CECW-EP 

Pamphlet 

No. 1110-1-16 

DEPARTMENT OF THE ARMY 

U.S. Army Corps of Engineers 

Washington, DC 20314-1000 

Engineering and Design 

EP 1110-1-16 

28 February 1997 

HANDBOOK FOR THE PREPARATION OF 

STORM WATER POLLUTION PREVENTION PLANS 

FOR CONSTRUCTION ACTIVITIES 

1. Purpose. This pamphlet provides guidance for the preparation and development of plans for the prevention 

of storm water pollution at construction projects. Section 402 of the Federal Water Pollution Control Act (the 

Clean Water Act) requires that such plans be made. 

2. Applicability. This pamphlet applies to HQUSACE elements and USACE commands having civil works and 

military construction responsibilities. 

3. Discussion. In 1972, the CW A was amended to provide that the discharge of pollutants to waters of the United 

States from any point source is prohibited unless the discharge is in compliance with a National Pollutant 

Discharge Elimination System (NPDES) permit. In 1987, amendments to the CW A were added as Section 402(p) 

which established a framework for regulating municipal and industrial discharges of storm water under the 

NPDES. Regulations that established NPDES application requirements for these discharges were promulgated 

by the U.S. Environmental Protection Agency (EPA). In 1992, additional regulations broadened the classification 

for industrial discharges to include discharges associated with construction activiti~s. EPA defined construction 

activities to include clearing, grading, or excavation that results in the disturbance of at least 5 acres of total land 

area. EPA regulations require that such activities disturbing 5 acres or more be regulated as an industrial activity 

and be covered by an NPDES permit. Construction activity on sites of less than 5 acres require an NPDES permit 

if the construction is part of a larger common plan of development or sale. Future revisions to the regulations are 

expected to require NPDES permits for construction activities at lest acres. Already some states are requiring an 

NPDES permit for construction sites less than 5 acres and for sites in environmentally sensitive areas. 

4. Intent. The intent of this pamphlet is to provide the planner with guidance through the NPDES permitting 

process. It is not intended to be used as a directional or operations document. 

FOR THE COMMANDER: 

Colonel, Corps of Engineers 

Chief of Staff 
EP 1110-1-16 

CECW-EP 

DEPARTMENT OF THE ARMY 

U.S. Army Corps of Engineers 

Washington, DC 20314-1000 

Pamphlet 

No. 1110-1-16 28 February 1997 

SECTION 

Engineering and Design 

HANDBOOK FOR THE PREPARATION OF 

STORM WATER POLLUTION PREVENTION PLANS 

FOR CONSTRUCTION ACTIVITIES 

Table of Contents 

PAGE 

1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 

1.1 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 

1 .2 Applicability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 

1 .3 Explanation of T arms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 

1.4 Regulatory Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 

1.5 Program Approach . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-3 

1 .6 Statement of Policy for the Storm Water Pollution Prevention Plan . . . . . . . 1-5 

2.0 PLANNING, ORGANIZATION, AND SWPPP CERTIFICATION . . . . . . . . . . . . . . 2-1 

2.1 Organization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 

2.2 SWPPP Planning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3 

2.3 Storm Water Pollution Prevention Personnel . . . . . . . . . . . . . . . . . . . . . . . 2-5 

2.4 SWPPP Certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-6 

2.4.1 Notice of Intent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-8 

2.4.2 Plan Location and Public Access . . . . . . . . . . . . . . . . . . . . . . . . . . 2-9 

2.5 Record of Revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 O 

2.6 Special Requirements - SARA Title Ill, Section 313 Facilities . . . . . . . . . . 2-11 

2.6.1 Control Measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-11 

2.6.2 Preventative Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-12 

2.6.3 Training . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-12 

2.6.4 Engineering Certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-13 

2.6.5 Monitoring Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-13 
SECTION PAGE 

2.7 Special Requirements - Discharges to 

Municipal Separate Storm Sewer Systems . . . . . . . . . . . . . . . . . . . . . . . 2-13 

2.7.1 Compliance With Municipal Storm 

Water Management Programs . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-13 

2.7.2 Availability of Plans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-14 

2.8 Special Requirements - Releases of Reportable Quantities . . . . . . . . . . . . 2-14 

3.0 SITE DESCRIPTION ............................................ 3-1 

3.1 Data Collection/Data Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 

3.1.1 Topography ......................................... 3-1 

3.1.2 Drainage Patterns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-2 

3.1.3 Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-2 

3.1.4 Ground Cover . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-3 

3.1.5 Adjacent Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-3 

3.1.6 State/Local Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 

3.2 Site Plan Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 

3.2.1 Controlled Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 

3.2.2 Critical Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 

3.2.3 Cluster Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 

3.2.4 Minimization of Imperviousness . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 

3.2.5 Utilization of Natural Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 

3.3 Storm Water Runoff Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 

3.3.1 Calculation Method .................................... 3-10 

3.4 Erosion and Sediment Control Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10 

3.4.1 Technical Assistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-15 

3.4.2 Limits of Disturbance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-16 

3.4.3 Drainage Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-16 

3.4.4 Erosion and Sediment Control Best Management Practices . . . . . . . 3-16 

3.4.4.1 Vegetative Controls ............................. 3-17 

3.4.4.2 Structural Controls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-18 

3.4.4.3 Management Measures .......................... 3-19 

4.0 SOURCE IDENTIFICATION ....................................... 4-1 

4.1 The Erosion Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 

4.1 .1 Types of Erosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 

4.1.2 Factors Influencing Erosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 

4.2 Sedimentation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 

4.2.1 Sediment Pollution and Damage . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 

4.2.2 Costs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-6 

4.3 Other Potential Nonsediment Pollutants ......................... . 

4.3.1 Nutrients ........................................... . 

4.3.2 Trace Metals ........................................ . 

4.3.3 Pesticides .......................................... . 

4.3.4 Spills and Illegal Dumping of Construction Materials ........... . 

4.3.5 Miscellaneous Wastes ................................. . 

4.4 Allowable Nonstorm Water Discharges 

ii 

4-7 

4-7 

4-7 

4-7 

4-7 

4-8 

4-8 
SECTION PAGE 

4.5 Pollutant Lists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-9 

4.6 Significant Spills or Leaks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-1 O 

4.6.1 Bulk Chemical and Fuel Storage or Transfer Areas . . . . . . . . . . . . . 4-11 

4.6.2 Vehicle and Equipment Fueling Areas . . . . . . . . . . . . . . . . . . . . . . 4-13 

4.6.3 Vehicle and Equipment Maintenance Areas . . . . . . . . . . . . . . . . . . 4-13 

4.6.4 Vehicle and Equipment Cleaning Areas . . . . . . . . . . . . . . . . . . . . . 4-14 

4.6.5 Combined Sewer Overflow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-15 

4.6.6 Onsite Sewage Disposal Systems ......................... 4-16 

4.7 Summary of Sampling Data/Existing Water Quality . . . . . . . . . . . . . . . . . . 4-16 

5.0 STORM WATER MANAGEMENT CONTROLS ......................... 5-1 

5.1 The Nonpoint Source Pollution Process . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3 

5.2 Source Control Measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-4 

5.2.1 Preventative Maintenance (PM) . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-4 

5.2.2 Requirements in PM Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-5 

5.3 Delivery Reduction Measures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-7 

5.3.1 Storm Water Management BMP's . . . . . . . . . . . . . . . . . . . . . . . . . 5-8 

5.3.2 Storm Water Retrofit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-10 

6.0 MOBILIZATION, IMPLEMENTATION, 

MONITORING, AND DOCUMENTATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 

6.1 Mobilization/Implementation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 

6.2 Site Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 

6.3 Personnel Designation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 

6.4 Training . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 

6.5 Nonstorm Water Discharges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-4 

6.5.1 Certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-4 

6.5.2 Nonstorm Water Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-4 

6.5.3 Drainage System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-5 

6.6 Final Stabilization/Termination . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-8 

APPENDIX A - List of State Contacts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A-1 

APPENDIX B - Federal Notice of Intent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-1 

APPENDIX C - Best Management Practices for Construction . . . . . . . . . . . . . . . . . . . C-1 

APPENDIX D - Inspection Checklist and Guidelines . . . . . . . . . . . . . . . . . . . . . . . . . . D-1 

APPENDIX E - Construction Project Work Sheets and Supporting Documentation . . . . E-1 

APPENDIX F - Certification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F-1 

APPENDIX G - Record of Revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G-1 

APPENDIX H - Section 313 Water Priority Chemicals . . . . . . . . . . . . . . . . . . . . . . . . . H-1 

APPENDIX I - Hazardous Substances and Reportable Quantities . . . . . . . . . . . . . . . . 1-1 

APPENDIX J - Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J-1 

iii 
1.0 INTRODUCTION 

1.1 Purpose 

EP 1110-1-16 

28 Feb 97 

This pamphlet provides guidance for the preparation and development of Storm Water 

Pollution Prevention Plans for construction projects. The requirement for such plans is 

regulated by Section 402 of the Federal Water Pollution Control Act (henceforth referred to as 

the Clean Water Act or the CWA). 

1 .2 Applicability 

The pamphlet applies to HQUSACE elements and USACE commands having civil works and 

military construction responsibilities. 

1.3 Explanation of Terms 

Terms and abbreviations used in this pamphlet are defined in Appendix J. 

1 .4 Regulatory Background 

In 1972, the CWA was amended to provide that the discharge of pollutants to waters of the 

United States from any point source is effectively prohibited unless the discharge is in 

compliance with a National Pollutant Discharge Elimination System (NPDES) permit. 

Amendments to the CWA in 1987 added Section 402{p) to the Act, which established a 

framework for regulating municipal and industrial discharges of storm water under the NPDES. 

Regulations that established NPDES application requirements for regulated municipal and 

industrial storm water discharges were promulgated by the U.S. Environmental Protection 

Agency (EPA) and published in the Federal Register on 16 November 1990. Additional 

regulations promulgated by the EPA and published in the Federal Register on 9 September 

1992 broadened the classification for industrial dischargers to include discharges associated 

1-1 
EP 1110-1-16 

28 Feb 97 

with construction activities. EPA further defined construction activities to include any clearing, 

grading, or excavation which results in the disturbance of at least 2 hectares (5 acres) of total 

land area. The EPA regulations require that construction activities disturbing an area of 

2 hectares or more be regulated as an industrial activity and covered by an NPDES permit. 

Construction activity on sites of less than 2 hectares requires a permit if the construction is 

part of a larger common plan of development or sale. Future revisions to the regulations are 

expected to require NPDES permits for construction activities at substantially less than 

2 hectares. Presently, some states are requiring an NPDES permit for construction sites less 

than 2 hectares and for construction sites located in environmentally sensitive areas. 

According to the Federal regulations, permit coverage for storm water discharges associated 

with construction activity can be obtained through individual permits or general permits. 

Individual permitting involves the submittal of specific data on a single construction project to 

the appropriate permitting agency who will issue a site-specific NPDES permit for the project. 

NP DES coverage under a general permit involves the submittal of a notice of intent (NOi) by 

the regulated construction project to comply with a general permit, to be developed by the 

EPA or a delegated State with general permitting authority. 

The final Federal regulations (40 CFR 122.26[a][6]) require that storm water associated with 

industrial activity from point sources which discharge through a nonmunicipal storm sewer 

system be regulated either under a single NPDES permit issued to the system operator (the 

principal permittee) with each discharger to the system listed as a copermittee to the operator, 

or that each discharging entity to the nonmunicipal system obtain separate permit coverage. 

The sole permitting of the nonmunicipal system is not an available option according to the 

Federal regulations since the control of discharges into a private system is often beyond the 

control of the system operator. The selection of one of the two available options is at the 

discretion of the regulating authority. 

1-2 
1.5 Program Approach 

EP 1110-1-16 

28 Feb 97 

In terms of implementing the final regulations, the states are divided into three basic 

categories: delegated NPDES states with general permitting authority; delegated NPDES 

states without general permitting authority; and states without NPDES delegated authority. 

Most states have moved toward implementation of the permitting process. However, not all 

state programs are in place at this time. Appendix A contains a list of contacts for each state, 

and readers are encouraged to contact the applicable regulatory representatives for up-to-date 

information early in the permitting process. 

The first step in the NPDES permitting process is the development of a Storm Water Pollution 

Prevention Plan (SWPPP). The SWPPP has two major objectives: (1) to identify the source of 

pollutants that affect the quality of the industrial storm water discharge; and (2) to describe 

practices which shall be implemented to reduce the pollutants in the industrial storm water 

discharge. The SWPPP is a requirement of the storm water discharge permit and is 

considered by EPA to be a very important requirement of the NPDES permit. EPA requires 

the development of a SWPPP for each construction activity covered by a general permit. 

SWPPP's shall be prepared in accordance with good engineering practices emphasizing storm 

water Best Management Practices (BMP's) and complying with Best Available Technology 

Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT). 

The SWPPP shall identify potential sources of pollution which may reasonably be expected to 

affect storm water discharges associated with the construction activity. In addition, the 

SWPPP shall describe and ensure the implementation of practices which are to be used to 

reduce pollutants in storm water discharges associated with the construction activity and to 

assure compliance with the terms and conditions of this permit. Facilities must implement the 

provisions of the SWPPP required under this part as a condition of this permit. 

This pamphlet is to be used as an environmental guidance manual for developing SWPPPs 

for construction activities. It is not designed or intended to be used as a directional or 

operations document. Any operations developed for construction activity must be in 

1-3 
EP 1110-1-16 

28 Feb 97 

compliance with EPA and other Federal and state regulations. The storm water control 

measures and practices described herein should be used only when they meet or exceed all 

applicable EPA or other Federal and state regulations concerning the control of hazardous or 

toxic materials, erosion, sedimentation, storm water management, pollutants, and worker 

safety. Any pollution prevention measures used on a construction site, but not identified 

herein, should be included in the SWPPP. 

Construction activities that are covered by the EPA baseline general permit (Issued 

3 September 1992) must have a completed SWPPP prior to moblllzatlon. It must 

Include the following: 

1. Certifications required under Part IV.E of the general permit, prior to the 

submittal of a notice of intent (NOi) to be covered under the permit and updated 

as appropriate; 

2. For construction activities that have begun on or before October 1, 1992, 

except for sediment basins required under Part IV.D.2.a(2) (structural practices) 

of the general permit, the plan shall provide for compliance with sediment 

basins required under Part IV.D.2.a(a) of the general permit by no later than 

December 1, 1992; 

3. For construction activities that have begun after October 1, 1992, the SWPPP 

shall provide for compliance with the terms and schedule of the general permit 

beginning with the initiation of construction activities. 

