 

areas. 

In general, the following procedures and considerations will be implemented during frozen soil 

conditions, defined for DAPL as when frost has penetrated the depth of the boundary between topsoil 

and subsoil on most agricultural lands. 

8.5.1 Snow and Cold Weather Management 

• Snow, when present, may be stored over the trench line prior to excavation to prevent 

deep frost penetration in areas requiring excavation. Remove this snow to the edge of

the ROW prior to topsoil removal and trenching activities. 
32

• Snow not packed or used to prevent deep frost should be graded/pushed off the ROW 

to ensure sufficient workspace. Gaps in the windrowed snow should be left at obvious 

drainage crossings. 

• Snow may be removed from the travel lane prior to grading to improve driving 

conditions. 

• Consider additional ATWS, as needed on the working side to store snow. 

• Soils and snow should not be mixed when clearing access roads. 

• Leave gaps in windrowed snow at drainage crossings in access roads. 

• Limit snow removal from the spoil side until trenching activities begin. 

• Place subsoil on straw layer to minimize soil mixing in the event the spoil pile freezes 

and is left over winter. 

• Remove excess snow that could interfere with trench backfilling operations. 

8.5.2 Soil Handling and Trenching 

• Minimize the amount of open trench. 

• Limit frozen topsoil stripping activities to equipment capable of accurately stripping 

variable depths of topsoil. 

• Include breaks at drainage crossings in the topsoil or spoil piles left over-winter to allow 

runoff and snowmelt to be diverted and minimize interference with spring runoff. 

• Suspend final clean-up activities and topsoil placement if stored/reserved topsoils are

frozen and cannot be uniformly redistributed across the ROW.

• Apply normal temporary ROW stabilization procedures as ground conditions permit. 

• Where final clean up and restoration has not been completed, leave the ROW in a 

significantly roughened condition to reduce potential for erosion during snowmelt. 

8.5.3 Temporary and Permanent Erosion Control Methods 

• When soils are frozen, utilize erosion control measures such as trench interceptor 

excavated across slope, mulching, silt fence, straw bales, sandbags in lieu of slope 

breakers. 

• Install silt fence in frozen soils with “ditch witch” trencher, placing silt fence and 

wooden stakes (hammered below frost line) in the narrow trench, then backfill and 

tamp with trench cuttings. 

• Anchor hay bales with rebar instead of wooden stakes as needed. 
33

• Install ECDs at locations indicated in the erosion control procedures (Section 3.3). 

Consider winter/spring rains and snowmelt when sizing, locating, and installing and 

ECDs. 

• Stabilize unreclaimed soil surfaces and remaining soil piles left over winter or for more 

than 7-21 days (depending on slope) with weed free straw mulch applied at a rate of

2.0 tons per acre and sprayed with water to freeze in in lieu of crimping. If significant 

snow cover exists the decision to apply mulch will be determined by the EIs. 

• As applicable, remove temporary bridges and mats before the contractor leaves the 

ROW for the winter. Store temporary bridges on the ROW in a secure upland area near 

the crossing for spring re-installation. 

• Engineer equipment crossings remaining in place for spring/summer cleanup to handle 

maximum predicted spring runoff flows. 

8.5.4 Lowering in and Backfill 

• Clear the pipeline trench of snow prior to lowering in, but limit the mixing of snow with 

spoil material. 

• Backfill trench with unfrozen soil as practical. The first several inches of frozen subsoil 

may have to be removed from the spoil piles to expose unfrozen soil. 

• If subsoil on the spoil side is substantially frozen, backfill the trench with frozen subsoil, 

broken up as practical. Repair settled areas the following spring using the spoil 

(previously protected with mulch or functional equivalent) that remains. 

• Backfilling activities should immediately follow lowering-in activities, to prevent the 

infill of snow and reduce excessive freezing of spoil piles. Regrade ROW immediately 

following backfilling. 

• The final clean-up schedule will vary, depending on ground conditions and time of

construction. The EI should determine if spring thaw reclamation activities are 

required. 

8.5.5 Hydrostatic Testing/Dewatering 

• Carefully consider the locations where hydrostatic testing water and trench water are

discharged. 

• Depending upon the temperature, filter bags may be subject to freeze and straw bale 

dewatering structures may need to be replaced daily due to freezing. 

• Consider the volume of water discharged and the resulting frozen temporary pond. 

This area may remain until spring thaw. 
34

• If discharge occurs on agricultural land consult with ROW and landowner to obtain 

permission for winter discharge of dewatering or hydrostatic test water.

8.5.6 Post-Construction Monitoring

• Identify ECDs requiring repair, areas of slope instability, and areas where significant 

levels of erosion are occurring. 

• The extent of inspections will be based on precipitation events, runoff amounts, and 

thawing. When snow melts or the ground thaws, the potential for erosion increases 

and the frequency of inspections would increase. 

• Corrective actions may be deferred until spring where no sensitive resources are 

impacted, where access is not feasible, or where damage from accessing the site would 

outweigh the benefits of correcting the issue during the winter. 

8.5.7 Spring Thaw Conditions 

• Work in non-problem areas, such as well drained, dry sites or in shaded and frozen 

areas until conditions improve. 

• Install mats in problem areas until conditions improve. 

• Postpone construction activities until evening or early morning in problem areas, when 

ground conditions are frozen. 

• Suspend construction in unsuitable areas. 

8.6 BLASTING 

Limited blasting may be necessary as a last resort in areas where competent shallow bedrock or

boulders are encountered that cannot be removed by conventional excavation. See project-specific

Blasting Plan.

8.7 DUST CONTROL 

Dust control activities will occur throughout the project area, as needed to minimize impacts from dust 

generated by construction equipment and traffic across exposed soils. These activities will be 

performed using primarily water spraying trucks in construction work areas and on access roads.

8.8 WASTE MANAGEMENT

The Contractor will properly handle, store and dispose of all solid and hazardous materials and wastes 

that are used or generated by the Contractor as a result of the Project. The Contractor will determine if

the materials and wastes associated with the Project classify as hazardous materials and/or wastes in

accordance with applicable federal and/or state criteria. Upon request by Dakota Access, the Contractor 

will provide documentation to substantiate findings of the regulatory status of materials and/or wastes 

used and/or generated as a result of the Project. 

The Contractor will collect all waste materials, including oil or other waste liquids generated as a result 

of equipment maintenance, daily in suitable or approved containers (i.e., labeled and meeting any 

relevant regulatory requirements). On a routine basis, the Contractor will remove the containers of
35

waste from the site and properly dispose of them. Throughout the duration of the Project, the 

Contractor will cleanup areas to the satisfaction of Dakota Access. The Contractor is responsible for 

proper off-site disposal of all wastes generated during the Project. No wastes are to be left on Dakota 

Access property, along the ROW, or buried in an excavation or otherwise disposed of on Dakota Access 

property or ROW. Temporary portable sanitary facilities will be installed during construction in areas 

where crews are present. 

8.8.1 HAZARDOUS WASTES 

If a Contractor generates a hazardous waste from materials they have brought on-site (e.g., paint cleanup solvents, waste paints, etc.), then the Contractor is responsible for proper waste collection, storage 

and disposal in accordance with all applicable regulations. The Contractor remains responsible for the 

proper handling, storage and disposal of the hazardous waste. Any release of the hazardous waste as a 

result of the improper handling, storage or disposal by the Contractor in this instance is the 

responsibility of the Contractor to rectify to the satisfaction of Dakota Access and all applicable 

regulatory agencies. 

8.8.2 ABRASIVE BLAST DEBRIS 

The Contractor will contain and collect spent abrasive blast materials as required by local or state laws 

or ordinances and place the spent material into appropriate containers. The Contractor is responsible 

for covering the containers with appropriate means of rainwater and stormwater control to prevent said 

waters from entering or exiting the container. The Contractor is responsible for disposal of the spent 

abrasive in accordance with applicable federal, state and local regulatory requirements. The Contractor 

is responsible for determining if the spent abrasive is classified as a “hazardous” or “special” waste as

defined by applicable federal and state regulations. 

8.9 WEED MANAGEMENT 

It is Dakota Access’ intent to minimize the potential introduction and/or spread of undesirable species

(i.e., invasive species, noxious weeds, or crop diseases) along the construction ROW due to pipeline

construction activities. However, it is not practicable for Dakota Access to eradicate undesirable species

that are adjacent to the construction ROW. Dakota Access will minimize the potential for the

establishment of undesirable species by minimizing the time duration between final grading and/or

temporary or permanent seeding. 

The state of North Dakota has 11 state listed noxious and invasive weeds (“invasive species”). The 

species listed are: Russian knapweed (Acroptilon repens), absinth wormwood (Artemisia absinthium),

musk thistle (Carduus nutans), diffuse knapweed (Centaurea diffusa), yellow toadflax (Linaria vulgaris),

spotted knapweed (Centaurea maculosa), Canada thistle (Cirsium arvense), leafy spurge (Euphorbia

esula), dalmatian toadflax (Linaria dalmatica), purple loosestrife (Lythrum salicaria), and saltcedar

(Tamarix chinensis). These state invasive species are controlled and regulated under North Dakota Law

(NDCC § 4.1-47-02).

8.9.1 Prevention and Control Measures 

To prevent the introduction of the noxious weeds and invasive species identified into the Project area 

from other construction sites, construction equipment will be cleaned prior to arriving at the Project 

site. This cleaning consists of removing visible dirt from the equipment and blowing loose material from 

equipment using compressed air. Equipment found to be in noncompliance with the cleaning 

requirement will not be allowed on the Project site until it has been adequately cleaned. 
36

Prior to clearing and grading of the construction right-of-way and pending landowner permission, major 

infestation areas identified during surveys or by Project EIs may be treated with the recommended 

herbicides or their equivalents as identified through consultation with local authorities. Alternatively, 

full construction ROW topsoil segregation may be implemented for weed control to allow equipment to

work through the area after topsoil has been stripped, as long as equipment stays on the subsoil 

(clearing, grading, and restoration equipment will still be cleaned). The Contractor will obtain necessary 

permits and/or certifications for the use of the applicable herbicides, is responsible to limit off-ROW 

overspray, and will comply with state laws regarding the use of those herbicides. Contractors will keep 

proper documentation of the locations where the herbicides have been used and provide such 

documentation to Dakota Access. 

If necessary, treatment of known infestation areas will be completed in accordance with applicable 

chemical contact times (as specified by the manufacturer) in advance of clearing and grading within the 

construction ROW. Treatment may be restricted in areas that are not readily accessible, such as areas 

where access is limited by topography or other site conditions such as saturated/inundated soils. In the 

event that an area is determined to be inaccessible, the EI will be notified and a site-specific alternative 

treatment may be warranted. 

To prevent the spread of noxious weeds and invasive species during construction, mulch used on the 

Project will be composed of weed-free material. Certified weed-free mulch may also be required at sitespecific locations. The Contractor will be responsible for identifying and acquiring sources of weed-free 

and certified weed-free mulch. Sources will be approved by Dakota Access prior to purchase. 

8.10 WET WEATHER SHUTDOWN AND RUTTING 

During construction, certain activities may be suspended in wet soil conditions, based on consideration 

of the following factors: 

• extent of surface ponding;

• extent and depth of rutting and potential mixing of soil horizons;

• areal extent and location of potential rutting and compaction (i.e., can traffic be rerouted 

around wet area); and

• type of equipment and nature of the construction operations proposed for that day.

Tasks will be restricted or work will cease in the applicable area until site conditions are such that work 

may continue. The EIs, in collaboration with chief inspectors and Dakota Access construction 

management, will ultimately decide if wet weather shutdown is necessary in a given location. 

In areas where topsoil has not been removed, rutting from construction equipment will be considered

excessive if greater than 4 inches. Topsoil removal techniques may be modified to remedy topsoil

rutting. Rutting stipulations will not apply in areas where topsoil removal has occurred.
37

9.0 RESTORATION PROCEDURES 

The soils and land use along the pipeline and at above ground facilities have been reviewed. The 

importance of cattle ranching on native and managed pastures as well as intensive agricultural cropping 

is recognized. The restoration process for cropped agricultural fields, tame pastureland, and native 

rangeland is based on site soil characteristics and land use, ecological site characteristics, preconstruction conditions, and recommendations from state specialists and include the following general 

reccomendations: 

• Standard area construction and reclamation. Prescriptive reclamation procedures for areas 

that are not “sensitive” (fragile) have been developed using existing state-specific 

recommendations and consultation with specialists with the Natural Resource Services 

Conservation Services (NRCS) and the North Dakota Agricultural Experiment Station. Non 

sensitive areas would have soil and landform characteristics that would not compromise an

effective restoration, can be identified in the field, and would be suited to most 

farming/ranching operations on active cropland, managed rotation pasture, or extensive 

grazing with little high maintenance management. 

• Sensitive area construction and reclamation. These areas would consist of but not be limited 

to steep slopes, shallow-to-bedrock soil areas with loamy/silty/sandy soils (highly erosive), 

saline sodic areas, and droughty areas situations. Reclamation starts with appropriate 

construction procedures: identifying areas requiring triple lift, dealing with shallow bedrock, 

special erosion controls, and special cover-crop seeding specifications. Post restoration 

monitoring and adaptive management may be required on these areas to ensure an

acceptable restoration. 

• Landowner-Specific Options. Some areas may require site-specific reclamation plans, 

including pre-construction soil and vegetation assessments, specific prescriptions for 

implementation of BMPs provided in this ECP, special soil handling procedures, and sitespecific planting plans to include a mix of warm and cool season grasses, and native forbs, 

etc. The reclamation plan for these areas is not prescriptive but a process to be

implemented that is site-specific. A site-specific plan would consist of: 

o Pre-construction evaluation of ecological sites and soils: Grassland habitat will be

evaluated from the perspective of grasslands with a probable history of tillage 

and those grassland areas that are untilled. In grassland areas, specialists will 

evaluate grassland communities through plant transects to determine grassland 

species distribution in and near the construction corridor. 

o Site specific construction and grading plans: Construction specialists will evaluate 

landscapes from the perspective of constructability, identifying areas where 

BMPs are applicable for use on steep terrain and shallow soils. 

o Soil handling procedures: Topsoil stripping and potential subsoil handling 

procedures during and after construction and reclamation are tailored to

facilitate successful restoration for areas with problem soils. 
38

o Soil restoration and seeding/site preparation: Prescriptions are provided for 

specific restoration and revegetation settings. 

Implementing a proper seeding plan will enhance the diversity of native vegetation and reduce the 

presence of non-native vegetation occurring in the project area. The sections below clarify the steps 

necessary to facilitate effective reseeding, which includes preparation of the seed bed, acceptable 

planting methods, nurse and cover crops, seed sources and quality, warm and cool season seed 

mixtures, seeding dates, and soil amendments. 

9.1 SEEDBED PREPARATION

First, ensure that excessive competitive cover from invasive weed species is not present. If undesirable 

vegetation is present, if possible it should be removed prior to seeding. A herbicide application may be

appropriate provided a U.S. Environmental Protection Agency (USEPA) approved formulation is used 

consistent with labeled instructions by a licensed applicator. If herbicides are to be used or have been 

applied to areas to be seeded within the last 4 years, consult with restoration specialists for the local 

NRCS office for information concerning planting timing after spraying. However, if foliar herbicides such 

as glyphosate are applied to suppress non-native grasses and weeds, no herbicide residue on the soil 

remains that would prevent or delay seeding after herbicide application. 

Prepare areas to be seeded to produce a friable, smooth, firm seedbed. Soil particles should be half an

inch or smaller in the top inch of soil. Conventional tillage should result in a clean tilled, smooth 

seedbed. Use of a no-till seed drill requires a firm seed bed before seeding. The seedbed is considered 

firm when you can walk on it without sinking more than 1⁄2 inch (sole of shoe). Firming of the seedbed 

after tillage operations can be achieved by rolling or cultipacking prior to planting. If a drop seeder or a 

broadcast seeder is used for seeding, the site should be cultipacked only after seeding. 

Compacted soil prevents the seed from being planted at a proper depth and inhibits root penetration of

new seedlings. This severely reduces the establishment of the planted seed. If surface compaction that 

would preclude establishment of a proper seed bed is observed, rototill the site to loosen the upper four 

inches of soil. Then harrow the site using a drag harrow or a piece of chain link fence with weight 

added. 

9.2 PLANTING METHOD 

Grass Drill

Native seeding is best achieved by use of a grass drill equipped with a double disc or coulter furrow 

openers with depth bands and press wheels, cultipacker, or drag chains. Seed should be planted 1⁄8 to 1⁄2 

inch deep.

Always operate the grass drill at the recommended speed. Excessive ground speed will cause the drill to

plant the seed improperly. Inspect the drill while operating it. Avoid drilling in wet conditions. 

If the seed level drops below the agitators in the seed boxes, seed doesn’t feed as efficiently, resulting in

uneven seeding. For smaller sites (less than 1 acre), the seed may not adequately fill the seed boxes.

Inert filler material, similar in size to the seed should be added to the seed box to increase the volume.

Vermiculite, cat litter, or cracked corn can be used as filler. After placing the seed in the seed box, add

an equal amount of filler. Seed the site twice to achieve the required volume of seed to be planted.
39

Broadcast 

If a grass drill cannot be used, seed may be broadcast. For large areas a tractor or ATV-mounted EZEE 

Flow spreader or Brillion seeder is recommended. For smaller areas, a hand-held seeder is effective. 

The recommended seeding rates will be doubled when the broadcast method of seed application is

utilized. If using a nurse crop, blend nurse crop seed with the native seed to help distribute small, fine 

textured native seed evenly across the site. After the seed is broadcast, incorporate the seed into the 

soil be using a drag harrow, dragging a piece of heavy chain or raking in the seed with a garden rake. 

Seed should be planted 1⁄8 to 1⁄2 inch deep. Then pack the soil with a cultipacker or lawn roller. Brillion 

seeders are equipped with both a soil conditioning implement and a cultipacker. 

Hydroseeding

Hydroseeding has an advantage on areas where steep slopes are inaccessible to seeding equipment and 

also provides erosion control. The recommended seeding rates should be doubled when the 

hydroseeding method of seed application is utilized. A good time to hydroseed is just after a rain. The 

seed and mulch adhere better to the soil, and some moisture is captured under the mulch. Do no start 

hydroseeding if rain is in the immediate forecast since mulch needs time to set up before it rains. 

9.3 NURSE AND COVER CROP 

A cover crop may be used when native/preferred seed mix cannot be planted within the recommended 

seeding dates provided in Table 9.5-1. The cover crop is planted alone and should be fast-growing, 

nonnative, short-lived annual species that does not form a dense canopy. Oats and winter wheat are

recommended because they grow rapidly in cool weather, they withstand moderate frost, and their 

seed is relatively inexpensive. If needed, cover crops may need to be mowed the following spring prior 

to planting the native/preferred seed mix. 

Recommended cover crop seeding is as follows: 

• Summer (July to September) – 30 pounds of oats, 10 pounds annual rye, and one of the 

following warm-season species per acre: 

o 5 pounds piper sudan 

o 10 pounds of millet (Japanese or Pearl variety) or 

o 30 pounds of sorghum 

• Fall (Mid-September to November 1) – 25 pounds of winter wheat per acre. 

A nurse crop is planted with the native grass species to minimize soil erosion and invasion of weed 

species. A nurse crop may be applied in areas where erosion is a severe hazard but are generally not 

recommended because of excessive competition with the seeded perennial species. 