Other facilities that have filed an individual application must comply with the conditions of their 

individual permit, when issued. In most states, the SWPPP is not submitted to the permitting 

authority, but it must be retained onsite at the facility generating the discharge in accordance 

with Part V of the general permit. The SWPPP must be made available upon request to the 

Program Director; to a state or local agency approving erosion and sediment control plans, 

1-4 
EP 1110-1-16 

28 Feb 97 

grading plans, or storm water management plans; or, in the case of discharge through a 

municipal separate storm sewer system with an NPDES permit, to the municipal operator of 

the system. The SWPPP must be available for review by the permit authority and the public. 

The permit authority may notify the construction activity representatives if the SWPPP for the 

construction activity does not meet the minimal requirements. Table 1-1 gives a brief 

description of each state's status, concerning SWPPP's, as of October 1993. 

1.6 Statement of Policy for the Storm Water Pollution Prevention Plan 

The U.S. Army Corps of Engineers (COE) intends to develop and implement the SWPPP (with 

the expressed cooperation of any tenants, contractors, or subcontractors (contractors)) for the 

purpose of minimizing the potential for the release of sediments and toxic or hazardous 

substances directly, or indirectly, to the storm drainage system. To achieve this objective, the 

responsibilities of both the COE and any contractors for the facilities they individually operate 

include: 

• Implementing the policies and procedures presented in the SWPPP. 

• Conducting periodic reviews of policies and procedures to evaluate the 

effectiveness of the current SWPPP. 

• Updating the SWPPP and related materials whenever there is a significant 

physical change in a construction activity or a significant change in the 

operational procedures of a construction activity that could result in the 

discharge of pollutants to the storm water drainage system, or an increased risk 

of such discharge. 

1-5 
Table 1-1 

Comparison of State General Permits for Industrial Storm Water Dischargers 

Permits SWPPPs Monitoring 

Special rqts Rep. 

No. of Expiration Completion Implementation SARA Title Require Submit Monitoring Submit discharge 

State Permits date Fees deadline deadline ill W.P.C. PE cert. SWPPP required results allowed 

111 AL 15 mid to late 1••··••1 y varies varies N N N* varies y ■ Y(3) 

1997 

AK** 1 10/1/97* N 4/1/93* 10/1/93* y• y* N* y• y• y• 

AZ** 1 10/1/97* N 411193* 10/1/93* y* y* N* y• y* y* 

AR 1 9/30/97 y 4/1/93* 10/1/93* y• y• N* y• y• y• 

-I CA 1 1/15/97 y 10/1/92 10/1/92 N N N y y y °' 

co 5 6/30/96 y 5/1/93 11/1/93 y* N Y(4) Y\4) y y 

CT 1 10/1/97* y 4/1/93* 10/1/93* N y N* Y(5) N(6) Y(7) 

DE 1 8/6/98 y 8/6/94 2/6/94 y N N Y(l) N y• 

FL** 1 10/1/97* N 4/1/93* 10/1/93* y• y• N* y* y* y• 

GA 1 5/31/98 N 12/31/93 5/31/94 N N N y N y* 

}Il 1 10/29/97 y 120 days after 180 days after y* y y y y y 

coverage coverage 

ID** 1 10/1/97* N 4/1/93* 10/1/93* y• y* N* y• y• y• 

IL 1 10/1/97* N w/in 180 days w/in 365 days of N N Y(8) N N N 

of coverage coverage 

IN permit none y none 365 days after N N N Y(5) y y 

by rule NOI 

(S . ~ ~- - -J ~, 
-I 

--.J 

I Table 1-1 (Continued) 

Permits 

No. of Expiration 

State Permits date 

IA 1 10/1/97* 

KS draft 

KY 7 10/1/97* 

LA** 1 10/1/97* 

ME** 1 10/1/97* 

MD 1 9/28/97 

MA** 1 10/1/97* 

MI draft 

MN 1 9/30/97 

MS 98 7/13/97 

MO many varies 

MT 2 11/30/94 

NE 1 varies 

NV 3 5/14/98 

NH** 1 10/1/97* 

NJ 1 11/1/97 

NM** 1 10/1/97* 

Completion 

Fees deadline 

y 4/1/93* 

N 180 days after 

coverage 

N 4/1/93* 

N 4/1/93* 

y 9/29/93 

N 4/1/93* 

y 1 year from 

coverage 

N 4/1/93* 

y varies 

N(ll) 6 months after 

coverage 

N w/in 180 days 

of coverage 

y w/in 6 months 

of 

authorization 

N 4/1/93* 

y 5/2/93 

N 4/1/93* 

SWPPPs 

Special rqts 

Implementation SARA Title Require Submit 

deadline III W.P.C. PE cert. SWPPP 

10/1/93* y• N N* 

365 days after N N N* 

coverage 

10/1/93* y• y• N* 

10/1/93* y* y* N* 

3/29/94 y N N* 

10/1/93* y• y• N* 

2 years from N N N 

coverage 

10/1/93* y y y 

varies varies varies varies 

12 months after N N y 

coverage 

w/in 180 days of N y• N 

completion 

deadline 

w/in 1 year of N N y 

authorization 

10/1/93* y* y* N* 

11/2/94 N N N* 

10/1/93* y* y* N* 

Monitoring 

required 

y 

Y(5) 

y• 

y 

N 

y• 

N 

Y(lO) 

varies 

Y(5) 

y 

Y(15) 

y* 

N 

Y(l4) 

Monitoring 

Rep. 

Submit discharge 

results allowed 

Y(9) y• 

N y 

y• y• 

N y 

N N 

y• y• 

N N 

y y 

varies varies 

y y 

y N 

Y(l5) N 

y* y* 

N N 

y Y(13) 

(Sheet 2 of 4) 

I 

m 

"U ..., .... C0 .... .,, .... CD 9 O' .... 

I 

co .... ..... a, 
-I 

00 

I 

Table 1-1 (Continued) 

Permits 

No.of Expiration 

State Permits date 

NY 1 8/1/98 

NC 12 8/31/93 

ND 2 3/31/95 

OH 1 4/26/94 

OK** 1 10/1/97* 

OR 12 9/30/96 

PA 1 11/6/97 

RI 2 

SC 1 9/30/97 

so•• 1 10/1/97* 

TN 1 10/26/97 

TX** 1 10/1/97* 

UT 1 9/30/97 

VT** 1 10/1/97* 

VA emergency 

permits 

Completion 

Fees deadline 

y 2/1/94 

y 12 months after 

coverage 

N w/in 90 days of 

coverage 

y 4/1193'" 

N 4/1/93* 

y w/in 180 days 

of coverage 

y before 

submitting NOi 

y 4/1/93* 

N 4/1/93. 

N 4/1/93. 

N w/in 180 days 

of coverage 

N 4/1/93. 

y 4/1/93. 

N 4/1/93* 

SWPPPs Monitoring 

Special rqts Rep. 

Implementation SARA Title Require Submit Monitoring Submit discharge 

deadline mw.P.c. PE cert. SWPPP required results allowed 

8/1/94 Y(14) y• N'" y y y• 

12 months after Y(l2) N N'"(13) Y(14) y Y(13) 

coverage 

w/in 180 days or y• y• Y(5) y y Y(7) 

90 days of 

approval 

10/1/93. y• y• N* y• y• y* 

10/1/93* y• y• N* y• y• y• 

w/in 360 days of N y N Y(5) y y 

coverage 

before submitting y y N y y y• 

NOi 

10/1/93* y• y• N* y y• y• 

10/1/93* y• y• N* y• y• y* 

10/1/93* y• y* N* y• y• y• 

within 1 year of y• y• N* y y y 

coverage 

10/1/93* y• y* N• y• y• y• 

10/1/93. y• y* N* y• Y\2) y• 

10/1/93* y• y• N* y• y• y• 

(Sheet 3 of 4) I 
...... 

I 

\0 

II Table 1-1 (Concluded) 

Permits 

No.of Expiration Completion 

State Permits date Fees deadline 

WA 1 11/18/95 y 11/18/93 

WV 1 6n191 y w/in 180 days 

of coverage 

WI draft 

WY 1 8/31/97 N w/in 180 days 

of coverage 

Note: 

Abbreviations and footnotes: 

SWPPP Storm Water Pollution Prevention Plan 

SARA Superfund Amendments and Reauthorization Act 

W.P.C. Water priority chemicals 

• Same as EPA requirements 

•• EPA State 

PE Professional Engineer 

Y Yes 

N No 

(1) If SARA Title III water priority chemicals are involved 

(2) Only for semiannual monitoring requirements 

(3) Request-by-request basis 

(4) Heavy industry only 

(5) All permittees 

(6) Unless acute toxicity exceeds minimum 

(7) Subject to the 20-percent rule 

(8) Annual reports submitted; not SWPPP 

(9) Only those subject to effluent limitations 

(10) SARA Title III, coal piles, wood treaters 

(11) Anticipated later 

(12) Semiannual inspections required 

(13) Upon request and approval 

(14) Must post onsite 

SWPPPs Monitoring 

Special rqts Rep. 

Implementation SARA Title Require Submit Monitoring Submit discharge 

deadline III W.P.C. PE cert. SWPPP required results allowed 

11/18/94 N N N* N N N 

w/in 365 days of y* y* N* y y Y(13) 

coverage 

w/in 365 days of N N N 

coverage 

(Sheet 4 of 4) 
2.0 PLANNING, ORGANIZATION, AND SWPPP CERTIFICATION 

2.1 Organization 

EP 1110-1-16 

28 Feb 97 

The U.S. Army Corps of Engineers (COE) has developed a comprehensive approach to 

address the permitting of storm water discharges associated with construction activity. Due to 

the location and complexity of COE construction-related activities, the many contractors and 

subcontractors, and the number of projects related to COE operations and maintenance, the 

COE has elected to assume a role as a principal permittee with contractors who conduct 

construction activities at COE sites included as copermittees on the permit. Individual 

construction project operators (COE, tenants, and contractors) are responsible for the 

implementation of SWPPP provisions and the monitoring and reporting requirements of the 

general permit. 

Many of the facilities under COE Jurisdiction are comprised of numerous leaseholds 

and tenants which are part of a "larger common plan of development," (I.e., military 

Installations). For this reason, COE will also require construction projects associated 

with these types of facilities which disturb less than 2 hectares (5 acres) to be Included 

under permit coverage and thus subject to provisions of the SWPPP. COE will 

assemble a working 11st of proposed construction projects at each facility, and the 11st 

will be updated semiannually and Incorporated Into the SWPPP. COE will annually 

submit NOl's to cover construction activities at these types of Installations. 

This pamphlet is organized to function as a user's guide to meet SWPPP requirements. The 

step-by-step guidelines and checklists in the following sections are designed to assist in the 

organization of the required information. Using this information, the planner will develop and 

implement the SWPPP following the six basic phases listed below. Each phase is important 

and should be completed before advancing to the next one. 

2-1 
EP 1110-1-16 

28 Feb 97 

• Site Planning and Design Development Phase. 

• Assessment Phase. 

• Control Selection/Plan Design Phase. 

• Notification/Approval Phase. 

• Implementation/Construction Phase. 

• Final Stabilization/Termination Phase. 

Developing an SWPPP is basically a six-phase process. The first three phases are primarily 

the responsibility of the COE and any leasehold tenants planning construction activities. The 

final three phases are the joint responsibility of the COE and leasehold tenants and the 

construction site operators as co-permittees on a project-by-project basis. Because most 

aspects of the SWPPP take a significant amount of planning, its development must be closely 

connected to the development of the overall site plan for construction. Postconstruction storm 

water management controls must be considered in the planning stage. 

The first phase in preparing an SWPPP for a construction project is to define the 

characteristics of the site and of the type of construction which will be occurring there. This 

phase is divided into three tasks: (1) Data collection, (2) Data Analysis, and (3) Site Plan 

Development. Section 3.0 describes these tasks in detail. The COE must address both 

project design considerations and the implementation of the SWPPP during construction and 

postconstruction phases of projects. Contractors will be primarily concerned with the 

implementation of the SWPPP during the construction and postconstruction phases of 

projects. The intent of this pamphlet is to place the various construction activities into 

perspective in terms of the intent of EPA with respect to storm water control of construction 

activities. 

The reader should note the sections addressing special conditions, such as construction 

activities located on sites containing Title 111, Section 313, water priority chemicals listed in the 

Superfund Amendments and Reauthorization Act of 1986 (SARA), and/or other priority 

pollutants. It is anticipated that most of the construction activities of the COE and leasehold 

2-2 
EP 1110-1-16 

28 Feb 97 

tenants will not involve these special conditions, but some sites will-hence the inclusion of 

these sections. Appendix H lists the Section 313 water priority chemicals as published in the. 

Federal Register on September 9, 1992. Since this list is subject to change, the designer 

should review 40 CFR 122 and 40 CFR 372 for the current list of priority pollutants. 

In order to ensure that the plan is completely developed and adequately implemented, the 

regulations require that authorized representative(s) of the operator(s) sign and certify the 

plan. Section 2.4 details this requirement. Once the planning, design, and certification are 

completed, construction may commence. Section 6.0 details the requirements of 

implementation, documentation, and termination. 

2.2 SWPPP Planning 

The term planning could include the project as a whole as well as planning for the SWPPP. 

Design considerations for the project as a whole will affect the development of the SWPPP. 

Three tasks should be completed before developing the SWPPP document. These tasks are: 

(1) designating the person(s) responsible for developing and implementing the SWPPP, 

(2) reviewing existing pollution prevention plans for procedures which overlap the 

requirements and purpose of the SWPPP, such as state and local erosion and sedimentation 

regulations, and (3) reviewing and addressing specific permit regulations included in individual 

state NPDES Storm Water Permit requirements. 

Designating a specific individual or team that will develop and implement the pollution 

prevention plan serves several purposes. Naming the individual or team members makes it 

clear that part of the job of the identified person(s) is to prevent storm water pollution. 

Identifying a specific individual(s) also provides a point of contact for those outside of the 

jobsite who may need to discuss aspects of the SWPPP. 

Where setting up a pollution prevention team is appropriate, it is important to identify the key 

people onsite who know the construction activity and its operations well, and to provide 

2-3 
EP 1110-1-16 

28 Feb 97 

adequate structure and direction for the construction activity's entire storm water management 

program. Specific activities of the pollution prevention team and the type and number of 

members vary for different sizes and types of projects. 

Effective organization of the pollution prevention team is important in order for the team to 

accomplish the task of developing and implementing a comprehensive SWPPP. There are 

two important features in organizing a team of this nature: (1) selecting dedicated individuals 

to serve on the team and (2) establishing good channels of communication. 