Recommended nurse crop seeding is as follows: 

• Spring (Late March to Mid-June) – 1.5 bushel of oats per acre 

• Summer (July to September) – 2 bushels of oats per acre 
40

• Fall (Mid-September to November 1) – 20 pounds of winter wheat per acre 

9.4 SEED SOURCE AND QUALITY 

Seed and planting materials should meet state of North Dakota quality standards. All seed analyses 

must be conducted in accordance with the North Dakota Seed Law and Rules which specify the kind and 

amount of weed seed permitted, the requirements for a current analysis report and labeling of all seed 

to show its purity, germination, date of last germination test, and weed content. The germination test 

used to determine pure live seed (PLS) is valid for 9 months after the end of the month the test was 

made so long as the seed remains in North Dakota. When seed is purchased and shipped across state 

lines, the germination test is valid for 5 months after the end of the month the test was made, according 

to Federal Seed Law. 

PLS is a measure of the proportion of the viable seed that potentially will germinate of a species or

variety per unit weight for a given lot of seed. Purity, germination, and dormancy are used to calculate 

the PLS. 

#PLS = (bulk pounds) X (% purity) X (% germination + % dormancy) 

Seed should be obtained from a local seed supplier who can verify that the seed is genetically 

appropriate for the project site. Select seed and plants that are not considered noxious species by

federal, state, or local regulations. 

9.5 SEEDING MIXTURES 

Tables 9.5.2 and 9.5.3 indicate recommended native seed mixes that have been designed for restoration 

of native rangeland based on the North Dakota State University (NDSU) Extension Service Publication, 

Successful Reclamation of Lands Disturbed by Oil and Gas Development and Infrastructure Construction. 

The contractor shall apply these mixes in rangeland areas where native seeding is preferable unless a 

landowner requests a unique seed mix. The tables detail the PLS planting rate for each selected species. 

The use of forbs is recommended as they will inhibit noxious weeds and other weedy species. The use of

highly competitive introduced grasses, particularly crested wheatgrass and smooth brome, is not 

recommended unless the area to be seeded is in, or next to, an area where such species are already 

established. Listed forbs and legumes may be substituted for other forb and legume species depending 

on availability/pricing with approval from Dakota Access. 

Additional information regarding seed mixtures and seed application can be found in the NDSU 

Extension Service Publication, Successful Reclamation of Lands Disturbed by Oil and Gas Development 

and Infrastructure Construction. This publication includes additional seed mixtures for small 

disturbance sites (well pads, staging areas, power sites, pumping stations and other construction 

disturbance), hay land reclamation and tame pasture reclamation. Prior to the application of the seed 

mixtures shown in tables 9.5.2 and 9.5.3 in pasture lands, individual landowners/managers will be

consulted to identify seed mixtures that meets the needs of the present and/or future use of the land. 

Local NRCS offices may be contacted if questions or concerns arise when selecting appropriate seed 

mixtures. 
41

Table 9.5-1. Seeding Dates

Species Type and Season of Planting North Dakota

Warm/Cool Season Seeding Plan

Spring

Late summer

1

Late fall (dormant) 2

April 20 to June 152

Not recommended

See footnote 3

1

 Weather and soil moisture conditions permitting. If soil moisture levels are forecasted and precipitation amounts are not 

favorable, this time period of seeding is not recommended. 

2

 Seeding may be extended with adequate soil moisture and wen favorable precipitation and temperatures are forecast. 

3 Seed after October 10 when ground temperatures at a depth of 4 inches are 45o

 Fahrenheit or lower and cooler air 

temperatures are forecast. 

Table 9.5.2

Pipeline, Access Roads and Other Narrow Disturbance Upland Site Grass Seed Mixtures

Upland Mixture (loamy, clayey, sandy, sands, shallow loamy, thin loamy)

Species

PLS1

Seeding Rates

Lb/ac

Grass Species

Western wheatgrass 2.5

Green needlegrass 2.0

Slender wheatgrass 1.5

Little bluestem 1.0

Prairie sandreed 1.0

Sideoats grama 2.0

Blue grama 0.5

Total Grass Seed Mixture 10.5

Forb and Legume Species2

Purple prairieclover 0.1

White prairieclover 0.1

Purple coneflower 0.1

Maximillian sunflower 0.1
42

Table 9.5.2

Pipeline, Access Roads and Other Narrow Disturbance Upland Site Grass Seed Mixtures

Upland Mixture (loamy, clayey, sandy, sands, shallow loamy, thin loamy)

Blanket flower 0.1

Black-eyed Susan 0.05

Stiff sunflower 0.1

Goldenrod 0.05

Lewis flax 0.1

Scarlet globemallow 0.05

Prairie coneflower 0.1

1

PLS = Pure live seed: Seeding rates are 1.5 times the normal seeding rate based on 30 seed/ft2. 

2

Select a minimum of three (3) forb/legume species from the list. The seeding rate of three (3) selected forb/legumes at the 

prescribed rate will equal approximately 5 percent of the mixture. 
43

Table 9.5.3

Pipeline, Access Roads and Other Narrow Disturbance Wet Meadow, Saline and/or Sodic

Site Seed Mixtures

Wet Meadow, Saline/Sodic Mixture

Species

PLS1

Seeding Rates

Lb/ac

Grass Species

Western wheatgrass 7.5

Slender wheatgrass 2.5

Prairie cordgrass 1.5

Inland saltgrass 0.5

Total Grass Seed Mixture 12.0

Forb Species2

Western yarrow 0.05

Gardner saltbush40.3

Fourwing saltbush40.45

Lewis flax 0.1

Blanket flower 0.1

1

PLS = Pure live seed: Seeding rates are 1.5 times the normal seeding rate based on 30 seed/ft2. 

2

Select a minimum of one (1) forb species from the list. 

3

Gardner and fourwing saltbush should be used only on the saline/sodic sites.

9.6 FERTILIZER AND SOIL AMENDMENTS 

In general, soil additives or amendments (specifically fertilizing) are not recommended to establish 

native seed mixes as they can enhance exotic grasses and annual weed growth, thereby reducing the 

chances of success. Should potentially problematic soil characteristics be identified during preconstruction surveys or during post-construction restoration activities, soils will be assessed for nutrient 

balance and soil nutrient amendments will be applied as needed to meet specific restoration objectives. 

In areas of improved pasture or active agricultural, Dakota Access will work with landowners to achieve 

their specific revegetation goals, which may require soil amendments. No amendments will be utilized 

in wetlands and/or other sensitive environmental features without the express recommendation of

resource agencies. 
44

10.0 POST CONSTRUCTION MONITORING 

Dakota Access will monitor and address all areas where stabilization techniques have been implemented 

in accordance with conditions identified in the applicable Project permits, plans, and/or licenses. The 

monitoring program will identify remedial measures that will be considered to mitigate environmental 

degradation if the initial treatments were not effective in achieving reclamation objectives. Periodic 

ground and aerial inspection of the route would detect areas of erosion (i.e., formation of gullies, 

deposition of sediment) and uncontrolled runoff (i.e., berm washouts) before significant impacts occur. 

Successful reclamation performance will be based on revegetation success (e.g., cover, frequency,

and diversity), the presence of weeds or invasive plants, stability of the construction ROW,

waterbody bed and bank stability and returned hydrology in wetlands. As success criteria are met at a

given location, additional monitoring will cease.
Appendix A:  

Typical Figures

   
R
R
R
R
R
FLOW

R

R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
"A" "A"

R
8' MIN.

8' MIN.

R
R
R
R
R
R
R
R
R
R
R
R
R



 



 
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
TYPICAL RIGHT-OF-WAY CONFIGURATION
APPENDIX H 

Project Maps 

And 

HDD Cross-Section Plan and Profile 
1650

1700

1750

1650

1700

1700

1650

1700

1650

MP 165.0

MP 165.5MP 166.0MP 166.5

MP 167.0

1700

ND-MO-199.900

ND-EM-002.000

ND-MO-198.000

ND-MO-197.000

ND-MO-199.000

ND-EM-001.000

ND-EM-003.000

ND-MO-194.000

ND-MO-196.000

ND-EM-001.100

ND-EM-002.300

ND-EM-002.900

ND-EM-004.000

250'

175'

200'

150' 200'

50'

250'

150'

PROPOSED

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

PROPOSED

HDD ENTRY POINT

N. 16877035.65755

E. 1244049.30458

LAT. N46° 26' 23.7611"

LONG. W100° 34' 21.9398"

SILTY

SAND

SANDY CLAY W/ OCCASIONAL FINE GRAVEL (10% GRAVEL)

GRAVEL W/ SILT AND

SAND (52% GRAVEL)

105'

92'

SANDY CLAY

SAND

SILTY SAND

CLAY

SANDY SILT

CLAY

SANDY SILT

SILTY SAND

10

20

13

11

7

6

9

5

6

10

13

13

11

11

8

42

20

44

18

39

28

26

31

40

58

33

31

39

48

54

67

117'

10°

100/15"

100/15"

65

50/6"

50/5"

50/5"

50/4"

50/4"

50/5"

50/6"

50/5"

100/15"

100/15"

100/15"

100/16"

100/16"

100/14"

50/6"

100/16"

50/4"

63

100/16"

50/3"

50/4"

50/6"

50/1"

50/3"

32/3"

50/4"

50/4"

67

50/6"

50/4"

73

100/15"

50/3"

50/6"

50/5"

70

50/3"

50/4"

50/5"

64

52

13

13

16

15

10

CLAY

SAND W/ CLAY

SAND W/ TRACE CLAY

SAND W/ INTERBEDDED CLAYSTONE

CLAYEY SAND W/

 OCCASIONAL GRAVEL

50

56

8

7

5

7

CLAY W/ SAND

SILTY SAND

SAND W/ SILT

50

50

50

50

50

50

50

50

50

50

74

82

78

74

73

78

50

50

50/6"

73/6"

50/6"

72

50/6"

88

99

84

83

70

70

45

31

69

37

34

32

60

47

32

48

36

34

17

10

14

7

11

6

16

26

14

11

7

4

6

4

2

SAND W/ SILT AND FINE GRAVEL (38% GRAVEL)

SILTY SAND

SAND W/ SILT

CLAY W/ SAND (1% GRAVEL)

SAND W/ SILT

CLAY

38

55

38

44

57

38

42

51

34

27

35

50

44

31

19

68

15

26

26

23

16

17

13

28

5

6

20

5

3

1

2

CLAY AND SAND

SAND W/ SILT AND LIGNITE LENSES

SAND W/ SILT

CLAYEY SAND

CLAY W/ SAND

SANDY SILT W/ CLAY

54

62

49

53

50

58

39

36

25

35

18

19

37

20

30

30

30

25

8

9

14

14

11

10

3

3

2

3

2

1

1

CLAY W/ SAND

SAND

SILTY SAND (7% GRAVEL)

SILTY SAND

CLAY

CLAY W/ SILT

48

46

49

44

43

37

42

39

41

26

27

25

26

18

26

27

26

22

29

15

22

20

11

2

4

2

2

2

2

1

CLAY W/ SAND

SAND W/ CLAY AND TRACE GRAVEL

SAND W/ SILT AND TRACE FINE GRAVEL

SILTY SAND

CLAY

(4% GRAVEL)

(2% GRAVEL)

(32% GRAVEL)

(25% GRAVEL)

(26% GRAVEL)

10°

©

P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD_IFP.dwg\TAB:SHEET 1 modified on Aug 20, 2015 - 3:11pm

PROPOSED 30" HORIZONTAL DIRECTIONAL DRILL PROFILE

(REFER TO BASIS OF DESIGN NOTES)

PT1

PC1

PC2

PT2

3,600 FT R.

3,600 FT R.

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

ITEM TOLERANCE

PILOT HOLE ENTRY ANGLE INCREASE ANGLE UP TO 1o (STEEPER), BUT NO

DECREASE IN ANGLE ALLOWED.

PILOT HOLE ENTRY LOCATION

WITHIN 5 FEET OF ENTRY POINT AS SHOWN ON

DRAWING. WITH NO CHANGES WITHOUT COMPANY

APPROVAL.

PILOT HOLE EXIT ANGLE INCREASE ANGLE UP TO 1o (STEEPER) OR

DECREASE UP TO 2o (FLATTER).

PILOT HOLE EXIT LOCATION UP TO 30 FEET BEYOND THE EXIT STAKE. BETWEEN

10 FEET LEFT AND 10 FEET RIGHT OF CENTERLINE.

PILOT HOLE DEPTH

UP TO 2 FEET ABOVE THE DESIGN DRILL PROFILE

ALLOWED. UP TO 10 FEET BELOW THE DESIGN DRILL

PROFILE ALLOWED.

PILOT HOLE ALIGNMENT SHALL REMAIN WITHIN 10 FEET LEFT OR RIGHT OF

THE HDD ALIGNMENT.

RECOMMENDED TOLERANCES

PROPOSED 30" HORIZONTAL DIRECTIONAL DRILL - 7,500'

LO-B-7

PROPOSED

HDD ENTRY POINT

PROPOSED HDD EXIT POINT

LAKE OAHE

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (SEE SHEET 2 FOR LAYOUT)

EM

MONS

COUNTY

MORTON

COUNTY

GROUND SURFACE (SURVEY)

LAKE OAHE

(APPROX. WATER LEVEL)

EXISTING PIPELINE

PROPERTY LINE (TYP.)

PROPOSED TEMPORARY

HDD ENTRY WORKSPACE

PROPOSED

TEMPORARY HDD

EXIT WORKSPACE

M

A

T

C

H LIN

E (S

E

E

S

H

E

E

T

2)

PROPOSED DAKOTA ACCESS

PIPELINE ALIGNMENT (08-17-2015)

EDGE OF

WATER (TYP.)

LO-B-1

LO-B-7

FLUID EQUILIBRIUM

ELEVATION (1638')

HIG

H

WAY 1804

LO-B-1

LO-B-2

LO-B-6

LO-B-4 LO-B-5

LO-B-3

LO-B-2

LO-B-3

LO-B-4

LO-B-5 LO-B-6

-0.1° SLOPE

BORING LOCATION

SPT (N) TYPE OF SOIL (% GRAVEL)

LEGEND

MAJOR CONTOUR - 50' INTERVAL

MINOR CONTOUR - 10' INTERVAL

DESCRIPTION STATION * (FT) ELEVATION (FT)

ENTRY @ 10° 79+50.00 1637.59

P C 1

 (9.90° @ 3,600 FT R.) 74+40.77 1547.80

P T 1 68+21.92 1493.11

P C 2

 (10.10° @ 3,600 FT R.) 20+23.34 1484.74

P T 2 13+91.93 1539.42

EXIT @ 10° 4+50.00 1705.51

DIREC TIONAL DRILL PIPE LENGTH = 7,528.76 FT

DIREC TIONAL DRILL DATA

LAKE OAHE HDD

HORIZONTAL DISTANCE = 7,500.00 FT

LARGE DIAMETER CASING

(SEE NOTE #17)

LARGE DIAMETER CASING

(SEE NOTE #17)

ISSUED FOR PERMIT
1700

1650

1700

1800

1700

1750

1700

1700

1750

1800

1650

1700

1700

1650

MP 164.5

MP 165.0

MP 165.5

ND-MO-198.000

ND-MO-197.000

ND-MO-199.000

ND-MO-195.000

ND-MO-194.000

ND-MO-196.000

250'

175'

200'

150'

PROPOSED

HDD EXIT POINT

N. 16876250.75915

E. 1236590.48869

LAT. N46° 26' 14.5344"

LONG. W100° 36' 08.2166"

9'

7'

7'

PROPOSED PRODUCT PIPE

STRINGING AND FABRICATION

AREA (100' X 7,575)

GROUND SURFACE (DEM)

EXISTING PIPELINE

M

A

T

C

H LIN

E (S

E

E

S

H

E

E

T 1)

PROPOSED DAKOTA

ACCESS PIPELINE

ALIGNMENT (08-17-2015)

LO-B-1

PROPOSED PRODUCT PIPE

STRINGING ALIGNMENT

800 FT. R (TYP.)

PROPOSED PRODUCT PIPE

STRINGING PROFILE

3,000 FT R.

HIGHWAY 1806

PROPERTY LINE (TYP.)

WATERBODY (TYP.)

SURVEYED WETLAND (TYP.)

ACCESS ROAD

P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD_IFP.dwg\TAB:SHEET 2 modified on Aug 20, 2015 - 3:13pm

PROPOSED 30" HORIZONTAL

DIRECTIONAL DRILL - 7,500'

BORING LOCATION ©

LEGEND

MINOR CONTOUR - 10' INTERVAL

MAJOR CONTOUR - 50' INTERVAL

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

PROPOSED

TEMPORARY HDD

EXIT WORKSPACE

EM

MONS

COUNTY

MORTON

COUNTY

LAKE OAHE

LO-B-2

ISSUED FOR PERMIT
1860

MP 94.5

ND-MC-001.900 ND-MC-001.300

ND-MC-251.000

ND-MC-251.900

ND-MC-001.900

ND-MC-251.200

1860

1870

250'

75'

200' ND-MC-001.000

75'

CONCEPTUAL

HDD ENTRY POINT

N. 17427864.10579

E. 1908732.65056

LAT. N47° 57' 22.6738"

LONG. W103° 54' 16.4404"

CONCEPTUAL

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

1860

1870

1880

1900

1910

1920

1930

1940

1950

1960

1970

1980

1990

2000

2010

2020

2030

67'

48'

SAND W/ OCCASIONAL SILT

SILTY GRAVEL W/ SAND

SAND W/ SILT

SILTY GRAVEL W/ SAND 32

21

50

22

25

13

26

20

8

25

22

11

14

10

5

2

11

7

7

7

MO-B-1

SAND W/ SILT AND TRACE FINE GRAVEL

SANDY GRAVEL W/ SILT

SAND W/ SILT

SILTY SAND W/ TRACE ORGANICS

SAND W/ SILT

SAND

SILT W/ SAND

26

29

16

23

25

20

WOH

2

21

10

12

8

8

12

12

17

6

MO-B-2

CLAY W/ SAND

SILTY SAND

CLAY W/ SAND

SILTY SAND

SANDY SILT

SILTY SAND

 SANDY SILT

SILTY SAND W/ OCCASIONAL FINE GRAVEL

MO-B-3

6

8

10

21

75

50/5"

50/5"

50/5"

50/3"

50/2"

100/16"

50/4"

87

100/16"

100/15"

50/6"

50/4"

36

50/3"

50/2"

WOH

SAND W/

 OCCASIONAL SILT

57'

34'

FIGURE 2A

: P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD Figure 2.dwg\TAB:Figure 2A modified on Feb 03, 2015 - 3:20pm TJB MAM

CONCEPTUAL 24" HORIZONTAL DIRECTIONAL DRILL - 2700'

M

ATCH LINE (SEE FIGURE 2B)

PROPOSED DAKOTA ACCESS

GATHERING SYSTEM

 ALIGNMENT (01-30-2015)

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

MIS

S

O

U

RI RIV

E

R

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS & MCKENZIE COUNTIES, NORTH DAKOTA

ETC - DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL SITE PLAN AND PROFILE

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. Refer to the boring logs in the accompanying report for more detailed soil descriptions.

4. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Ground surface survey

provided by Wood Group Mustang, Inc. Aerial Image taken from Google Earth Pro © 2015, licensed to

GeoEngineers, Inc., image dated 08/15/14. Shape files provided by Contract Land Staff, LLC.

CONCEPTUAL 24" HDD PROFILE

CONCEPTUAL CONCEPTUAL HDD ENTRY POINT

HDD EXIT POINT

GROUND SURFACE (DEM)

M

C

KEN

ZIE C

O

U

N

T

Y

WILLIA

M

S

C

O

U

N

T

Y

MISSOURI RIVER

(APPROX. WATER LEVEL)

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

ISSUED DATE: FEBRUARY 03, 2015

EXISTING

PIPELINE (TYP.)

CONCEPTUAL TEMPORARY

1.65 ACRES ODD SHAPED

HDD ENTRY WORKSPACE

CONCEPTUAL TEMPORARY

HDD EXIT WORKSPACE

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION AREA

(SEE FIGURE 2B FOR LAYOUT)

EXISTING PIPELINE

(DEPTH UNKNOWN)

WETLAND (TYP.) WATERBODY

38TH STREET

38TH

STRE

ET

MO-B-1

MO-B-2

MO-B-3

LEGEND:

Boring Location

Major Contour - 10' Interval

Minor Contour - 2' Interval

SPT (N)

TYPE OF SOIL

GROUND SURFACE (SURVEY)
M

P 93.5

M

P 94.0

ND-MC-251.000

ND-MC-251.900

ND-WI-249.000

ND-WI-250.000

ND-WI-249.300

ND-MC-251.200

250'

75'

200'

75'

CONCEPTUAL

HDD EXIT POINT

N. 17430484.08835

E. 1908080.20028

LAT. N47° 57' 48.6263"

LONG. W103° 54' 25.4824"

ND-WI-248.300

ND-WI-249.000

ND-WI-249.300

FIGURE 2B

: P:\18\18782011\01\CAD\Crossings\North Dakota Gathering\Missouri River\Drawings\Missouri River HDD Figure 2.dwg\TAB:Figure 2B modified on Feb 03, 2015 - 3:20pm TJB MAM

CONCEPTUAL 24" HORIZONTAL DIRECTIONAL DRILL - 2700'

M

ATCH LINE (SEE FIGURE 2A)

PROPOSED DAKOTA ACCESS

GATHERING PIPELINE

ALIGNMENT (01-30-15)

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 13, US Foot; Central Meridian 105° W

NAVD 88

PROPOSED 24" GATHERING SYSTEM

MISSOURI RIVER HDD

WILLIAMS & MCKENZIE COUNTIES, NORTH DAKOTA

ETC - DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL STRINGING WORKSPACE

Notes:

1. The locations of all features shown are approximate.

2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached

document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is

stored by GeoEngineers, Inc. and will serve as the official record of this communication.

3. GeoEngineers, Inc. has not verified the field location of the existing utilities.

Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Ground surface survey

provided by Wood Group Mustang, Inc. Aerial Image taken from Google Earth Pro © 2015, licensed to

GeoEngineers, Inc., image dated 08/15/14. Shape files provided by Contract Land Staff, LLC.

LEGEND:

Boring Location

Major Contour - 10' Interval

Minor Contour - 2' Interval

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

EXISTING PIPELINE (TYP.)

CONCEPTUAL TEMPORARY

HDD EXIT WORKSPACE

CONCEPTUAL PRODUCT PIPE

STRINGING AND FABRICATION

AREA (50' X 2775')

PROPERTY LINE (TYP.)

CONCEPTUAL PRODUCT PIPE

STRINGING ALIGNMENT

WETLAND (TYP.)

ISSUED DATE: FEBRUARY 03, 2015
APPENDIX I 

 Cultural Resources Report 

Confidential and Privileged
APPENDIX J 

Sample Scoping Letter, Distribution List 

And 

Comments Received 
Solicited Comments on Dakota Access Pipeline Project 

Proposed Crossing of Flowage Easements Near Upper End 

of Lake Sakakawea and Federal Lands at Lake Oahe in 

North Dakota 

May 2015 
Scoping Mailing List 
Contact Information Date Letter was Mailed Date Comments Received EA Section Addressing Comment

American RiversKristen McDonald1101 14th Ave. NW STE 1400

Washington, DC 20005Ͳ5637

3/30/2015 Pending

Bureau of Indian AffairsͲFort Berthold Agency

Howard Bemer

Earl Silk

PO Box 370New Town, ND 58763

3/30/2015 Pending

Bureau of Indian AffairsͲGreat Plains Regional OfficeBenjamin William

115 4th Avenue Southeast

Aberdeen, SD 57401

1st mailing 3/30/2015

2nd mailing 4/23/2015 Pending

Bureau of Indian AffairsͲStanding Rock

Robert Demery

PO Box EFort Yates, ND 58538

3/30/2015 Pending

Bureau of Land Management

Rick Rymerson

99 23rd Avenue West, Suite A

Dickinson, ND 58601

3/30/2015 Pending

Dakota Prairie Grasslands

Dennis Neitzke1200 Missouri Ave.Bismarck, ND 58504

3/30/2015 Pending

Dakota Resource Council

Mark TrechockPO Box 1095

Dickinson, ND 58601

3/30/2015 Pending

BismarckͲMandan Development Association

Brian Ritter

400 East Broadway Avenue, Suite 417

Bismarck, ND 58501

3/30/2015 Pending

Morton County Commissioners

Dawn Rhone

210 2nd Ave NW

Mandan, ND 58554

3/30/2015 Pending

AGENCIES
Morton County Extension Agent

Kari Presler

210 2nd Ave NWMandan, ND 58554Ͳ3158

3/30/2015 Pending

Morton County Weed Board

Wayne Carter

2916 37th St. NW

Mandan, ND 58554

3/30/2015 Pending

Emmons County CommissionersMarlys Ohlhauser

PO Box 129Linton, ND 58552

3/30/2015 Pending

Emmons County Extension Agent

Connie Job100 SW 4th St.

Linton, ND 58552

3/30/2015 Pending

Emmons County Weed Board

Sam Renschler510 Sampson Ave.

Linton, ND 58552

3/30/2015 Pending

Williams County Commissioner District 1Martin Hanson

7783 141st Ave. NW

Zahl, ND 58856

3/30/2015 Pending

Williams County Extension Agent

302 East BroadwayWilliston, ND 58801

3/30/2015 Pending

Williams County Weed BoardJim Basaraba

109 Main St

Williston, ND 58801Ͳ6018

3/30/2015 Pending

National Audubon Society State Office

Genevieve Thompson

118 Broadway, Suite 512

Fargo, ND 58102

3/30/2015 Pending

U.S.D.A. Natural Resources Conservation Service

Kyle HartelPO Box 583Watford City, ND 58854

3/30/2015 Pending
U.S.D.A. Natural Resources Conservation Service

Michele R. Doyle

2540 Overlook LaneMandan, ND 58554Ͳ1593

3/30/2015 Pending

U.S.D.A. Natural Resources Conservation ServiceJennifer M.H. Vetter318 Broadway St. S

Linton, ND 58552Ͳ7612

3/30/2015 Pending

U.S.D.A. Natural Resources Conservation ServiceDavid Schmidt1106 West 2nd St

Williston, ND 58801Ͳ5804

3/30/2015 Pending

NDSU Dept of Soil ScienceͲDepartment Chair

Tom DeSutter214 Walster Hall, Box 6050

Fargo, ND 58108Ͳ6050

3/30/2015 Pending

North Dakota Council of Humane Societies

Leo Keelan1948 Anderson Drive

Minot, ND 58701

3/30/2015 Pending

North Dakota Department of Health

Peter Wax600 East Boulevard

Bismarck, ND 58505

3/30/2015 Pending

North Dakota Farm BureauDoyle Johannes

4900 Ottawa Street

Bismarck, ND 58503

3/30/2015 Pending

North Dakota Forest Service

Larry Kotchman307 1st Street East

Bottineau, ND 58318Ͳ1100

3/30/2015 4/22/2015

Section 2.0 Construction Sequence

and Construction Mitigation

Measures; Section 4.5 Aquatic

Resources

North Dakota Game & Fish DepartmentSteve DykeBruce Kreft

Terry Steinwand100 N. Bismarck Expressway

Bismarck, ND 58501Ͳ5095

3/30/2015 Pending
North Dakota Game & Fish Department

Dave Fryda

Fred Ryckman

406 Dakota Ave

Riverdale, ND 58565

3/30/2015 Pending

North Dakota Game & Fish Department

Kent Luttschwager

13932 West Front StreetWilliston, ND 58801Ͳ8602

3/30/2015 Pending

North Dakota Industrial CommissionͲOil and Gas Div.