The formation and operation of any team involves decision-making and planning within a 

group environment. The team structure allows for people with different ideas and areas of 

expertise to share knowledge and collectively determine what works best for a particular 

construction activity. To broaden the base of involvement in the construction activity's storm 

water pollution prevention program, team members should represent all phases of the 

construction activity's operations. 

It is advantageous to incorporate relevant provisions of best management practices (BMP's) or 

Spill Prevention and Control Countermeasure (SPCC) plans from other activities into the 

SWPPP. Many construction activities may already be subject to similar requirements under a 

number of different regulations. The following is a partial list of Federal regulations relevant to 

controlling potential releases to surface waters of hazardous wastes from the operations of 

construction activities (and their contractors): 

• 29 CFR 1910 (Subparts G, H, I, J, and K) Hazardous Materials, Environmental 

Controls, and Personnel Protection. 

• 29 CFR 1910.1200 OSHA Hazard Communication Standard. 

• 40 CFR 112 Oil Pollution Prevention (SPCC Plans). 

• 40 CFR 116, 117 Hazardous Substances and Reportable Quantities. 

• 40 CFR 122 NPDES Regulations (Storm Water Discharges). 

2-4 
EP 1110-1-16 

28 Feb 97 

• 40 CFR 260-262, 268, and 270-272 Hazardous Waste Management. 

• 40 CFR 280-281 Underground Storage Tanks. 

• 40 CFR 302 Designation, Reportable Quantities and Notification Requirements 

for Hazardous Substances Under CERCLA. 

• 40 CFR 372 Toxic Chemical Release Reporting: Community Right-to-Know. 

• 40 CFR 761 Toxic Substances. 

• 49 CFR 171-173, 175, and 177 Department of Transportation Regulations. 

It is the responsibility of the pollution prevention team to understand the NPDES Storm Water 

Permit requirements of the state where the construction activities are to take place and to 

determine which requirements of the SWPPP overlap with other plans or requirements and to 

so note them. 

2.3 Storm Water Pollution Prevention Personnel 

To ensure compliance with the NPDES permit regulations, it is necessary to establish a list of 

personnel who will be responsible for overseeing and coordinating and, when necessary, 

amending the policies, practices, and procedures of the SWPPP. These persons should be 

knowledgeable in construction operations and capable of understanding the technical aspects 

of the SWPPP. Trained personnel responsible for the execution of the SWPPP requirements 

should be available at the jobsite. Depending upon the size of the construction project and 

complexity of the SWPPP, it may be necessary to establish a team or committee of trained 

personnel to implement the SWPPP. 

The personnel chosen should be identified by name and title. Exhibit D-1, in Appendix D, is 

provided to list names, titles, and phone numbers of the committee members. The storm 

water pollution prevention team concept is flexible and should be molded to conform to the 

resources and specific conditions of the construction activity. Specific activities of the storm 

water pollution prevention team and type and number of members vary for different projects. 

2-5 
EP 1110-1-16 

28 Feb 97 

The membership should be comprised of at least two responsible persons knowledgeable in 

the requirements of SWPPP. 

For facilities leasing space to tenant operations, the SWPPP committee should include at least 

one representative from each tenant operation. The SWPPP committee will be responsible for 

overseeing the activities as outlined below and shall meet at least annually to address the 

implementation of these activities: 

• Coordination of management in carrying out SWPPP objectives. 

• Implementation of spill reporting procedures. 

• Inspection programs for Stockpile Storage Areas. 

• Identification of additional potential pollutant sources. 

• Coordination of spill cleanup and containment activities. 

• Reviewing the effectiveness of the SWPPP program. 

• Updating the SWPPP program to comply with BMP policies and objectives. 

2.4 SWPPP Certification 

In order to ensure that the SWPPP is completely developed and adequately implemented, 

state-issued NPDES permits typically require that authorized representative(s) of the 

operator(s) sign and certify the plan. In signing the plan, the authorized representative 

certifies that the information is true and assumes liability for the plan. 

Official signatures provide a basis for an enforcement action to be taken against the person 

signing the document. The permittee should be aware that Section 309 of the CWA provides 

for significant penalties where information is false or the permittee violates, either knowingly or 

negligently, the permit requirements. Specific signatory requirements for the SWPPP will be 

listed in the state-issued permits. 

2-6 
EP 1110-1-16 

28 Feb 97 

On the Federal level, the SWPPP certification must be signed in accordance with the 

provisions of Part VII. G of the baseline general permit. All reports, certifications, or other 

information required by the permit or requested by the permit authority shall be signed by a 

person described below: 

1. For a corporation, by a responsible corporate officer. For the purposes of this 

section, a responsible corporate officer is a president, secretary, treasurer, or 

vice-president of the corporation in charge of principal business function, or any 

person who performs similar policy or decision-making functions for the 

construction activity; or the manager of the construction activity if authority to 

sign documents has been assigned or delegated to the manager in accordance 

with corporate procedures; 

2. For a partnership or sole proprietorship, by a general partner or the proprietor, 

respectively; 

3. For a municipality, state, Federal, or other public agency, by either a principal 

executive officer or ranking elected official. For the purposes of this section, a 

principal executive officer of a Federal agency includes (1) the chief executive 

officer of the agency, or (2) a senior executive officer having responsibility for 

the overall operations of a principal geographic unit of the agency. 

The person who signs the document may also be a "duly authorized representative." A 

person is a duly authorized representative only if: 

1. The authorization is made in writing by persons described above and retained 

as part of the SWPPP. 

2. The authorization specifies either an individual or a position having 

responsibility for the overall operation of the regulated construction activity, 

2-7 
EP 1110-1-16 

28 Feb 97 

such as the position of manager, operator, superintendent, or position of 

equivalent responsibility for environmental matters for the company. A duly 

authorized representative may thus be either a named individual or any 

individual occupying a named position. 

3. If an authorization is no longer accurate because a different individual or 

position has responsibility for the overall operation of the construction activity, a 

new authorization must be attached to the SWPPP prior to submittal of any 

reports, certifications, or information signed by the authorized representative. 

The SWPPP must clearly identify the contractor(s) and/or subcontractor(s) who will be 

responsible for implementing the plan, and each must sign a copy of the certification located 

in Appendix F. A certification page must also be signed by a duly authorized representative of 

the COE and retained in the SWPPP document. 

2.4.1 Notice of Intent 

The NOi is essentially an application and contains important information about the site, 

including site location, owner information, operator (general contractor) information, receiving 

water(s), existing NPDES permit number, if any, an indication of existing quantitative data, and 

a brief description of the project. EPA has developed a one-page form to be used by 

industrial facilities and construction activities when they submit NOl's. A copy of the Federal 

NOi form is located in Appendix B. 

There are different deadlines for submitting NOl's depending on the permitting authority 

responsible for issuing the NPDES permit. Time required to submit NOl's can vary from 

2 days prior to construction for Federal regulated permits to over 120 days prior to 

construction for some states. The reader is referred to Appendix A for a list of state contacts 

to determine who and where the NOi is to be submitted. NOl's for the EPA general permit 

must be submitted directly to EPA's central processing center at the following address: 

2-8 
Storm Water Notice of Intent (4203) 

401 M Street, S.W. 

Washington, DC 20460 

EP 1110-1-16 

28 Feb 97 

Each party or each of the parties who have day-to-day responsibilities for site operations and 

each party or each of the parties who have control over the designs and specifications 

necessary to ensure compliance with SWPPP requirements and permit conditions must be 

identified in the NOi. It is anticipated that there will be projects where more than one entity 

(e.g., the owner, developer, or general contractor) will need to submit an NOi so that both of 

the requirements for an operator are met. In this case, those persons will become copermittees. 

2.4.2 Plan Location and Public Access 

Some NPDES-delegated states may require SWPPP's to be submitted to the Program 

Director for review and approval, whereas other permits may only require that plans be 

maintained onsite. Permitting authorities may prefer not to require plans to be submitted to 

reduce the administrative burden of reviewing a large number of SWPPP's. However, when 

the Director requests the plan, permittees should submit the plan in a timely manner. In 

addition, when requested, permittees should also submit their plan to state or local sediment 

and erosion or storm water management agencies, or to a municipal operator where the site 

discharges through an NPDES storm water permitted municipal separate storm sewer system. 

Readers are again urged to examine the issued permit carefully to determine what 

requirements apply to the SWPPP regarding plan submittal. 

Regardless of whether or not the SWPPP is submitted to the permitting authority or other 

public agency, the SWPPP and supporting materials must be kept at the site of the 

construction activity at all times throughout the project. In maintaining plans onsite, the 

SWPPP committee should keep all records and supporting documents compiled together in an 

orderly fashion. The state-issued permit may require that all records be maintained for a 

certain period of time after the project is completed. The Federal regulations require 

2-9 
EP 1110-1-16 

28 Feb 97 

permittees to keep the SWPPP and all reports and data for at least 3 years after the project is 

complete. This provision ensures that all records are available in case a legal situation arises 

for which documentation is necessary. 

Despite the fact that plans and associated records are not necessarily required to be 

submitted to the Director, these documents are considered to be "reports" according to 

Section 308(b) of the CWA and, therefore, are available to the public. State-issued permits 

may require the submittal of copies of the SWPPP to the permitting authority, municipal 

operator, or state or local agency upon request. However, permittees may claim certain 

portions of their SWPPP as confidential according to the regulations at 40 CFR Part 2. 

Basically, these regulations state that records which contain trade secret information may be 

claimed as confidential. 

2.5 Record of Revision 

SWPPP elements will be modified as required (site inspections, additional BMPs, etc.) under 

the general permit by the appropriate COE SWPPP coordinator. Elements specific to tenant 

construction projects can be modified by the tenant project coordinator or duly authorized 

representative, as required under the general permit. Copies of any changes made by the 

tenant construction project coordinator must be immediately provided to the local COE 

SWPPP coordinator. The SWPPP will also be amended at any time it inadequately addresses 

conditions of the general permit or any amendments to the permit. The record of revision 

forms are located in Appendix G and are labeled Table G-1 and Exhibit G-1. 

2-10 
2.6 Special Requirements - SARA Title 111, Section 313 Facilities 

EP 1110-1-16 

28 Feb 97 

In addition to the minimum "baseline" requirements discussed previously, facilities may be 

subject to additional "special requirements." Not all facilities will have to include these special 

requirements in their SWPPP. Special permit requirements for all facilities regulated by SARA 

Title Ill, Section 313 [Emergency Planning and Community Right-to-Know Act (EPCRA)], 

include; 

2.6.1 Control Measures 

Control measures as listed below must be practiced in areas where Section 313 water priority 

chemicals are stored, handled, processed, or transferred: (A list of Section 313 water priority 

chemicals is located in Appendix H.) 

• Provide containment, drainage control, and/or diversionary structures. 

• Minimize discharges from liquid storage areas (install liquid materials in 

compatible storage containers and/or provide secondary containment or 

equivalent measures designed to hold the largest volume of the largest storage 

tank plus precipitation). 

• Minimize discharges from material storage areas. 

• Minimize discharges from loading/unloading areas (use drip pans and/or 

implement a strong spill contingency and integrity testing plan). 

• Minimize discharges from handling/processing/transferring areas (use covers, 

guards, overhangs, door skirts and/or conduct visual inspections or leak tests 

for overhead piping). 

• Minimize discharges from all the above-listed areas (use manually activated 

valves with drainage controls in all areas, and/or equip the plant with a drainage 

system to return spilled material to the storage facility). 

• Introduce facility security programs to prevent spills (use fencing, lighting, traffic 

control, and/or secure equipment and buildings). 

2-11 
EP 1110-1-16 

28 Feb 97 

2.6.2 Preventative Maintenance 

The SWPPP must include methods, controls, and procedures which will be incorporated to 

minimize, limit, and/or prevent leaks or spills of Section 313 water priority chemicals, as 

defined in the CWA, from occurring on the construction site. To prevent spills from occurring, 

these facilities are required to designate a person responsible for spill prevention, response, 

and reporting procedures. Any contaminated soil, material, or debris resulting from a spill of a 

priority chemical shall be removed promptly and disposed of in accordance with Federal, 

state, and local requirements and as described in the SWPPP. All areas of the construction 

activity must be inspected at appropriate intervals for the following as specified in the plan: 

• Leaks or conditions that would lead to discharges of Section 313 water priority 

chemicals. 

• Conditions that could lead to direct contact of storm water with raw materials, 

intermediate materials, waste materials or products thereof. 

• Piping, pumps, storage tanks and bins, pressure vessels, process and material 

handling equipment, and material bulk storage areas for leaks, wind blowing 

loose material, corrosion, support or foundation failure, or other deterioration or 

noncontainment problems. 

2.6.3 Training 

Employees and contractor personnel must be trained in the following areas, at least once per 

year: 

• Preventative measures, including spill prevention and response, construction 

activity inspections, and preventative maintenance. 

• Pollution control laws and regulations. 

• The construction activity's SWPPP. 

• Features and operations of the construction activity that are designed to 

minimize discharges of Section 313 water priority chemicals, particularly spill 

prevention procedures. 

2-12 
2.6.4 Engineering Certification 

EP 1110-1-16 

28 Feb 97 

Certain states require that SWPPP plans be reviewed and certified by a Registered 

Professional Engineer and recertified every 3 years or anytime the plan is significantly 

changed. 

2.6.5 Monitoring Requirements 

SARA Title Ill Section 313 facilities must monitor semiannually storm water discharges that 

come into contact with equipment, tanks, containers, or other vessels or areas used for 

storage of Section 313 water priority chemicals, or located at a truck or rail car loading or 

unloading area. Note that the permit provides an alternative to whole effluent toxicity (WET) 

testing. In lieu of monitoring for acute WET, the facility may monitor for pollutants that the 

facility "reasonably" believes are present onsite. Such determinations are to be based on 

reasonable best efforts to identify significant quantities of materials or chemicals present 

onsite. The pollutants are identified in Tables II and Ill of Appendix D of 40 CFR 122. 

Further, the permit provides that if the discharger certifies that industrial activities in a given 

drainage area are not exposed to storm water, monitoring is not required. 

2.7 Special Requirements-Discharges to Municipal Separate Storm Sewer Systems 

Additional requirements for storm water discharges associated with industrial activity 

discharging to municipal separate storm sewer systems serving a population of 100,000 or 

more include: 

2.7.1 Compliance With Municipal Storm Water Management Programs 

Activities must comply with applicable requirements in municipal storm water management 

programs developed under NPDES permits issued for the discharge of the municipal separate 

2-13 
EP 1110-1-16 

28 Feb 97 

storm sewer system that receives the construction activity's discharge, provided the discharger 

has been notified of such conditions, in addition to complying with the permit requirements. 

2.7.2 Availability of Plans 

Permittees which discharge storm water associated with industrial activity through a municipal 

separate storm sewer system serving a population of 100,000 or more must make plans 

available to the municipal operator of the system upon request. 

2.8 Special Requirements-Releases of Reportable Quantities 

Due to the fact that construction activities may handle certain hazardous substances over the 

course of the project, spills of these substances in amounts that equal or exceed Reportable 

Quantity (RQ) levels are a possibility. EPA has issued regulations which define what 

reportable quantity levels are for oil and hazardous substances. These regulations are found 

at 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302. For oil, if an oily sheen is 

detectable in the storm water runoff, the reportable quantity level has been exceeded. For 

hazardous substances, the final RQ levels depend on the chemical. For example, for dieldrin, 

a pesticide, the level is 1 kilogram (kg). If there is a spill or other release of 1 kg or more, the 

RQ threshold has been exceeded. Spill events such as these can be avoided if the SWPPP 

addresses this possibility. Section 4 discusses spill prevention and control. 

2-14 
3.0 SITE DESCRIPTION 

3.1 Data Collection/Data Analysis 

EP 1110-1-16 

28 Feb 97 

An inventory of the existing site conditions which will be used in the development of the 

SWPPP will be required. The information obtained should be both plotted on a map and 

verbally explained in this portion of the plan. After all data are considered, an assessment of 

the site potentials and limitations should be made. The site planner or designer should be 

able to determine those areas which have critical pollutant generation potential. The following 

are some of the most important considerations in site analysis. 

3.1.1 Topography 

A small-scale topographic map of the site should be prepared to show the existing contour 

elevations at intervals of from 0.3 to 1.5 meters (1 to 5 feet) depending upon the slope of the 

terrain. Existing topographic maps (e.g., U.S. Geological Survey (USGS) or local government 

topos) can be a good starting point; however, the information should be verified by a field 

investigation. The primary topographic considerations are slope steepness and slope length. 

Because of the effect of accumulated runoff, erosion potential is greater on long, steep slopes. 

When the percent slope has been determined, areas of similar steepness should be outlined. 

Slope gradients can generally be grouped into three general ranges of soil erodability: 

Slope 

0-7% 

7-15% 

>15% 

Erosion Hazard 

Low erosion hazard 

Moderate erosion hazard 

High erosion hazard 

Within these slope gradient ranges, the erosion hazard becomes greater as the slope length 

increases. Therefore, in determining potential critical areas, the site planner should be aware 

3-1 
EP 1110-1-16 

28 Feb 97 

of excessively long slopes. As a general rule, the erosion hazard will become critical if the 

slope exceeds the following criteria: 

Slope 

0-7% 

7-15% 

>15% 

3.1.2 Drainage Patterns 

Critical Length I meters (feet) 

91 (300) 

46 (150) 

23 (75) 

All existing drainage swales and patterns on the site should be located and clearly marked on 

the topographic map. Perennial or intermittent streams, as well as wetland areas, should also 

be shown on the map. The existing drainage patterns, which consist of overland flow, swales 

and depressions, and natural watercourses, should be identified in order to plan around critical 

areas where water will concentrate. Where possible, natural drainageways should be used to 

convey runoff over and off the site to avoid the expense and problems of constructing an 

artificial drainage system. Man-made ditches and waterways can become part of the erosion 

problem if they are not properly designed and constructed. Care should also be taken to be 

sure that the increased runoff from the site will not erode or flood the existing natural drainage 

system. Possible sites for storm water detention should be located at this time. 

3.1.3 Soils 

Major soil type(s} on the site should be shown on the topographic map. Soils information can 

be obtained from a soil survey if one has been published for the county in which the project is 

proposed. If a soil survey is not available, a request can be made to a district Soil 

Conservation Service (SCS} office, a county extension service, or a state or Federal 

Department of Agriculture. Commercial soils evaluations may also be available. Soils 

information should be plotted directly onto the map or an overlay of the same scale for ease 

of interpretation. Such soils properties as natural drainage, depth to bedrock, depth to 

3-2 
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seasonal high water table, permeability, shrink-swell potential, texture, and erodibility should 

exert a strong influence on land development decisions. 

3.1.4 Ground Cover 

The existing vegetation such as tree clusters, grassy areas, and unique vegetation should be 

shown on the map. In addition, existing denuded or exposed soil areas should be indicated. 

Ground cover is the most important factor in terms of preventing erosion. Any existing 

vegetation which can be saved will help prevent erosion. Trees and other vegetation protect 

the soil, as well as beautify the site after construction. If the existing vegetation cannot be 

saved, the planner should consider staging construction and using temporary seeding or 

temporary mulching. Staging of construction involves stabilizing one part of the site before 

disturbing another. In this way, the entire site is not disturbed at one time. Temporary 

seeding and mulching involve seeding or mulching areas which would otherwise lie exposed 

for long periods of time. Thus, the time of exposure is shortened and the erosion hazard is 

reduced. 

3.1.5 Adjacent Areas 

Areas adjacent to the site should be delineated on the topographic map. Features such as 

streams, roads, houses or other buildings, and wooded or wetland areas should be shown. 

Streams which will receive runoff from the site should be surveyed to determine their carrying 

capacity. The analysis of adjacent properties should focus on areas downslope from the 

construction activity. Of major concern are watercourses which will receive direct runoff from 

the site. The potential for sediment pollution of these watercourses should be considered, as 

well as the potential for downstream channel erosion due to increased volume, velocity, and 

peak flow rate of storm water runoff from the site. The potential for sediment deposition on 

adjacent properties due to sheet and rill erosion should also be analyzed so that appropriate 

sediment-trapping measures can be planned and installed prior to any land-disturbing activity. 

Drainage from large areas upstream from proposed active construction sites should be 

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diverted around the sites wherever possible. Whenever possible, diversionary drainage 

channels should be established and stabilized before active site disturbance activities begin. 

3.1.6 State/Local Requirements 

Federal, state, and local agencies that undertake land-disturbing activities are generally 

regulated by the same authorities that regulate private land-disturbing activities. Readers are 

encouraged to contact local jurisdictional agencies such as the County Engineer regarding 

permits, fees, and plan submission, as well as any other requirements. Facilities which are 

already operating under approved state or local sediment and erosion plans, grading plans, or 

storm water management plans are required to submit copies of the NOi to the agency 

approving such plans in accordance with Part II.A of the general permit (or sooner where 

required by state or local rules), in addition to submitting the NOi to EPA or the NPDESdelegated authority in accordance with paragraph 11.C of the general permit. 

3.2 Site Plan Development 

The permits issued by NPDES-delegated states will specify deadlines for plan development 

and implementation. The sequence of events, assumably, will be that the SWPPP's will be 

completed and implemented at the time the project breaks ground and revised, if necessary, 

as construction proceeds. The SWPPP should be in place before project initiation because 

construction operations pose environmental risks as soon as activity begins. The initial 

clearing and grubbing operation may contribute a significant amount of pollutants to storm 

water runoff. The reader is urged to read the applicable permit carefully to determine what 

dates and deadlines apply to the project. 

The planning for pollution prevention measures should be done concurrently with the 

development of the construction plans. The best SWPPP's are developed at the same time 

as the design of the site plan. However, if the site design has already been completed, it is 

not necessary to start the process all over again. Much of the information needed for the 

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SWPPP should already be included in the design documents. An SWPPP can be prepared 

for most construction projects by using information from the existing design, and modifying the 

design to accommodate the controls. 

After analyzing the data and determining the site limitations, the planner can develop a site 

plan. When designing the site plan, the planner should keep in mind that increases in runoff 

may require structural runoff control measures or channel improvements. Both items are 

expensive, and even more so when the site plan has to be redesigned to accommodate the 

runoff control measures. Therefore, the planner should minimize the increase in runoff or 

include runoff control measures in the initial design. The following are some issues to 

consider when developing the site plan. 

3.2.1 Controlled Grading 

The development of an area should be tailored to the existing site conditions. This tailoring 

will avoid unnecessary land disturbance, thereby minimizing the erosion hazards and costs. 

Excessive cutting and filling should be avoided, if possible. Slopes should be at a maximum 

of 2:1 or less, depending on soil type to provide for final stabilization. 

3.2.2 Critical Areas 

Land disturbance in critically erodible areas may necessitate the installation of more costly 

control measures. See criteria for critical areas in Section 3.1.1 . 

3.2.3 Cluster Development 

Whenever possible, developments in which facilities are clustered together, or performance of 

construction is in a sequence of clusters, is a desired approach. The cluster concept 

minimizes the amount of disturbed area, concentrates utility lines and connections in one 

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area, and provides more open natural space. The cluster concept not only lessens the 

erodible area, but it generally reduces runoff and generally reduces development costs. 

3.2.4 Minimization of Imperviousness 

Keep paved areas such as parking lots and roads to a minimum. This pavement minimization 

goes hand-in-hand with cluster development in eliminating the need for duplicating parking 

areas and access roads. The more land that is kept in vegetative cover, the more water will 

infiltrate, thus reducing runoff and erosion. 

3.2.5 Utilization of Natural Drainage 

If the natural drainage system of a site has been determined that it can properly handle runoff 

generated during and after construction activities without resulting in bank and bed erosion, 

the natural system should be preserved instead of being replaced with storm sewers or 

concrete channels. 

3.3 Storm Water Runoff Calculations 

The problems associated with storm water runoff in rapidly urbanizing watersheds have 

become well known. These problems relate both to the quantity and quality of storm water 

runoff. Major problems include increased flooding magnitude and frequency, accelerated 

stream channel erosion, and water quality degradation. The basic underlying cause of these 

problems is not difficult to understand. The hydrologic systems which have reached a natural 

equilibrium over centuries simply cannot adjust to the sudden impact of urban development. 

Flooding occurs because the increased volume and peak rate of runoff exceed the natural 

carrying capacity of the streams. Stream channel erosion accelerates due to suddenly 

increased flow velocities and flooding frequency. The water quality itself is degraded by 

sedimentation and numerous other pollutants associated with urbanization that become 

available to be washed off the land surface and into water resources. 

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Studies have shown that most natural stream channels are formed with a bankfull capacity to 

pass runoff from a storm with a 1.5- to 2-year recurrence interval. As upstream development 

occurs, the volume and velocity of flow from these relatively frequent storms increase. 

Consequently, even smaller storms with less than 1-year recurrence intervals begin to cause 

streams to flow full or flood. According to one study, stream channels are subject to a threeto five-fold increase in the frequency of bankfull flows in a typical urbanizing watershed. This 

increase in the flooding frequency places a stress on the channel to adjust its shape and 

alignment to accommodate the increased flow. Unfortunately, this adjustment takes place in a 

very short time in geologic terms, and the transition is usually not a smooth one. Meandering 

stream channels, which were once parabolic in shape and covered with vegetation, typically 

become straight, wide rectangular channels with barren vertical banks. This process of 

channel erosion often causes significant property damage, and the resulting sediment is 

transported downstream, further contributing to channel degradation. 

One strategy for dealing with this problem is to increase the carrying capacity and stability of 

affected streams through channel modifications. This strategy may be employed most 

effectively on man-made channels or small, intermittent streams. Significant modifications to 

natural, continuous flowing streams, however, can be the subject of intense local controversy. 

Wherever modifications to natural flowing streams are being considered, extreme care must 

be taken to weigh the benefits of such modifications against the cost and the concerns of the 

local citizens. Where channel modifications are necessary, an attempt should be made to 

incorporate conservation practices that will minimize adverse impacts to fish, wildlife, and the 

aesthetic quality of the stream. In general, erosion and sedimentation controls, and the 

overall SWPPP, are focused on preserving existing streamflow quantity and quality, whenever 

possible. 

The following storm water runoff requirements were developed to provide guidance for 

designers and planners in the absence of state regulatory guidance or local storm water 

management programs. These criteria are considered "rule of thumb" minimums: 

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• Increased volumes of sheet flow that may cause erosion or sedimentation on 

adjacent property must be diverted to a stable outlet, adequate channel, or 

detention facility. 

• Concentrated storm water runoff leaving a development site must be 

discharged directly into an adequate natural or man-made receiving channel, 

pipe, or storm sewer system. 

• An adequate channel is defined as "a watercourse that will convey a chosen 

frequency storm event without overtopping its banks or causing erosive damage 

to the bed, banks, and overbank sections of the watercourse." 

• A receiving channel may be considered adequate if the total drainage area to 

the point of analysis in the channel is 100 times greater than the contributing 

drainage area of the project site. 

• For natural channels, the 2-year frequency storm is used to verify that storm 

water will not overtop the channel banks nor cause erosion of the channel bed 

or banks. 

• For man-made channels, the 10-year frequency storm is used to verify that 

storm water will not overtop the channel banks and the 2-year storm is used to 

demonstrate that storm water will not cause erosion of the channel bed or 

banks. 

• For pipes and storm sewer systems, the 10-year frequency storm is used to 

verify that storm water will be contained within the pipe or storm sewer. 

If existing natural receiving channels or previously constructed man-made channels or pipes 

are not adequate, the applicant must choose one of the following options. 

• Improve the channels to a condition where the 10-year frequency storm will not 

overtop the channel banks and the 2-year frequency storm will not cause 

erosion to the channel bed or banks. The applicant must provide evidence of 

permission to make the improvements. 

• Improve the pipe or storm sewer system to a condition where the 10-year 

frequency storm is contained within the appurtenances. The applicant must 

provide evidence of permission to make the improvements. 

• Develop a site design such that when runoff discharges directly to a natural 

channel, the postconstruction peak flow for the 2-year storm will be no greater 

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than the predevelopment peak flow. When discharge is directed to a manmade channel, the postconstruction peak flow for the 10-year storm will be no 

greater than the predevelopment peak flow. 

• Provide a combination of channel improvements, storm water detention, or 

other measures satisfactory to the plan-approving authority to prevent 

downstream erosion. 

If the applicant chooses an option that includes storm water detention, the applicant must 

obtain approval from the locality for a plan for maintenance of the detention facility. The plan 

must establish the maintenance requirements for the facility and identify the person or entity 

responsible for performing the maintenance. 

Each receiving channel must be tested for adequacy. A channel is considered adequate if 

any of the following conditions can be met: 

• The bankfull capacity of the natural receiving channel is sufficient to pass the 

postdevelopment peak flow from the 2-year frequency storm and the channel 

velocity (2-year frequency storm) does not exceed the permissible (nonerodible) velocity of the channel lining. 

• The bankfull capacity of the man-made receiving channel is sufficient to pass 

the postdevelopment peak flow from the 10-year frequency storm and the 

channel velocity (2-year frequency storm) does not exceed the permissible 

(nonerodible) velocity of the channel lining. 