Lynn Helms

Bruce E. Hicks600 East Boulevard

Bismarck, ND 58505

3/30/2015 4/16/2015 Section 4.1.2 Mineral Resources;

Section 4.1.3 Geological Hazards;

Section 4.1.4 Paleontology

North Dakota Land Department

Mike Brand

1707 North 9th St.Bismarck, ND 58501Ͳ1853

3/30/2015 Pending

North Dakota Parks & Recreation DepartmentKathy Duttenhefner

1600 East Century Avenue, Suite 3

Bismarck, ND 58503Ͳ0649

3/30/2015 4/20/2015 Section 4.3.1 Vegetation; Section 4.4 Wildlife Resources; Section 4.5

Aquatic Resources

North Dakota Petroleum Council

Ron Ness

PO Box 1395Bismarck, ND 58502

3/30/2015 Pending

North Dakota State Historical Society

Susan Quinnell

612 East Boulevard Ave.

Bismarck, ND 58505

3/30/2015 4/2/2015 Section 4.7.1 Cultural Resources

Studies

North Dakota State Water Commission

John Paczkowski

900 East Boulevard Ave.Bismarck, ND 58505Ͳ0850

3/30/2015 Pending

North Dakota Tourism Division

Sarah Otte Coleman

PO Box 2057Bismarck, ND 58502Ͳ2057

3/30/2015 Pending
U.S. Army Corps of Engineers, Regulatory Office

Daniel Cimarosti

1513 12th St. SEBismarck, ND 58504

3/30/2015 Pending

U.S. Fish and Wildlife Service, North Dakota Field Office

Scott Larson3425 Miriam Avenue

Bismarck, ND 58501Ͳ7926

3/30/2015 Pending

USDAͲAPHISͲWS

Philip Mastrangelo

2110 Miriam Drive, Suite A

Bismarck, ND 58501

3/30/2015 Pending

USDAͲNatural Resources Conservation ServiceͲNorth Dakota State

OfficeMary Podoll

220 East Rosser Avenue, Room 270

Bismarck, ND 58502Ͳ5020

3/30/2015 4/13/2015

Section 4.1.5 Soils; Section 4.2.3

Wetlands

USDOIͲOffice of Surface Mining Reclamation and EnforcementͲDick

Cheney Federal BuildingJeffrey Fleischman

150 East B Street, Rm 1018

Casper, WY 82601Ͳ7006

3/30/2015 4/13/2015

Section 1.1 Project Description

U.S. Army Corps of Engineers Omaha District; CENWOͲPMͲAA

Tiffany Vanosdall

1616 Capitol Avenue

Omaha, NE 68101Ͳ4901

3/30/2015 Pending

North Dakota Parks & Recreation DepartmentJesse Hanson1600 E. Century Ave, Suite 3

Bismarck, ND 58503Ͳ0649

3/30/2015 Pending

North Dakota Chapter of the Wildlife SocietyKory RichardsonPO Box 1442Bismarck, ND 58502

3/30/2015 Pending

Sierra ClubͲNorth Dakota Office

Blaine Nordwall311 N. Mandan St.

Bismarck, North Dakota 58501

1st mailing 3/30/2015

2nd mailing 4/23/2015 Pending

LANDOWNERS
Kenneth Kjos

1826 15th Ave.

Williston, ND 58801Ͳ3166

3/30/2015 Pending

Dennis NelsonWilliams Co. Highway Department

213 11th St

W

Williston, ND

58801

1st mailing 3/30/2015

2nd mailing 5/6/2015

Pending

Ken Gardner

Buford Township14890 39th Circle NW

Williston, ND 58801

3/30/2015 Pending

Carlen Welty14859 39th CircleWilliston, ND 58801

3/30/2015 Pending

David C. Braaten2201 13th Ave

Williston, ND 58801

3/30/2015 Pending

Steven Mortenson14018 49th St NW

Williston, ND 58801

3/30/2015 Pending

William Dobias Family Trust

PO Box 105Forsyth, MT 59327Ͳ0105

3/30/2015 Pending

David A. Meyer3285 67th St

Flasher, ND 58535Ͳ9724

3/30/2015 Pending

Patricia Higginsc/o Morris A. Tschider POA

418 East Rosser Ave, Suite 200

Bismarck, ND 58501Ͳ4046

3/30/2015 Pending

Leialoha Family Trust

18 Huckleberry Lane

Greenwich, CT 06831Ͳ3341

3/30/2015 Pending
Scoping Letter and Figures 
1 | Page

VIA CERTIFIED MAIL 

March 24, 2015 

[insert contact name] 

[insert contact address] 

Re: Request for Comments on Dakota Access Pipeline Project Proposed Crossing of Flowage 

Easements Near Upper End of Lake Sakakawea and Federal Lands at Lake Oahe in North 

Dakota 

Dear [insert contact name]: 

Dakota Access, LLC (Project Proponent, Applicant) is proposing to construct the Dakota Access 

Pipeline (DAPL) Project. The overall proposed DAPL Project is an approximate 1,150 mile long light 

crude oil pipeline project beginning near Stanley, North Dakota, and ending at Patoka, Illinois. In 

North Dakota (see attached Figure 1) the proposed pipeline is approximately 358 miles in length and 

is proposed to cross flowage easements retained by the U.S. Army Corps of Engineers (Corps) near the 

upper end of Lake Sakakawea and on Corps managed Federal land at Lake Oahe by utilizing 

trench/backfill and Horizontal Directional Drill (HDD) techniques. See attached Figures 2a, 2b and 3

for a map of crossing locations. The proposed crossings will require real estate actions and regulatory 

permits from the Corps to cross federal lands and flowage easements, which are the federal actions 

associated with this request for comment on the proposed Project. 

Background 

The Lake Sakakawea crossing location is proposed to be installed across Corps Flowage Easements 

(Figures 2a and 2b). The Lake Oahe crossing location will cross below lands owned by the federal 

government under management by the Corps (Figure 3). Dakota Access, LLC is sending this letter on 

behalf of the Corps as the designated non-federal representative for compliance with the National 

Environmental Policy Act of 1969 (NEPA), the Council on Environmental Quality (CEQ) Regulations (40 

Code of Federal Regulations (CFR) 1500-15-8), Corps of Engineers Regulation ER 200-2-2 (33 CFR Part 

230) and related environmental compliance requirements for these crossings. In addition to other 

requirements, the Lake Sakakawea and Lake Oahe crossings portions of this Project shall comply with 

the National Historic Preservation Act (Section 106); Tribes, Tribal Historic Preservation Offices, State 

Historic Preservation Offices, Advisory Council on Historic Preservation and interested parties will be 

consulted with by Corps Omaha District personnel as required through their Programmatic 

Agreement with Tribes that reside within the Missouri River basin. 

These crossings will require Department of the Army (DA) authorization under either Section 404 of 

the Clean Water Act (Section 404) and/or Section 10 of the Rivers and Harbors Act (Section 10). At 

this time it is not known how many additional crossings may require DA authorization; however, the 
2 | Page

Corps will not have regulatory authority over the entire proposed pipeline project. It is anticipated 

that the majority of the approximate 620-miles of the proposed pipeline construction in the Omaha 

District will occur in uplands and not impact waters of the United States. The DA - Omaha District will 

evaluate each separate and distinct crossing of waters of the United States as a single and complete 

project, consistent with the requirements of Nationwide Permit 12 (NWP 12) for utility lines. A single 

and complete project includes crossings of a single Waters of the U.S. at a specific location. 

The affect analysis is being completed in accordance with CEQ regulations in Section CFR 1506.5(b), 

which allows an applicant to prepare an Environmental Assessment (EA) for a federal action in 

coordination with the lead federal agency (i.e. Corps). The Corps will make a final determination 

regarding compliance of the activities with NEPA and NWP 12 once complete information is received.

The Corps will independently evaluate and verify the information and analysis undertaken in the EA 

and take full responsibility for the scope and content contained within. 

DAPL Project Description 

Flowage Easement Crossings Near Lake Sakakawea/Missouri River 

The proposed flowage easement crossings are located in Sections 7, 18, 19, and 30, Township 152 

North, Range 103 West in Williams County, North Dakota (see attached Figures 2a and 2b) for a total 

of 2.97 miles (15,692 feet). The proposed pipeline is routed parallel to an existing buried pipeline, and 

associated valve sites, that crosses the Missouri River and Corps Flowage Easements just west of the 

DAPL pipeline. The proposed pipeline route crosses seven privately owned tracts of land which 

contain Corps Flowage Easements. 

The majority of the pipeline would be installed using conventional trench/backfill construction 

methods across the easements; 14,122 feet of the total 15,692 feet across the easements. The 

remainder of the footage will be drilled in association with the Lake Sakakawea/Missouri River 

crossing. The HDD entry point and pipeline stringing corridor are located on the easements. The 

exact HDD entry and exit locations are pending review of geotechnical investigations, but preliminary 

design indicates that potential HDD crossing length is approximately 2,700 feet. The HDD entry 

workspace would be located on one of the flowage easement tracts (Corps Easement LL3440E) north 

of the river. A valve used for operation of the planned pipeline would be installed near the HDD entry 

point on one of the flowage easement tracts. All contours would be restored to preconstruction 

contours and conditions, except for the valve site that would be graveled and fenced in. All above 

ground structures placed within flowage easements (e.g. fill) may require excavation from the 

easement in order to retain flood retention as calculated when the flowage easements were obtained 

by the Corps. The exact location of excavation is yet to be determined, but would be within the 

easement for which the valve site is retained. 

Federal Lands Crossing at Lake Oahe 

The proposed Lake Oahe crossing is located in Section 10, Township 134 North, Range 79 West in 

Morton County, North Dakota, and Section 11, Township 134 North, Range 79 West in Emmons 

County, North Dakota (Figure 3). The proposed pipeline is routed to parallel existing linear 

infrastructure (an overhead powerline and a buried pipeline) across Lake Oahe. The exact entry and 

exit locations are pending review of geotechnical investigations, but preliminary design indicates an 

HDD crossing of 7,500 feet (Figure 4). 
3 | Page

Request for Comment 

Dakota Access, LLC respectfully requests your comments on the proposed flowage easement 

crossings near Lake Sakakawea and federal lands crossing at Lake Oahe and any information you may 

have that will assist in evaluating potential impacts and preparation of an EA in compliance with NEPA 

requirements. We request information you may have regarding resources and/or concerns about the 

proposed Project crossing location at these locations which will be reviewed and assessed in the EA 

document. Specifically, if special features exist with the Project crossing areas (e.g., culturally sensitive 

areas, domestic water resources, sensitive wildlife habitat, noxious weeds, etc.), please let us know. 

Please note that the Corps has the ultimate responsibility to determine whether or not to approve the 

proposed action. If approved, the Corps will decide the terms and conditions under which the Project 

crossing should occur (e.g. timing restrictions to reduce disturbance to wildlife, recreation or other 

concerns; revegetation guidelines, monitoring requirements, etc.). 