• The storm sewer conduits (pipes) must pass the 10-year frequency storm. 

• The contributing drainage area of the development site is less than 1 percent of 

the total drainage area to the point of consideration in the channel. 

• There is no increase in the peak runoff rate for the 2-year frequency storm (for 

natural receiving channels) or the 10-year frequency storm (for man-made 

channels) at the point of discharge after development. 

If the receiving channel is found to be inadequate, the applicant should incorporate measures 

to either improve the receiving channel to an adequate condition, or detain runoff on the site 

so that the postdevelopment peak runoff rate for the 2-year storm will not exceed the 

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predevelopment peak rate. The plan-approving authority may also approve a combination of 

channel improvements and detention or other measures deemed satisfactory to protect the 

channel 

• If a channel-improvement option is chosen, the applicant must obtain necessary 

easements and comply with applicable regulations regarding channel 

modifications. Channel improvements must extend downstream until an 

adequate channel section is reached or until a point is reached where the total 

drainage area is at least 100 times greater than the drainage area of the 

development site. 

• If a storm water detention option is chosen, the applicant must submit a plan for 

the continued maintenance requirements of the structure and designate 

someone, who has consented to be responsible, to carry out the maintenance. 

The local government may choose to accept the maintenance responsibility for 

detention structures. However, where the local government does not accept 

responsibility, the responsibility must be borne by the COE, other Federal 

agency, landowner, a homeowners' association, or other legal entity. 

3.3.1 Calculation Method 

Selection of the appropriate method of calculating runoff should be based upon the size of the 

drainage area and the output information required. Table 3-1 lists the acceptable calculation 

methods for different drainage areas and output requirements. The plan-approving authority 

may require or accept other calculation methods deemed more appropriate for local 

conditions. 

3.4 Erosion and Sediment Control Plan 

Simply stated, an erosion and sediment (E&S) control plan is a document that describes the 

measures to be taken to control the potential for erosion and sedimentation on a construction 

project. 

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Table 3-1 

Runoff Calculation Methods: 

Calculation Methods* 

1. Rational Method 

2. Peak Discharge Method 

3. Tabular Method (TR-55) 

4. Unit Hydrograph Method 

Output Requirements 

Peak discharge only 

Peak discharge and total runoff volume 

Runoff hydrograph 

Selection Criteria 

Drainage Area 

Up to 81 hectares (200 acres) 

Up to 809 hectares (2,000 acres) 

Up to 52 sq km (20 square miles) 

Up to 809 hectares (2,000 acres) 

Up to 52 sq km (20 square miles) 

Up to 52 sq km (20 square miles) 

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Appropriate Calculation Methods 

1,2,3,4 

2,3,4 

3,4 

2,3,4 

3,4 

3,4 

* There are numerous publications that describe the four methods listed in Table 3-1. A comprehensive discussion of 

each of these methods is beyond the scope of this pamphlet; readers are encouraged to consult other sources. One such 

source is McCuen, Richard H., Hydrologic Analysis and Design, Prentice-Hall, Inc., Englewood Cliffs, NJ, 1989. 

The E&S control plan should be an independent entity from the construction drawings of a 

project. While it is a good idea to include E&S control standards and specifications in contract 

documents, the E&S control plan itself should contain measures to ensure that the controls 

are installed, inspected, and maintained properly. 

The plan narrative should explain the E&S control decisions made for a particular project and 

the justification for those decisions. The narrative is especially important to the plan-approving 

authority because it contains concise information concerning existing site conditions, 

construction schedules, and other pertinent items which are not apparent in a typical site plan. 

Since a plan reviewer cannot always visit the site or discuss the project at length with the site 

planner, it is essential that the necessary information be provided for the plan review. 

The narrative is also important to the construction superintendent and inspector who are 

responsible for seeing that the plan is implemented properly. The narrative provides them 

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with a single report that describes where and when the various erosion and sediment control 

practices should be installed. 

An E&S control plan must contain sufficient information to satisfy the plan-approving authority 

that the problems of erosion and sedimentation have been adequately addressed for a 

proposed project. The length and complexity of the plan should be commensurate with the 

size of the project, the severity of site conditions, and the potential for offsite damage. 

Obviously, a plan for constructing a small structure on smaller area does not need to be as 

complex as a plan for a large multistructure project involving many acres. Also, plans for 

projects undertaken on flat terrain will generally be less complicated than plans for projects 

constructed on steep slopes where erosion potential is greater. The greatest level of planning 

and detail should be evident on plans for projects which are directly adjacent to flowing 

streams, dense population centers, or high value properties where damage may be 

particularly costly or detrimental to the environment. As a guide to E&S plan content, the site 

planners should use the checklists located on the following pages. 

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CHECKLIST 

FOR EROSION AND SEDIMENT CONTROL PLANS 

NARRATIVE 

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__ Project description - Briefly describe the nature and purpose of the land-disturbing 

activity and the area (hectares or acres) to be disturbed. 

__ Existing site conditions - Describe the existing topography, vegetation, ground cover, 

and drainage. 

__ Adjacent areas - Describe neighboring areas such as streams, lakes, residential areas, 

and roads which might be affected by the land disturbance. 

__ Offsite areas - Describe any offsite land-disturbing activities that will occur (including 

borrow sites, waste or surplus areas, etc.). Will any other areas be disturbed? 

__ Soils - Describe the soils on the site giving such information as soil name, mapping 

unit, erodibility, permeability, depth, texture, and soil structure. 

__ Critical areas - Describe areas on the site which have potentially serious erosion 

problems (e.g., steep slopes, channels, and wet weather/underground springs). 

__ Erosion and sediment control measures - Describe methods which will be used to 

control erosion and sedimentation on the site. 

__ Permanent stabilization - Provide a brief description, including specifications, of how 

the site will be established after construction is completed. 

__ Storm water runoff considerations - Will the development site cause an increase in 

peak runoff rates? Will the increase in runoff cause flooding or channel degradation 

downstream? Describe the strategy to control storm water runoff. 

__ Calculations - Present detailed calculations for the design of temporary sediment 

basins, permanent storm water detention basins, diversions, channels, etc. Include 

calculations for pre- and postdevelopment runoff. 

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SITE PLAN 

CHECKLIST 

FOR EROSION AND SEDIMENT CONTROL PLANS 

( continued) 

__ Vicinity map - Provide a small map locating the site in relation to the surrounding area. 

Include any landmarks which might assist in locating the site. 

-- North arrow - Indicate the direction of north in relation to the site. 

__ Limits of clearing and grading - Show areas which are to be cleared and graded. 

__ Existing contours - Show the existing contours of the site. 

__ Final contours - Indicate changes to the existing contours, including final drainage 

patterns. 

__ Existing vegetation - Show the existing tree lines, grassed areas, or unique vegetation. 

__ Soils - Show the boundaries of different soil types. 

__ Existing drainage patterns - Indicate the dividing lines and the direction of flow for the 

different drainage areas. Include the size (area in hectares or acres) of each drainage 

area. 

__ Critical erosion areas - Show areas with potentially serious erosion problems. 

__ Site development - Show all improvements such as buildings, parking lots, access 

roads, and utility construction. 

__ Location of practices - Show the locations of erosion and sediment controls and storm 

water management practices used on the site. 

__ Offsite areas - Identify any offsite land-disturbing activities (e.g., borrow sites and 

waste areas). Show location of erosion controls. (Is there sufficient information to 

assure adequate protection and stabilization?} 

__ Detail drawings - Note that any structural practices used that are not referenced to an 

erosion and sedimentation handbook or local handbooks should be explained and 

illustrated with detail drawings. 

__ Maintenance - Furnish a schedule of regular inspections and repair of erosion and 

sediment control structures. 

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Erosion and sediment control planning should be an integral part of the site planning process, 

not an afterthought. The potential for soil erosion should be a significant consideration when 

deciding upon the layout of buildings, parking lots, roads, and other facilities. Costly erosion 

and sediment control measures can be minimized if the site design can be adapted to existing 

site conditions and if good conservation principles are used. Note that sedimentation ponds, 

often used for erosion and sedimentation control during construction, can be adapted to site 

amenities, if properly preplanned. The owner or lessee of the land being developed has the 

responsibility for plan preparation and submission. The owner or lessee may designate 

someone (e.g., an engineer, architect, or contractor) to prepare the plan, but the owner or 

lessee retains the ultimate responsibility. 

3.4.1 Technical Assistance 

There are a number of possible sources of erosion and sediment control planning assistance 

within most states. 

1. Soil and Water Conservation Districts: These districts usually have elected 

representatives (directors) from different localities throughout the state. One of 

the primary functions of these districts is to provide assistance to landowners 

for soil conservation planning and implementation. Requests for assistance in 

preparing an erosion and sediment control plan for a construction site can be 

made through the local district. 

2. Natural Resource Conservation Service (NRCS): The NRCS is formerly the 

Soil Conservation Service. The NRCS provides technical assistance on 

conservation planning through local soil and water conservation districts to 

landowners throughout the country. In addition, the NRCS, in conjunction with 

many state universities, is involved with soil surveys throughout many states. 

Many localities have existing published soil surveys. Requests can be made 

through an NRCS field office or a university soil survey field office for a soil 

survey on a specific site. Requests will generally be acted upon according to 

local priorities. 

3. State Cooperative Extension Service: The Extension Service can provide 

valuable information on site planning and establishment of lawns and plant 

materials. The extension service has a number of useful publications and in 

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4. 

addition will have soil samples analyzed upon request to determine fertilization 

and liming needs for establishing vegetation on a particular site. 

Local Government Offices: Many localities have a separate department that is 

responsible for administering the local erosion and sediment control program. 

Local staff can be a valuable resource for technical assistance and information 

concerning local requirements. Often, the County Engineer's office is a good 

place to start in the development of the basic information needed to prepare an 

SWPPP. 

3.4.2 Limits of Disturbance 

After the layout of the site has been determined, a plan to control erosion and sedimentation 

from the disturbed areas must be formulated. Decision concerning which areas must be 

disturbed in order to accommodate the proposed construction must be made. Special 

attention is directed to critical areas that may be disturbed. 

3.4.3 Drainage Map 

The site should be divided into drainage areas. Potential runoff flow paths over the developed 

site should be determined. Considerations concerning how erosion and sedimentation can be 

controlled in each small drainage area should be made before considering the entire site. The 

guiding principle is that it is easier to control erosion than to contend with sediment after it has 

been carried downstream. 

3.4.4 Erosion and Sediment Control Best Management Practices 

Erosion and sediment control practices can be divided into three broad categories: vegetative 

controls, structural controls, and management measures. Each of these categories have 

temporary and permanent control measures to be considered. Vegetative and structural 

practices should be selected and designed in accordance with Federal, state, and/or local 

specifications if they exist. In lieu of any local standards and specifications, the best 

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management practices described in Appendix C should be utilized. The Best Management 

Practices (BMP) listed in Appendix C were obtained from the following sources: 

(1) Virginia Department of Conservation and Recreation Division of Soil and Water 

Conservation's Virginia Erosion and Sediment Control Handbook, 1992 Third 

Edition. 

(2) Washington State Department of Ecology's "Stormwater Management Manual For 

Puget Sound Basin," 1992. 

(3) United States Department of Agriculture, Soil Conservation Service's Guidelines tor 

the Control of Erosion and Sediment in Urbanizing Areas Within Mississippi, 1975. 

(4) United States Environmental Protection Agency's Summary Guidance For Storm 

Water Management For Construction Activities - Developing Pollution Prevention 

Plans and Best Management Practices, 1992. 

In the event of overlap or conflicting specifications (i.e., riprap gradations or filter fabric design 

specs), the appropriate geographic district should be contacted to resolve any discrepancy. 

The following are summary overviews of the erosion and sediment control practices 

recommended for use. Management measures are construction management techniques 

which, if properly utilized, can minimize the need tor physical controls and possibly reduce 

costs. 

3.4.4.1 Vegetative Controls 

Planners should keep in mind that the first line of defense is to prevent erosion. Erosion 

prevention is accomplished by protecting the soil surface from raindrop impact and overland 

flow of runoff. The best way to protect the soil surface is to preserve the existing ground 

cover. Where land disturbance is necessary, temporary seeding or mulching should be used 

on areas which will be exposed for long periods of time. Erosion and sediment control plans 

must contain provisions tor permanent stabilization of denuded areas. Selection of permanent 

vegetation should include the following considerations: 

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• Applicability to site conditions. 

• Establishment requirements. 

• Maintenance requirements. 

• Aesthetics. 

The vegetative BMP's in Appendix C are numbered according to the following categories of 

use: 

BMP No. 

29-30 

31-34 

35-36 

37-38 

39 

Description 

Site Preparation for Vegetation Establishment 

Grass Establishment 

Mulches 

Other Vegetative Controls 

Dust Control 

The local agricultural extension service should be consulted concerning suitable vegetation 

and vegetative treatments. 

3.4.4.2 Structural Controls 

Structural control practices are generally more costly than vegetative controls. However, they 

are usually necessary since not all disturbed areas can be protected with vegetation. 

Structural controls are often used as a second or third line of defense to capture sediment 

before it leaves the site. It is very important that structural practices be selected, designed, 

and constructed according to BMP's of which many are listed in Appendix C. Improper use or 

inadequate installation can result in failure of the control and subsequent release of any 

trapped sediment. 

The structural BMP's in Appendix C are numbered according to the following categories of 

use: 

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BMP No. Descri12tion 

1 Safety 

2-3 Road Stabilization 

4-8 Sediment Barriers 

9-12 Dikes and Diversions 

13-14 Sediment Traps and Basins 

15-16 Flumes 

17-21 Waterway and Outlet Protection 

22-27 Stream Protection 

28 Subsurface Drainage 

3.4.4.3 Management Measures 

Good construction management is as important as structural and vegetative practices for 

erosion and sediment control, and there is generally little or no cost involved. Management 

measures must be properly addressed in the SWPPP to identify responsible parties and 

duties required for implementing these measures. Following are some management 

considerations which can be employed: 

• Include erosion and sediment control as an agenda item for the preconstruction meeting. 

• Sequence construction so that no area remains exposed for unnecessarily long 

periods of time. 

Work in a logical sequence, especially for drainage items. 

Anticipate the site conditions that will exist as the construction 

progresses toward the final product. 

Have the materials on-hand to complete the work without delay. 

Apply temporary stabilization immediately after grading. 

• On large projects, stage the construction, if possible, so that one area can be 

stabilized before another is disturbed, whenever possible. 

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• Consider the time of year. 

Be prepared for sudden thunderstorms. 

Install erosion and sediment controls immediately. 

Use straw mulch for grass seed, especially during poor germination 

periods. 

• Physically mark off limits of disturbance on the site with tape, signs, or other 

methods, so that workers can see areas to be protected. 

• Develop and carry out a regular maintenance schedule for erosion and 

sediment control practices. 

• Designate one individual (preferably the job superintendent or Quality Control 

Chief) responsible for implementing the erosion and sediment control plan. 

Make sure that all workers understand the major provisions of the erosion and 

sediment control plan. Establish reporting procedures for problems identified by 

workers. 

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4.0 SOURCE IDENTIFICATION 

4.1 The Erosion Process 

The principal source of pollutant export associated with construction activities is erosion. Soil 

erosion is the process by which the land's surface is worn away by the action of wind, water, 

ice, and gravity. Natural, or geologic erosion, has been occurring at a relatively slow rate 

since the earth was formed and is a tremendous factor in creating the earth as we know it 

today. Except for some cases of shoreline and stream channel erosion, natural erosion 

occurs at a very slow and uniform rate and is a vital factor in maintaining environmental 

balance. 

4.1 .1 Types of Erosion 

Water-generated erosion is unquestionably the most severe type of erosion, particularly in 

areas of development. Consider the erosive action of water as the effects of the energy 

developed by rain as it falls, or as the energy derived from its motion as it runs off the land 

surface. The force of falling raindrops is applied vertically, and the force of flowing water is 

applied horizontally. Although the direction of the forces created is different, they both 

perform work in detaching and moving soil particles. Water-generated erosion can be 

classified into the following types: 

• 

• 

Raindrop erosion is the first effect of a rainstorm on the soil. Raindrop impact 

dislodges soil particles and splashes them into the air. These detached 

particles are then vulnerable to the next type of erosion. 

Sheet erosion is the erosion caused by the shallow flow of water as it runs off 

the land. These very shallow moving sheets of water are seldom the detaching 

agent, but the flow transports soil particles which are detached by raindrop 

impact and splash. The shallow surface flow rarely moves as a uniform sheet 

for more than a meter (3 feet) on land surfaces before concentrating in the 

surface irregularities. 

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• 

Rill erosion is the erosion which develops as the shallow surface flow begins to 

concentrate in the low spots of the irregular contours of the surface. As the 

flow changes from the shallow sheet flow in these low areas, the velocity and 

turbulence of flow increase. The energy of this concentrated flow is able to 

both detach and transport soil materials. This action begins to cut small 

channels of its own. Rills are small but well-defined channels which are 

normally less than 100 mm (4 inches) deep. The rills are easily obliterated by 

harrowing or other surface treatment. 

Gully erosion occurs as the flow in rills comes together in larger and larger 

channels. The major difference between gully and rill erosion is in magnitude. 

Gullies are too large to be repaired with conventional tillage equipment and 

usually require heavy equipment and special techniques for stabilization. 

Channel erosion occurs as the volume and velocity of flow causes movement of 

the streambed and bank materials. 

4.1.2 Factors Influencing Erosion 

The erosion potential of any area is determined by four principal factors: the characteristics of 

the soil, vegetative cover, topography, and climate. Although each of these factors is 

discussed separately herein, they are interrelated in determining erosion potential. 

Soil characteristics which influence the potential for erosion by rainfall and runoff are those 

properties which affect the infiltration capacity of a soil and those which affect the resistance 

of the soil to detachment and being carried away by falling or flowing water. The following 

four factors are important in determining soil erodibility: 

1. Soil texture (particle size and gradation). 

2. Percentage of organic content. 

3. Soil structure. 

4. Soil permeability. 

Soils containing high percentages of fine sands and silt are normally the most erodible. As 

the clay and organic matter content of these soils increases, the erodibility decreases. Clays 

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act as a binder to soil particles, thus reducing erodibility. However, while clays have a 

tendency to resist erosion, once eroded, they are easily transported by water. Soils high in 

organic matter have a more stable structure which improves their permeability. Such soils 

resist raindrop detachment and infiltrate more rainwater. Clean, well-drained and well-graded 

gravel and gravel-sand mixtures are usually the least erodible soils. Soils with high infiltration 

rates and permeabilities either prevent or delay and reduce the amount of runoff. 

Vegetative cover has an extremely important role in controlling erosion as it provides the 

following five benefits: 

1 . Shields the soil surface from raindrop impact. 

2. Protects root systems by holding soil particles in place. 

3. Maintains the soil's capacity to absorb water. 

4. Slows the velocity of runoff. 

5. Removes subsurface water between rainfalls through the process of 

evapotranspi ration. 

By limiting and staging the removal of existing vegetation and by decreasing the area and 

duration of exposure, soil erosion and sedimentation can be significantly reduced. Special 

consideration should be given to the maintenance of existing vegetative cover on areas of 

high erosion potential such as moderately to highly erodible soils, steep slopes, drainageways, 

and the banks of streams. 

Topography. The size, shape, and slope characteristics of a watershed influence the amount 

and rate of runoff. As both slope length and gradient increase, the rate of runoff increases 

and the potential for erosion is magnified. Slope orientation can also be a factor in 

determining erosion potential. For example, a slope that faces south and contains draughty 

soils may have such poor growing conditions that vegetative cover will be difficult to reestablish. 

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28 Feb 97 

Climate. The frequency, intensity, and duration of rainfall are fundamental factors in 

determining the amounts of runoff produced in a given area. As both the volume and velocity 

of runoff increase, the capacity of runoff to detach and transport soil particles also increases. 

Where storms are frequent, intense, or of long duration, erosion risks are increased. 

Seasonal changes in temperature, as well as variations in rainfall, help to define the high 

erosion risk period of the year. When precipitation falls as dry snow, no erosion will take 

place. However, when the temperature rises, melting snow adds to runoff, and erosion 

hazards are high. Because the ground may still be partially frozen, its absorptive capacity is 

reduced. Frozen soils are relatively erosion-resistant. However, soils with high moisture 

content are subject to uplift by freezing action and are usually very easily eroded upon 

thawing. 

4.2 Sedimentation 

Normally, runoff builds up rapidly to a peak and then diminishes. Excessive quantities of 

sediment are derived by erosion, principally during the higher flows. During lower flows, as 

the velocity of runoff decreases, the transported materials are deposited to be picked up by 

later peak flows. In this way, sediments are carried downslope, or downstream, intermittently 

and progressively from their source or point of origin. 

4.2.1 Sediment Pollution and Damage 

Sediment pollution is soil out of place. It is a product accentuated by the activities of man 

which leads to severe soil loss. When these large quantities of soil enter our waters, then 

sediment pollution occurs. 

Over iour billion tons of sediment are estimated to reach the ponds, rivers, and lakes of our 

country each year, and approximately one billion tons of this sediment are carried all the way 

to the ocean. Approximately 10 percent of this amount is contributed by erosion from land 

undergoing highway construction or land development. Although these latter quantities may 

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appear to be small compared to the total, they could represent more than one-half of the 

sediment load carried by many streams draining small subwatersheds which are undergoing 

development. 

Excessive quantities of sediment cause costly damage to waters and to private and public 

lands. Obstruction of stream channels and navigable rivers by masses of deposited sediment 

reduces their hydraulic capacity which, in turn, causes an increase in subsequent flood crests 

and a consequent increase in the frequency of damaging storm events. 

Sediment may fill drainage channels, especially along highways and railroads, and plug 

culverts and storm drainage systems, thus necessitating frequent and costly maintenance. 

Municipal and industrial water supply reservoirs lose storage capacity, the usefulness of 

recreational impoundments is impaired or destroyed, navigable channels must be continually 

dredged, and the cost of filtering muddy water preparatory to domestic or industrial use may 

become excessive. The added expense of water purification in the United States, because of 

sedimentation, amounts to hundreds of millions of dollars each year. 

In an aquatic environment, the general effect of fine-graded sediments such as clays, silts, 

and fine sands is to reduce drastically both the kinds and the amounts of organisms present. 

Sediments alter the existing aquatic environment by screening out sunlight and by changing 

the rate and the amount of heat radiation. Particles of silt settling on stream and lake bottoms 

form a blanket which creates a hostile environment for the organisms living there and literally 

smothers many of them and their eggs. 

Coarser-grained materials also blanket bottom areas to suppress aquatic life found in these 

areas. Where currents are sufficiently strong to move the bedload, the abrasive action of 

these materials in motion accelerates channel scour and has an even more severely 

deleterious effect upon aquatic life. The aesthetic attraction of many streams, lakes, and 

reservoirs used for swimming, boating, fishing, and other water-related recreational activities 

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28 Feb 97 

has been seriously impaired or destroyed by bank cutting and channel scour, accelerated by a 

higher flood stage induced by sedimentation. 

4.2.2 Costs 

Many state and local jurisdictional agencies require that land-disturbing activities have an 

approved E&S control plan prior to commencement of work. The owner is responsible for the 

development of E&S control plans. Once a plan is approved, generally a contractor will be 

responsible for implementing, installing, and maintaining the E&S control plan. However, the 

owner is ultimately responsible and in many instances must certify that the plan will be carried 

out. Once the project has moved through the bid process, the cost of implementation 

becomes the primary concern. Proper implementation of the E&S plan can save the 

developer and the contractor money in excavation costs. If denuded areas are stabilized 

initially, little or no additional work will be required later. This can speed up completion dates, 

and overall savings will be realized. This strategy requires that planning take on a more 

important role in the management of a project. Good management throughout the life of a 

project will lead to increased savings. 

On the other hand, failure to implement an E&S plan or failure to maintain controls during 

construction of a project can mean additional costs to the developer and the contractor. 

These additional costs exist at three levels. The primary level is the cost of work being 

stopped for noncompliance with an approved plan; the secondary level is the cost of repairing 

damage to adjacent properties; the tertiary level would be the costs associated with missed 

deadlines, litigation with damaged parties, and extra charges by the contractor for additional 

work. The perception by the public that the developer and the contractor were negligent in 

performing their responsibilities may also pose a negative cost, if not immediately, sometime 

in the future. 

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4.3 Other Potential Nonsediment Pollutants 

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The general permit requires the listing of potential nonsediment pollutants likely to be present 

in storm water in significant quantities. The sections below discuss potential pollutants which 

are commonly associated with construction activities. 

4.3.1 Nutrients 

Nitrogen, phosphorus, and potassium are the major plant nutrients used for the fertilizing of 

new landscape at construction sites. Heavy use of fertilizers can result in the discharge of 

nutrients to water bodies resulting in excessive algal growth and eutrophication, and in some 

states a violation of water quality standards. 

4.3.2 Trace Metals 

Galvanized metal, painted surfaces, and pressure-treated lumber comprise many of the 

surfaces exposed to storm water as a result of construction activity. These coatings and 

treatments contain metals which enter storm water as the surfaces corrode, flake, dissolve, 

decay, or leach. Acid rain can accelerate these processes. 

4.3.3 Pesticides 

Herbicides, insecticides, and rodenticides are commonly used at construction sites. The 

unnecessary or improper application of these pesticides may result in direct contamination, 

indirect pollution through drift, or the transport of soil surfaces into water. 

4.3.4 Spills and Illegal Dumping of Construction Materials 

Petroleum products, pesticides, and other synthetic organic compounds (glues, sealants, 

solvents, etc.) are used widely at construction sites and may be improperly stored and 

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disposed. Deliberate dumping of these materials, which can migrate into surface or groundwater resources, is a direct violation of the CWA. On parking lot or highway construction 

projects, the application of diesel fuel to the contact surfaces of the "hot mix asphalt" 

application and transport vehicles is a common practice that should be discontinued 

immediately. 

4.3.5 Miscellaneous Wastes 

Miscellaneous wastes include wash from concrete mixers; solid wastes resulting from the 

clearing and grubbing of vegetation; wood and paper materials derived from packaging of 

building products; food containers such as paper, aluminum, and steel beverage cans; and 

sanitary wastes. In addition to erosion and sediment controls, the SWPPP must address the 

other potential pollutant sources that may exist on a construction site. These controls include 

proper disposal of construction site waste; compliance with applicable state or local waste 

disposal, sanitary sewer, or septic system regulations; control of offsite vehicle tracking; and 

control of allowable nonstorm water discharges which are discussed in Section 6.5. 

4.4 Allowable Nonstorm Water Discharges 

The following discharges are generally allowed if they do not commingle with contaminated 

material or other discharges associated with industrial activity: 

• Uncontaminated flows from fire fighting. 

• Fire hydrant flushing. 

• Potable water sources including water line flushing. 

• Uncontaminated groundwater resulting from dewatering activities. 

• Uncontaminated flows from foundation or footing drains. 

• Naturally occurring flows such as springs, wetlands, and riparian habitats. 

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• Irrigation water discharged during seeding, planting, and maintenance, provided 

fertilizers and pesticides are applied correctly. 

• Pavement wash waters for dust control and general housekeeping practices 

providing that spills or leaks of toxic or hazardous materials have not occurred 

and where detergents are not used. 

It must be emphasized that the flows described above are uncontaminated flows. For 

example, if the discharge from potable water line flushing were to collect significant amounts 

of sediment or contaminants while flowing over soil or pavement, it would be considered 

contaminated and, therefore, could not be discharged directly to the storm drain system. 

4.5 Pollutant Lists 

The construction activity should list any pollutants that have a reasonable potential to be 

present in the storm water discharge in significant quantities. The definition of significant 

quantities varies from item to item. In general, a significant quantity is taken to be any 

quantity that is not consumed within a normal day's operations or would result in spills beyond 

the immediate cleanup capabilities of the individual charged with the use of the materials. A 

significant quantity also relates to a "reportable" quantity for those substances that are 

regulated under SARA Title Ill Section 313, or any of the programs mentioned in Section 2.6. 

Table E-1 in Appendix E has been provided to inventory materials found onsite. 

Some of the primary contaminants associated with construction activities are as follows: 

• CCA treated lumber 

• AZ.CA treated lumber 

• Boiler treatment 

chemicals 

• Creosote 

• Tribucide 

• Diesel fuel 

• Fire retardant 

• White wood 

• Fueloil 

• Detergents 

• Gasoline 

• Hydrogen peroxide 

• Maintenance 

and motor 

lubricants 

and coolants 

• Paints, thinners, 

and sealants 

• Pentachlorophenol 

treated lumber 

• Metal studs 

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• Propane 

• Solvents 

• Sulfuric acid 

• Timbor 

• Mold 

inhibitor 

• Water 

repellant 

• Refrigerant 

• Concrete 

• Tar 
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28 Feb 97 

• Fertilizers 

• Hydraulic fluid 

4.6 Significant Spills or Leaks 

• Masonry block • Roofing 

shingles 

Because construction activities may handle certain hazardous substances over the course of 

the project, spills of these substances in amounts that equal or exceed Reportable Quantity 

(RO) levels are a possibility. EPA has issued regulations that define the reportable quantities 

for oil and hazardous substances. These regulations are found at 40 CFR Part 110, 40 CFR 

Part 117, and 40 CFR Part 302. If a release occurs, a contingency plan should be put into 

effect. The single most important action required in the contingency plan should be to 

minimize environmental impacts or health threats. If there is a RO release during the 

construction period, the following actions must be taken: 

• Notify the National Response Center immediately at (800) 424-8802; in 

Washington, DC, call (202) 426-2675. 