Copies of correspondence received in response to this letter will be evaluated and included with the 

EA document to be prepared for the Project crossings. Dakota Access, LLC respectfully requests 

receipt of your comments within 30 calendar days of receipt of this letter. We appreciate your 

assistance and timely response with this request. Should you have any questions or comments, please 

contact me at 713.898.8222 (cell), 713.989.7186 (office) or Monica.Howard@energytransfer.com. 

Sincerely, 

Dakota Access, LLC 

Monica Howard 

Director Environmental Sciences 

cc: Johnathan Shelman, Corps Environmental Resource Specialist, Omaha District 

Enc. Figure 1 Dakota Access Pipeline Project Map 

Figures 2a and 2b Dakota Access Pipeline Project Proposed Crossing of Flowage Easements 

Near Upper End of Lake Sakakawea 

Figure 3 Dakota Access Pipeline Project Proposed Crossings of Federal Lands at Lake Oahe 

Figure 4 Dakota Access Pipeline Project Conceptual Site Plan and Profile Lake Oahe HDD 
"S

"S

Missouri River

Lake Oahe

South Dakota

North Dakota

Canada

Dunn

McKenzie

Morton

Williams

Mountrail

Emmons

Mercer

M cKe nz ie

William s

Canada

NE

MN

WI

KS

CO MO

MT

MI

WY

IN

KY

Iowa

Illinois

South Dakota

North Dakota

0 25 50

Miles Figure 1

Dakota Access Pipeline Project Map

Date: (2/24/2015) Source: Z:\Clients\E_H\Energy_Transfer\DAPL\ArcGIS\2015\02\EA_Agency_Letter\Figure_1_DAPL_Project_Map.mxd

p Proposed Route

Centerline

For Environmental Purposes Only
"S

150th Ave NW

39th Cir NW

39th St NW

149th Ave NW

40th Ln

149th Rd NW

ND-WI-245.000

ND-WI-246.000

ND-WI-247.000 ND-WI-246.200

ND-WI-248.000

ND-WI-245.200

ND-WI-244.200

ND-WI-248.300

ND-WI-249.000

ND-WI-244.000

ND-WI-249.300

92

93

93.5

91.5

92.5

T152N R103W Sec. 18

T152N R103W Sec. 7

T152N R103W Sec. 17

T152N R103W Sec. 19

T152N R103W Sec. 8

T152N R104W Sec. 13

T152N R103W Sec. 20

T152N R104W Sec. 12

T152N R104W Sec. 24

LL3431E

LL3430E

LL3450E-2

LL3453E

LL3426E-2

LL3483E-1

LL3426E-2

LL3426E-2

0 600 1,200

Feet

1 inch = 1,200 feet

Figure 2a

Dakota Access Pipeline Project Proposed 

Crossing of Flowage Easements Near 

Upper End of Lake Sakakawea

Date: (3/6/2015) Source: Z:\Clients\E_H\Energy_Transfer\DAPL\ArcGIS\2015\02\EA_Agency_Letter\Figure_2a_DAPL_Proposed_Easement_North_Missouri_River.mxd

p

Proposed Milepost

"S Proposed Valve Site (50' x 75')

Proposed Route Centerline

Proposed 50ft Permanent Easement

HDD Workspace and Stringing Area

Proposed Construction Workspace

Tracts

For Environmental Review Purposes Only COE Flowage Easement Area

North Dakota

Canada
"S

Missouri River

38th St NW

150th Ave NW

39th St NW

149th Rd NW

ND-WI-247.000 ND-WI-246.200

ND-WI-248.300

ND-WI-249.000

ND-WI-250.000

ND-WI-248.000

ND-WI-246.000

ND-WI-251.000

ND-WI-245.200

ND-WI-249.300

ND-WI-245.000

ND-WI-251.200

93

94

93.5

94.5

92.5

T152N R103W Sec. 19

T152N R103W Sec. 20

T152N R103W Sec. 18

T152N R103W Sec. 17

T152N R103W Sec. 30 T152N R103W Sec. 29

LL3440E

LL3430E

LL3453E

LL3483E-1

LL3450E-2 LL3431E

0 600 1,200

Feet

1 inch = 1,200 feet

Figure 2b

Dakota Access Pipeline Project Proposed 

Crossing of Flowage Easements Near 

Upper End of Lake Sakakawea

Date: (3/6/2015) Source: Z:\Clients\E_H\Energy_Transfer\DAPL\ArcGIS\2015\02\EA_Agency_Letter\Figure_2b_DAPL_Proposed_Easement_North_Missouri_River.mxd

p

Proposed Milepost

"S Proposed Valve Site (50' x 75')

Proposed Route Centerline

Proposed 50ft Permanent Easement

HDD Workspace and Stringing Area

Proposed Construction Workspace

Tracts

For Environmental Review Purposes Only COE Flowage Easement Area

North Dakota

Canada
Figure 3

Dakota Access Pipeline Project Proposed Crossings of 

Federal Lands at Lake Oahe 

d Z:\Clients\E_H\Energy_Transfer\DAPL\ArcGIS\2015\02\EA_Agency_Letter\Figure_3_DAPL_Proposed_Easement_Missouri_River_Lake_Oahe.mx Source: (3/23/2015) Date: 

"S

"S

!(

!(

!(

!(

!(

!(

!(

ND-MO-192.000

Private Land

ND-MO-193.000

Private Land

ND-MO-195.000

Private Land

ND-MO-196.000

Private Land

ND-MO-194.000

Private Land

ND-MO-197.000

Private Land

ND-MO-198.000

United States of America

ND-EM-002.000

Private Land

ND-EM-001.000

Private Land

ND-MO-199.000

United States of America ND-EM-002.300

Private Land

ND-MO-199.900

Lake Oahe

United States of America

ND-EM-001.100

United States of America

State Hwy 1806

State Hwy 1804 67th St SW

T134N R79W Sec. 9 T134N R79W Sec. 11

T134N R79W Sec. 10

T134N R79W Sec. 16 T134N R79W Sec. 15 T134N R79W Sec. 14

T134N R79W Sec. 2 T134N R79W Sec. 3

T134N R79W Sec. 4

T134N R79W Sec. 8

T134N R79W Sec. 17

T134N R79W Sec. 5

166.5

165

166

167

164.5

165.5

167.5

For Environmental Review Purposes Only

!( Proposed Milepost

"S Proposed Valve Site (50' x 75')

Proposed Route CenterlineProposed 50ft Permanent EasementHDD Workspace and Stringing AreaProposed Construction WorkspaceTracts

North Dakota

Canada

0 875 1,750

Feet

1 inch = 1,750 feet

M i s s o u r i R i v e r / L a k e O a h e

p
61 05

1700 1650 0071

0. 661 P M

MP 166.5

MP 167.0

5. 761 P M

PROPOSED LO-B-3N. 16876473.92914E. 1239005.64260

LAT. N46° 26' 17.2192"LONG. W100° 35' 33.7966"

PROPOSED LO-B-4

N. 16876608.33334

E. 1239839.86073

LAT. N46° 26' 18.7117"

LONG. W100° 35' 21.9238"

PROPOSED LO-B-5N. 16876684.66291E. 1241094.42984LAT. N46° 26' 19.7138"LONG. W100° 35' 04.0321"

PROPOSED LO-B-6

N. 16876805.08724

E. 1242288.15925

LAT. N46° 26' 21.1384"

LONG. W100° 34' 47.0215"

1700

ND M- O-199.900

ND E- M-002.000

ND M- O-198.900

ND M- O-197.000

ND-MO-199.000

ND E- M-001.000

200'

50'

250'

150'

CONCEPTUAL

HDD ENTRY POINT

N. 16877035.65755

E. 1244049.30458

LAT. N46° 26' 23.7611"

LONG. W100° 34' 21.9398"

250'

175'

200'

150'

CONCEPTUAL

HDD EXIT POINTN. 16876250.75915E. 1236590.48869LAT. N46° 26' 14.5344"LONG. W100° 36' 08.2166"

PROPOSED LO-B-2N. 16876319.02322E. 1237513.70705LAT. N46° 26' 15.3928"LONG. W100° 35' 55.0544"

CLAYEY SAND W/ OCCASIONAL GRAVEL

FINE TO COARSE GRAVEL W/ SILT AND SAND

70'

64'

SANDY CLAY W/

OCCASIONAL FINE GRAVEL

SANDY CLAY

SAND

SILTY SAND

CLAY

SANDY SILT

CLAY

SANDY SILT

SILTY SAND 10

20

13

11

7

6

95

6

10131311118

422044

1839

2826

31

40

58333139

48

54

67

SANDSAND W/ CLAYCLAYEY SANDSAND W/ INTERBEDDED CLAYSTONESAND W/ TRACE CLAYSAND W/ CLAYCLAY

SILTY SAND

100/15"100/15"

65

50/5"50/6"50/5"50/4"50/4"50/5"50/5"50/6"

100/14"100/16"100/16"100/15"100/15"100/15"

50/6"

100/16"

50/4"

63

100/16"

50/4"50/4"32/3"50/3"50/1"50/6"50/4"50/3"

67

50/4"50/6"

73

100/15"

50/5"50/6"50/3"

70

50/5"50/4"50/3"

10

15

1613135264

111'

FIGURE 

: MAM P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD Figure 2.dwg\TAB:Figure 2A modified on Mar 09, 2015 - 7:51pm MWC Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. GeoEngineers, Inc. has not verified the field location of the existing utilities. Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Aerial image taken from Google Earth Pro © 2015, licensed to GeoEngineers, Inc., image dated 09/30/13. Ground surface survey provided by Wood Group Mustang, Inc. Shape files provided by Contract Land Staff, LLC.