• Within 14 days, submit a written description of the release to the EPA Regional 

office providing the date and circumstances of the release and the steps to be 

taken to prevent another release. 

• Modify the SWPPP to include the information listed above. 

If a spill occurs and the above actions are taken, the single most important action is to 

document all calls, correspondence, and any other communications relative to the spill. 

Record names, titles, phone numbers, dates, times, and any other information that may be 

used to prove that the actions were taken. 

The construction activity must list all historical spills or leaks of toxic or hazardous pollutants 

to the storm water system that have occurred in the last 3 years. This _list must include: toxic 

chemicals listed in 40 CFR Part 372 that have been discharged to storm water as reported on 

EPA Form R, and oil or hazardous substances in excess of reportable quantities, 40 CFR 

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Part 110, 117, or 302. Table E-2, in Appendix E may be used to record the lists described 

previously. 

The SWPPP should designate a person who is accountable for spill response at the 

construction site. The designated person will be responsible for emergency procedure action 

and documentation. The responsible person should be thoroughly trained and familiar with all 

aspects of the response plan as well as the operations and daily activities of the construction 

activity. In addition this person must have the authority to commit the resources needed to 

accomplish the spill plan response. 

Contingency plans are required by law for proper response to a hazardous waste, chemical, or 

oil spill. The plans are designated Exhibit E-1, -2, and -3, in Appendix E. These plans are 

provided as a guideline only and should be customized by the construction activity. These 

plans and lists of contacts should be posted in obvious locations to facilitate a quick response 

to any spill. 

The key to a successful SWPPP is that no matter what quantities of materials are dispensed 

and stored, proper and safe management can reduce the risk of spills and leaks substantially. 

The following sections highlight the most common activities with a reasonable potential for 

spill or releases of hazardous materials to ground or surface water resources. 

4.6.1 Bulk Chemical and Fuel Storage or Transfer Areas 

Underground fuel storage has been addressed in other EPA programs. The use of double 

containment tanks, monitoring wells, and other controls has been established and all facilities 

should be in compliance. (The construction activity management should assure itself that all 

regulated underground storage tanks meet requirements.) Not all tanks fall under existing 

programs. The objective is to assure that tank contents do not leak into the storm sewer 

system or into the groundwater. 

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Aboveground storage tanks are not regulated in the same way that underground tanks are 

regulated. Areas containing fuel, lubricants, chemicals, waste oil, waste solvent, and other 

such tanks or storage barrels should be covered (preferably under roof) wherever possible. 

Storm water flows should be directed around the storage locations. Protective dikes around 

the sites which can provide containment are also in order, particularly if the potential spill 

volume exceeds the sump volume or what can be contained using absorbent "pillows" or other 

material and containment booms. 

The construction activity should identify areas in which a leak or a spill of significant materials 

could result in contact with storm water runoff and enter the storm water drainage system. 

These areas will coincide with areas of material handling, transfer, and storage. After areas of 

concern are identified, specific material handling procedures, storage requirements, and 

cleanup equipment and procedures should be established. Table E-4, in Appendix E, will be 

used to record the spill control and countermeasures established by the construction activity. 

Additional documentation relating to spill prevention countermeasures and control must be 

added to the SWPPP document. 

Aboveground tanks are primarily used for the bulk storage of chemicals, diesel, gasoline, 

coolants, and lubricants. These tanks may be serviced by any combination of below ground 

or aboveground piping systems. Bulk shipments are generally received from tank trucks. The 

products are off-loaded adjacent to the storage tanks and are dispensed to equipment as 

needed. Hazardous wastes generated from construction activity operations primarily consist 

of contaminated sediments from the fueling or maintenance areas. 

Waste oils are stored in both aboveground and underground tanks. Generally, the tanks are 

less than 1,900 liters (500 gallons) in capacity. All outdoor, aboveground tanks should be 

contained by dikes having adequate volume to hold a spill and, depending upon the region, an 

appropriate precipitation event. Underground storage tanks (UST's) must conform to their own 

set of regulations. The SWPPP should contain appropriate references to UST management. 

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Outdoor storage of chemicals, including petroleum substances, is a major environmental 

concern at construction sites. Aboveground tanks are subject to solar heating resulting iri 

potential explosive gases near vents, collisions from moving equipment, acts of vandalism, 

acts of disgruntled employees, etc. UST's may be a source of leaks. Storm water discharges 

have a potential of being contaminated during excavation, backfilling, maintenance, and 

remediation activities involving fuel storage tanks. Construction activities may have outdoor 

collection tanks for waste oil. These tanks may leak or overflow if they are not properly 

maintained. 

4.6.2 Vehicle and Equipment Fueling Areas 

Fuel is usually delivered to construction activities by tank truck. The bulk storage area should 

be contained by dikes and loading/unloading areas should be served by oil/water separators. 

Dispensing to vehicles and equipment is usually accomplished through standard fuel 

dispensers. Most spills are relatively minor. Spills are usually cleaned up by construction 

activity personnel and/or private contractors under the supervision of the local fire department. 

In the event a spill does reach the storm sewer system, a licensed cleanup contractor should 

be immediately dispatched to clean out the storm lines and recover spilled fuel. 

4.6.3 Vehicle and Equipment Maintenance Areas 

Most construction activity vehicles and equipment are maintained by construction activity 

personnel and are frequently repaired and serviced on the jobsite. Substantial volumes of 

petroleum oils, including engine oil, transmission fluid, brake fluid, and other lubricants, are 

used in vehicle maintenance operations. As a result, there is a potential for illicit discharges 

or storm water discharge contamination by oils, solvent, lubricants, fuel, and coolants. 

Equipment maintenance typically takes place in one of two locations: (1) the construction 

activity maintenance area or garage; or (2) wherever the equipment breaks down. The 

potential for storm water contamination where the equipment is serviced must be considered. 

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The following fluids have the potential to enter the storm water system from spillage: diesel 

fuel, gasoline, engine oil, hydraulic fluid, transmission fluid, lubricants, refrigerants, and 

solvents. All spillage other than potable water should be prevented from entering the storm 

water system. Engine oil and hydraulic fluids are used in relatively small quantities but may 

enter the storm drain system during precipitation events. If the garage area has unsealed 

cracks, spillage may result in groundwater contamination. Maintenance activities which occur 

inside garages may result in storm water contamination through floor drains connected to the 

storm sewer system. Hydrocarbon spillage should be minimized and cleaned up when it 

occurs. Residual cleanup waters should be passed through an oil/water separator into a 

sanitary sewer system if available or transported to a permitted treatment facility. 

4.6.4 Vehicle and Equipment Cleaning Areas 

The spent wash water from vehicle and equipment cleaning may be contaminated with 

surface dirt, rust, flash metal, or paint from the surface of the equipment and fluids (fuel, 

hydraulic fluid, oil, lubricants, etc.). Most construction activity vehicles and equipment are 

maintained by construction activity personnel and are frequently repaired and serviced on the 

jobsite. As a result, there is a potential for illicit discharges or storm water discharge 

contamination by oils, solvents, lubricants, fuel, and coolants. 

EPA regulations prohibit the discharge of wash water from car and truck cleaning facilities 

without a permit. The potential for storm water runoff contamination and the presence of illicit 

discharges from these facilities must be considered. The discharge should be treated for the 

removal of oil, grease, solvents, soaps, and solids prior to discharge to receiving waters. 

Although some vehicle-cleaning activities are not currently covered separately by the EPA 

storm water regulations, these activities must be addressed under the SWPPP wherever storm 

water may come into contact with the results of activities that are covered. 

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4.6.5 Combined Sewer Overflow (CSO) 

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Many of our nation's older and more-established cities are coping with problems related to a 

deteriorated infrastructure stressed beyond capacity. Chronic flooding occurs in some areas 

where storm sewer trunk lines were not designed to convey the extent of development that 

has occurred. As a result of this flooding, deteriorated sanitary sewers are overloaded by 

infiltration and inflow (I & I). This I & I laden sewage often overflows during high intensity or 

long duration storms washing pollutants into surface waters. Several older cities combined 

sanitary and storm sewers into a single combined sewer system, These also overflow during 

larger storm events as combined sewer overflows. These discharges containing raw sewage 

threaten the health of all who come into contact with them. In addition to being a threat to 

public health, CSO's jeopardize the beneficial use of surface waters. High bacterial counts 

result in beach closings and shellfish contamination. Low dissolved oxygen levels affect the 

health of fish and other aquatic life. Toxic pollutants tend to settle out and increase the level 

of contamination in the sediments. Floating debris, containing materials commonly associated 

with sewage, is offensive and greatly reduces the enjoyment of streams, rivers, and coastal 

zones. 

Federal and state regulatory agencies are currently struggling to develop the proper program 

for monitoring and controlling CSO's. They are struggling because each system varies from 

one community to the next, and each CSO solution is inherently complex and potentially 

expensive. Programs are in place to attempt to control I & I problems with sanitary sewer 

systems. The required level of control for the CSO discharges is not clearly specified in 

current NPDES discharge permits, nor are CSO control requirements defined in most state 

water quality standards. Construction designers and managers should be aware of the state 

and local trends concerning CSO's. Impacts concerning problems could conceivably result in 

sanitary sewer user fees, moratoriums on expansion, or even requiring onsite sewage 

disposal. 

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4.6.6 Onsite Sewage Disposal Systems 

Onsite sewage disposal systems (OSDS} include conventional septic systems, large-scale 

conventional systems, alternative and innovative designs, and private sewage treatment 

facilities. The term applies to any residential or industrial sewage that is not treated or 

planned for treatment in a centralized public sewer system. 

Proper treatment of wastewater effluent with onsite disposal systems is an essential 

component of surface water quality protection. When properly sited, designed, permitted by 

state or local health authority, installed, and maintained, individual sewage disposal systems 

can be used to treat most pollutants found in construction activity wastewater simply and 

effectively. Treated wastewater usually reaches surface waters by ground water recharge or 

by ground/surface water interfaces. 

4.7 Summary of Sampling Data/Existing Water Quality 

If storm water runoff from the proposed construction site has been sampled and analyzed for 

the presence of any pollutant (e.g., total suspended solids}, then the results of the analyses 

must be included in the SWPPP. In most cases, existing runoff water quality data are not 

available for a specific site, particularly an undeveloped site. However, if the construction is 

on or adjacent to an existing industrial facility, that facility may have collected runoff water 

quality data to satisfy another permit. If there are no existing data on the quality of runoff from 

the site, then it is not necessary to collect samples for the general permit. Runoff water 

quality data may sometimes be available from your state or local government. You may also 

be able to obtain runoff water quality information from the USGS or state or local watershed 

protection agencies. The sampling event(s} information should be recorded in Table E-3, in 

Appendix E, and a one-page summary included from the sampling data report package. 

Previous sampling data will be useful in determining the source of pollutants and in initiating 

controls. 

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5.0 STORM WATER MANAGEMENT CONTROLS 

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This section of the SWPPP describes storm water management measures to control and 

abate water quality impairment associated with the activities described in the preceding 

sections. 

Land conversion associated with development has resulted in the loss of vegetation and 

sensitive wetlands, alteration of natural drainage patterns, and the creation of expanded areas 

of imperviousness. This loss of infiltration capacity has correlated with increases in the 

velocity, volume, and frequency of storm water runoff. Mitigation of this process is inherently 

complex in that sources are somewhat diverse, changes in water quality tend to be gradual 

and cumulative, and the site-specific physical and safety constraints associated with the 

configuration of the different facilities tend to limit the number of viable measures for 

implementation at each site. However, since pollutants have a limited number of pathways by 

which they reach water resources, the practices that constitute management measures for the 

various source categories tend to be somewhat similar for each construction activity. 

The design and implementation of effective source control measures is achieved from a 

management systems approach as opposed to an approach that focuses on individual 

practices. That is, the pollutant control achievable from any given management system is 

viewed as the sum of the parts, taking into account the range of effectiveness associated with 

each single practice, the costs of each practice, and the resulting overall cost and 

effectiveness of the system. Some individual practices may not be effective alone but, in 

combination with others, may provide a key function in a highly effective system. This is 

analogous to the use of "treatment trains" or a series of treatment steps. 

This guidance adopts the approach of specifying management measures as systems of 

management practices. This approach is primarily reflected in two ways: (1) the 

management measures are usually presented as systems, and (2) for those sources that 

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generate pollutants from a number of discrete activities, or unit areas, the guidance includes 

management measures for each activity, or area. 

It is generally not possible to prescribe a highly specific management measure that will be 

uniformly applicable over an expanded region. For example, when designing erosion and 

sediment control systems, one considers soil types, antecedent moisture conditions, land use, 

precipitation patterns, and slopes to determine the proper set of practices. The multitude of 

combinations of site-specific factors that arise within a state, region, and even within a 

watershed, makes it difficult to develop a list of specific management measures to be used. 

Congress has defined management measures as "economically achievable measures for the 

control of the addition of pollutants from existing and new categories and classes of nonpoint 

sources of pollution which reflect the greatest degree of pollutant reduction achievable through 

the application of the best available nonpoint pollution control practices, technologies, 

processes, siting criteria, operation methods, or other alternatives." Congress has not defined 

the term "economically achievable," nor has it explained the term in legislative history. This 

distinction relates to the extensive flexibility inherent in implementing pollution prevention 

management measures. The ability of a particular management measure to deal with 

nonpoint source pollution from a particular site is subject to a variety of factors (e.g., 

geography, geology, soils, hydrology, and production methods) too complex to address in a 

single set of simple, mechanical prescriptions at the state or regional level, so this guidance 

provides considerable flexibility for local selection. These considerations make it difficult to 

predict the costs and economic impacts of measures that will ultimately be developed, applied, 

and implemented on a localized basis. Many of the proposed management measures are 

regarded as low-cost, yet highly effective. Examples include source control measures such as 

spill prevention or pesticide management. Others are more expensive, yet widely practiced 

(e.g., construction management measures such as erosion and sediment control practices, 

storm water management measures such as constructed wetlands or pond systems). This 

guidance provides a set of management practices for each source category. The number and 

type of systems identified per source category are based upon the range and diversity of 

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substantively different subcategories and pollutants. Pollution prevention is generally 

considered as the first component of management measures. Pollutant delivery reduction 

measures are typically added only after it is determined that additional control is necessary to 

reach the greatest degree of pollutant reduction economically achievable. 