CONCEPTUAL 30" HORIZONTAL DIRECTIONAL DRILL - 7,500'

SPT (N)

TYPE OF SOIL

DATUM:

HORIZONTAL:

VERTICAL:

NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W

NAVD 88

LO-B-7

CONCEPTUAL 30" HDD PROFILE

CONCEPTUAL

HDD ENTRY POINT

CONCEPTUAL HDD

EXIT POINT

LAKE OAHE

PROPOSED LO-B-6

(DEPTH 140')

PROPOSED LO-B-5

(DEPTH 140')

PROPOSED LO-B-4

(DEPTH 140')

PROPOSED LO-B-3

(DEPTH 140')

PROPOSED LO-B-2

(DEPTH 165')

LO-B-1

CONCEPTUAL PRODUCT PIPESTRINGING AND FABRICATION

AREA (SEE FIGURE 2B FOR LAYOUT)

EMMONS COUNTY

MORTON COUNTY

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON & EMMONS COUNTIES, NORTH DAKOTA

DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL SITE PLAN AND PROFILE

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

LEGEND:

Proposed Boring Location

Major Contour - 50' IntervalMinor Contour - 10' Interval

ISSUED DATE: MARCH 09, 2015

GROUND SURFACE (SURVEY)

LAKE OAHE(APPROX. WATER LEVEL)

EXISTING PIPELINE

PROPERTY LINE (TYP.)

CONCEPTUAL TEMPORARY

HDD ENTRY WORKSPACE

CONCEPTUAL

TEMPORARY HDD

EXIT WORKSPACE

MATCH LINE (SEE FIGURE 2B)

PROPOSED DAKOTA

ACCESS PIPELINE

ALIGNMENT (03-09-2015)

EDGE OF

WATER (TYP.)

LO-B-1

LO-B-7

FLUID EQUILIBRIUM

ELEVATION (1638')
81 00

1750

1700

1700

1750

1800

MP 165 5.

0. 661 P M

7'

9'

7'

FIGURE 

: MAM P:\18\18782011\01\CAD\Crossings\North Dakota\Lake Oahe\Drawings\Lake Oahe HDD Figure 2.dwg\TAB:Figure 2B modified on Mar 09, 2015 - 7:55pm MWC Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. can not guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. GeoEngineers, Inc. has not verified the field location of the existing utilities. Reference: Ground surface DEM (1/3 Arc Second) downloaded from http://NationalMap.Gov. Aerial image taken from Google Earth Pro © 2015, licensed to GeoEngineers, Inc., image dated 09/30/13. Ground surface survey provided by Wood Group Mustang, Inc. Shape files provided by Contract Land Staff, LLC. DATUM: HORIZONTAL: VERTICAL: NAD83 with UTM Datum, Zone 14, US Foot; Central Meridian 99° W NAVD 88

CONCEPTUAL PRODUCT PIPESTRINGING AND FABRICATION

AREA (100' X 7,575)

PROPOSED 30" PIPELINE

LAKE OAHE HDD

MORTON & EMMONS COUNTIES, NORTH DAKOTA

DAKOTA ACCESS PIPELINE PROJECT

CONCEPTUAL STRINGING WORKSPACE

NOT FOR CONSTRUCTION

FOR DISCUSSION ONLY

LEGEND:

Proposed Boring Location

Major Contour - 50' IntervalMinor Contour - 10' Interval

ISSUED DATE: MARCH 09, 2015

GROUND SURFACE (DEM)

EXISTING PIPELINE

MATCH LINE (SEE FIGURE 2A) PROPOSED DAKOTA ACCESS PIPELINE ALIGNMENT (03-09-2015)

LO-B-1

CONCEPTUAL PRODUCT PIPESTRINGING ALIGNMENT

800 FT. R (TYP.)

CONCEPTUAL PRODUCT PIPESTRINGING PROFILE

ND-MO-194.000

ND-MO-195.000

3,000 FT R.

H GI WH

AY 1806

PROPERTY LINE (TYP.)

WATERBODY (TYP.)

SURVEYED WETLAND (TYP.)

ACCESS ROAD
Comments Received To Date with Responses 
Liz Smith, Forestry Incentives Specialist, NDSU-ND Forest Service 

Jamestown Field Office 300 2nd Ave NE, Suite 208A Jamestown, North Dakota 58401 

701-400-8330 liz.smith@ndsu.edu www.ndsu.edu/ndfs 

April 22, 2015 

Monica Howard, Director Environmental Services, Dakota Access LLC 

Submitted via email: Monica.Howard@energytransfer.com

Re: Dakota Access Pipeline Proposed Crossings at Lake Sakakawea and Lake Oahe 

 

Dear Ms. Howard, 

The North Dakota Forest Service has reviewed the information concerning the abovereferenced project with regard to possible impacts on North Dakota’s forest resources. North 

Dakota’s forests provide wildlife habitat, recreational opportunities, stabilize river banks, filter 

water runoff from adjacent agricultural lands, provide wood products, serve as seed sources for 

conservation tree production, increase the botanical diversity of the state, and provide 

important wildlife habitat. We encourage the project proponent to replace any trees or shrubs 

removed during the construction of this project. 

Native cottonwood forests occurring within the Missouri River floodplain have been identified 

in North Dakota’s Statewide Assessment of Forest Resources and Forest Resource Strategy as 

high priority forest areas. We note that the proposed project crosses through a forest of this 

type at the location noted as Milepost 94.5 in Figure 2b provided. We encourage the project 

proponent to utilize construction techniques that will avoid or minimize disturbance of the 

forest in this area. 

If you have any questions regarding our comments, please feel free to contact this office. 

Sincerely, 

Liz Smith, ND Forest Service 

Cc: Larry Kotchman, State Forester 
Archived: Thursday, April 23, 2015 9:25:39 AM

From: Howard, Monica

Sent: Wednesday, April 22, 2015 12:34:31 PM

To: Elizabeth Smith

Cc: Larry Kotchman; Dennis Woods; Ashley Thompson; Meghan.Oh@hdrinc.com

Subject: RE: North Dakota Forest Service Comments re: Dakota Access Pipeline

Importance: Normal

Attachments:

Dakota Access Sakakwea and Oahe .pdf ;

Ms. Smith,

Thank you for your email and comments. I want to assure you that Dakota Access will adhere to the tree and

shrub replanting regulations set forth by the North Dakota Public Service Commission. With regard to the

forested area at the Missouri River, there will be no surface disturbance as a result of the project due do our

horizontal directional drill beneath the river. We will have to selectively cut trees within 15 feet of the

centerline for federal operational compliance; however, I would like to note that the tree density over our

alignment here is low compared to the majority of the forest along the bank (please see aerial screen shot

below).

Please do not hesitate to contact me with any additional questions or concerns relative to the project.

Thank you,

Monica Howard

Director Environmental Sciences

713-989-7186 (o)

713-898-8222 (c)
From: Elizabeth Smith [mailto:liz.smith@ndsu.edu]

Sent: Wednesday, April 22, 2015 10:42 AM

To: Howard, Monica

Cc: Larry Kotchman

Subject: North Dakota Forest Service Comments re: Dakota Access Pipeline

Dear Ms. Howard,

Attached please find comments regarding the Dakota Access Pipeline Proposed Crossings at Lake Sakakawea

and Lake Oahe.

Liz Smith

Forestry Incentives Specialist

NDSU-ND Forest Service

liz.smith@ndsu.edu

300 2nd Avenue NE, Suite 208A

Jamestown, ND 58401

701.400.8330

Private and confidential as detailed here. If you cannot access hyperlink, please e-mail sender.








Archived: Thursday, April 23, 2015 9:28:06 AM

From: Howard, Monica

Sent: Monday, April 13, 2015 9:39:44 AM

To: Sieving, John

Cc: Jeffrey W Fleischman; Dennis Woods; Ashley Thompson; Oh, Meghan; steve.rowe@hdrinc.com

Subject: RE: Request for comment Dakota Access Pipeline Project

Importance: Normal

Hi Mr. Sieving,

Thank you for your response. We will follow-up as needed based on additional review of the Coyote Creek

Mine.

Sincerely,

Monica Howard

Director Environmental Sciences

713-989-7186 (o)

713-898-8222 (c)

From: Sieving, John [mailto:jsieving@osmre.gov]

Sent: Monday, April 13, 2015 9:36 AM

To: Howard, Monica

Cc: Jeffrey W Fleischman

Subject: Request for comment Dakota Access Pipeline Project

Ms. Howard,

The Office of Surfacing Mining Reclamation and Enforcement (OSMRE), Casper Area Office, has

received your request for comments concerning the Dakota Access Pipeline Project Proposed

Crossing of Flowage Easements Near the Upper End of Lake Sakakawea and Federal Lands at Lake

Oahe in North Dakota. It does not appear that the project intersects any lands currently regulated by

this agency. As such, this office has no comment on the proposed project.

The proposed pipeline does, however, appear to extend just southwest of the Coyote Creek Mine

(Permit NACC-1302), in Mercer County, ND. This is a new operation and has only been permitted

since October of last year. Any questions concerning this mine may be addressed to the North Dakota

Public Service Commission, which is the primary regulatory authority concerning mining operations

in North Dakota.

Thank you for your inquiry. To address any further questions or follow up, feel free to contact John

Sieving, Physical Scientist (307) 261-6541 or Jeff Fleischman, DFD Chief, (307) 261-6550.

--

John Sieving

Physical Scientist

Office of Surface Mining

Casper Field Office

150 East "B" St.

Casper, WY 82601

Office: (307)261-6541
Cell: (307)315-4261

jsieving@osmre.gov

Private and confidential as detailed here. If you cannot access hyperlink, please e-mail sender.



APPENDIX K 

Notice of Availability of Draft EA for Comment (pending)