For each management measure, a list of management practices that can be used in designing 

an equivalent or better system is provided. The list of practices reflects the best available set 

of practices, or components of best available systems, but is not all-inclusive of those 

practices that could be used to develop systems that are equivalent to or better than specified 

management measures. 

The pollutant reduction estimates that can be achieved using the specified management 

practices are also described in this guidance, quantitatively wherever possible. These 

reductions serve as the benchmarks for equivalent or better management measures. All 

estimates provided are based upon the best available data currently available, but are 

somewhat empirical. Further monitoring will provide data to support the effectiveness of this 

portion of the SWPPP. 

The controls to be implemented at each construction activity will reflect the identified potential 

sources of pollutants at each construction site. This list of sources will be different for each 

construction activity. It is recommended that the SWPPP personnel or committee be 

responsible for implementing the appropriate control measures for the construction activity. 

Each construction activity will find some solutions more appropriate or feasible than others. 

5.1 The Nonpoint Source Pollution Process 

Nonpoint source pollutants are transported to surface water by a variety of means, including 

runoff and ground water infiltration. Ground water and surface water are both considered part 

of the same hydrologic cycle when designing management measures. Ground water 

contributions of pollutant loadings on surface waters are often very significant. The transport 

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of nonpoint source pollutants to surface waters through ground water discharge is governed 

by physical and chemical properties of the water, pollutant, soil, and aquifer. 

The combination of source control and delivery reduction measures and the application of 

those measures as components of management systems are dependent upon site-specific 

conditions. Technical factors that may affect the suitability of management measures include, 

but are not limited to, land use, climate, size of drainage area, soil permeability, slopes, depth 

to water table, space requirements, the type and condition of the receiving waters, depth to 

bedrock, and the pollutants to be addressed. 

5.2 Source Control Measures 

Source control is the first opportunity in any nonpoint source control effort. Source control 

methods vary for different types of nonpoint source problems. Examples of source control 

include: 

( 1) Reducing or eliminating the introduction of pollutants to a land area. 

(2) Preventing nonintroduced pollutants (such as loose dirt and sediments) from 

leaving the site during land-disturbing activities. 

(3) Preventing interaction between precipitation and introduced pollutants. 

(4) Protecting wetlands or riparian habitat and other sensitive areas. 

(5) Protecting natural hydrology. 

5.2.1 Preventive Maintenance (PM) 

A Preventive Maintenance (PM) program is an effective and cost-efficient measure in pollution 

prevention. It is easily performed at a relatively low cost and may yield great savings in the 

long run. Preventive maintenance includes inspection of construction activity/contractor 

equipment and systems, such as equipment cleaning facilities, all vehicular and maintenance 

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facilities, and any structural source controls already in place, such as drip pads, sumps, and 

tank containment. Each contractor should be directly responsible for inspection, testing, 

adjustment, and repair of their contractor-owned facilities and equipment, subject to the 

supervision and review by the SWPPP committee. Contractor-owned facilities, equipment, 

and maintenance records will be reviewed by construction activity SWPPP personnel on a 

regular scheduled basis. 

5.2.2 Requirements in PM Program 

The preventive maintenance program should include the following: 

Identification of the equipment and systems to which the preventive 

maintenance program should apply. 

Periodic inspections of identified equipment and systems. 

Periodic testing of equipment and systems. 

Appropriate adjustments, repair, or replacement of parts. 

Maintenance of all records of inspections and follow-up actions. 

Preventive maintenance inspections should be carried out by trained personnel or the 

designated SWPPP committee. It is important that the personnel be familiar with the systems 

and equipment to be monitored and tested. The inspection schedules should be established 

by the committee, in conjunction with the construction activity manager, and brought to the 

attention of all employees. Inspection frequencies can be established in part by reviewing any 

"Risk Identification and Assessment" studies that may have been completed for the 

construction activity, equipment, facilities, or contractor activity. In some cases, monthly 

inspections will be appropriate. A testing schedule can be developed in the same manner; 

however, testing frequencies will not need to be as often as inspection frequencies. 

Adjustments or repairs of any type to the equipment or systems must be completed by trained 

personnel. 

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Documentation and retention of records is a critical element of a good preventative 

maintenance and inspection program. A tracking or follow-up procedure will be used to 

ensure that the appropriate response to the inspection findings has been made. All inspection 

documentation and records must be maintained with the SWPPP documentation for a period 

of 3 years following final stabilization. The tables and exhibits located in Appendix D should 

be used to record inspection and maintenance activities and any corrective actions 

implemented. 

Inspection and maintenance guidelines for construction equipment should follow the 

manufacturer's specifications. The equipment itself should be serviced in designated areas as 

indicated above. Special attention must be given to those portions of the equipment that 

come into contact with any suspected pollutant. These portions include, among others: trams 

or conveyor mechanisms, pipes for liquid conveyance (including vacuum hoses for liquid 

extraction), tanks and associated valves, fittings, nozzles, and tank seams. Particular · 

attention should be given to remedying leaks and replacement of deteriorated rubber or plastic 

hoses, pipes, washers, and gaskets. 

Good housekeeping refers to the cleaning and maintenance practices conducted at the 

construction activity. Good housekeeping is an important component of the pollution 

prevention plan. Periodic training of employees in housekeeping techniques for those areas 

of the construction activity where pollutant sources are found reduces the significant material 

contamination of storm water. Housekeeping practices include: 

• Maintenance of material loading/unloading areas. 

• Safe and orderly storage of construction debris, chemicals, and other significant 

materials. 

• Stimulating employee interest in good housekeeping. 

Maintenance areas should be kept clean. Chemicals, grease, oil, solvent, and fuel spills 

should be collected by use of absorbents and booms where necessary. Disposal of these 

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materials should be by qualified hazardous materials handling contractors. Material loading 

and unloading areas should be cleaned manually or with heavy equipment. Liquids should be 

removed using absorbent materials or with vacuum machinery. 

Cleaning protocols should be site-specific. The protocols should fit the nature of construction 

activity (and tenant organizations). The protocols should be developed to meet the sitespecific requirements of the construction activity. The protocols should cover: 

• Areas, operations, and equipment to be inspected. 

• Frequency of inspection. 

• Checklists and procedures to be used. 

• Records of inspection and filing requirements. 

• Records of resulting maintenance and filing requirements. 

• Mechanism for revising protocols. 

5.3 Delivery Reduction Measures 

Pollution prevention often involves delivery reduction (intercepting pollutants prior to delivery to 

the receiving waters) in addition to appropriate source control measures. Management 

measures include delivery reduction practices to achieve the greatest degree of pollutant 

reduction economically achievable, as required by NPDES regulations. 

Delivery reduction practices intercept pollutants leaving the source by capturing the runoff or 

infiltrate, followed either by treating and releasing the effluent or by permanently keeping the 

effluent from reaching a surface or ground water resource. By their nature, delivery reduction 

practices often bring with them side effects that must be accounted for. For example, 

management practices that intercept pollutants leaving the source may reduce runoff, but also 

increase infiltration to ground water. These devices, although highly successful at controlling 

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suspended solids, may not, because of their infiltration properties, be suitable for use in areas 

with high ground water tables and nitrate or petroleum residue problems. The performance of 

delivery reduction practices is to a large extent dependent on suitable designs, operational 

conditions, and proper maintenance. For example, filter strips may be effective for controlling 

particulate and soluble pollutants where sedimentation is not excessive, but may be 

overwhelmed by high sediment input. In many cases, filter strips are used as pretreatment or 

supplemental treatment for other practices within a management system. 

5.3.1 Storm Water Management BMP's 

The evolution of the need to manage or control storm water runoff has directly paralleled the 

evolution of land development and its impact on the environment. In the past, control of storm 

water was attempted by maximizing conveyance with rapid downstream disposal of surface 

water. The cumulative effects of this practice have created frequent downstream flooding and 

depletion of underground water supplies. Until the early 1970's little or no consideration was 

given to the downstream impacts of such activity. Current practices dictate the attenuation of 

design peak flows to predevelopment rates. While this approach has proven reasonably 

effective in curtailing flooding problems, it does not mitigate the adverse impacts of pollutant 

export. The first flush of pollutants refers to the higher concentrations of storm water 

pollutants that characteristically occur during the early part of a storm with concentrations 

decaying as the runoff continues. Concentration peaks and decay functions vary from site to 

site and from region to region, depending on contributing land use, the pollutants of interest, 

and the characteristics of the drainage basin. Studies have indicated that for a variety of land 

uses the first 1.25 cm (0.5 in.) of each runoff contains 80 to 95 percent of the total annual 

loading of most storm water pollutants. The best available procedures for storm water 

management include both structural and nonstructural components and involve a combination 

of detention, infiltration, and filtering devices. Treatment systems, rather than individual 

practices, will tend to achieve the greatest pollutant reduction goal. Treatment systems should 

include source control, storm water management, and riparian protection to achieve the 

highest level of effectiveness. 

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Storm water treatment systems are site-specific and their effectiveness is highly variable and 

dependent on many factors. Practices or combinations of practices that are considered to be 

"best available" in some or in many situations, nevertheless, may not be the most effective or 

economically achievable for a particular site, and may even be entirely ineffective for the site. 

A system of practices should be tailored to a particular site to avoid selection of unsuitable 

practices, maintenance problems, or failure to achieve desired pollutant reduction. 

Storm water management controls are constructed to prevent or control pollution of storm 

water after the construction is completed. The general permit requires that the pollution 

prevention plan include a description of the measures that will be installed to control pollutants 

in storm water after construction is complete. For sites in which the development results in 

runoff flows that are higher than preconstruction levels, the SWPPP must include a technical 

explanation of why a particular storm water management measure was selected. 

Selection of the most appropriate BMP depends upon a number of factors associated with site 

conditions. EPA expects that most sites can employ measures to remove 80 percent of the 

total suspended solids from postconstruction runoff. When selecting BMP's for a development 

project, consider the impacts of these measures on other environmental media (e.g., land, air, 

and ground water). 

In addition to pollutant removal, the SWPPP must address velocity dissipation at discharge 

locations. Development usually means an increase in speed with which the site will drain 

because of the addition of paved areas, storm sewers, curbs, gutters, etc. The general permit 

requires that the velocity dissipation devices be placed along the length of any outfall where 

the discharge from the developed area may erode the channel. See Section 3.3 for further 

information on runoff calculations. 

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5.3.2 Storm Water Retrofit 

Retrofit projects must take into account a number of site-specific factors. Nature of pollutants, 

loading rates, classification of receiving waters, location and condition of existing storm drains, 

existing and proposed land uses, location of existing utilities, soil characteristics, and 

floodplain location are but a few. A brief discussion of these practices follows: 

Pond Systems 

The ponds described in the following paragraphs range from completely dry structures to 

permanently wet structures with various combinations included. In addition, wetland 

components are discussed for their ability to enhance pollutant removal, create habitat 

diversity, and provide visual interest. 

Wet Extended Detention Pond - A permanent pool system containing a forebay near the inlet 

to trap sediments and a deeper pool near the riser. This pond system provides an optimal 

combination of downstream channel protection and pollutant removal. Extended detention wet 

ponds are generally the most cost-effective urban/coastal practices available for pollutant 

removal and storm water control. 

Wet Pond - A pond system with all of its storage utilized as a permanent pool. This system 

traps sediments and may provide pollutant removal through biological uptake from aquatic 

wetland plant species. In addition, a wet pond can be an attractive aesthetic feature. 

Extended Detention (ED) Micro-Pool - A dry ED system containing one or two small 

permanent pools for pollutant removal. One micro-pool located near the inlet acts as a 

sediment forebay. The micro-pool system has a much lower maintenance burden than 

conventional dry ED pond systems and is a particularly useful design for fingerprinting a pond 

into a sensitive woodland or wetland area. 

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Extended Detention Shallow Marsh - A system utilizing emergent aquatic wetland plant 

species as its principal pollutant removal mechanism. The ED shallow marsh typically 

consists of a 0- to 1-meter- (0-3 feet} deep irregularly shaped permanent pool, creating 

diverse wetland habitats in a relatively small space, while providing moderate levels of soluble 

pollutant removal. 

Shallow Marsh - A system with much of its storage devoted to a shallow marsh, this pond 

design can consume a great deal of land area. However, with proper grading, design, and 

propagation techniques, this system can result in the creation of an extensive, high quality 

emergent wetland habitat. The shallow marsh can achieve high removal rates of soluble and 

particulate pollutants through the biological uptake mechanism of emergent aquatic plants. 

In-Filter Dry Pond - An innovative dry pond system for sites having permeable soils that 

promote infiltration. Design includes storm water detention, pretreatment via plunge pools and 

grassed swales, and a series of infiltration trenches and basins. 

Dry Extended Detention Pond - A pond system typically comprised of two stages: The upper 

stage is graded to remain dry except for infrequent storms; whereas the lower stage is 

designed for regular inundation. Runoff pretreatment is difficult to achieve with this pond 

system, and it is equally difficult to prevent clogging of the ED control device. 

Wet Ponds and Wet Extended Detention Ponds are extremely effective water quality practices. 

When properly sized and maintained, Wet Ponds and Wet Extended Detention Ponds can 

achieve high removal rates for sediment, biochemical oxygen demand (BOD}, nutrients, and 

trace metals. Biological processes within the pond also remove the soluble nutrients (nitrate 

and ortho-phosphorus} that contribute to nutrient enrichment (eutrophication}. Soluble nutrient 

removal is achieved through a process known as biological uptake where algae and other 

aquatic plants convert the soluble nutrients into biomass which eventually settles into pond 

sediments and is later consumed by bacteria. Some of the nutrients are recycled to the water 

column, but most nutrients remain in the consolidated sediments. 

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Wet Extended Detention Ponds are most cost effective in larger, more intensely developed 

sites. Pond practices normally require a significant contributing watershed area (greater than 

4 hectares or 1 O acres) to ensure proper operation. Positive impacts associated with wet 

pond systems can include: creation of local wildlife habitat, increased property values, 

recreation, and landscape amenities. 

Extended Detention Ponds are effective in controlling postdevelopment peak storm water 

discharge rates to a desired predevelopment level for the design storm(s) specified. If storm 

water is detained for 24 hours or more, as much as 90-percent removal of particulates or 

suspended solid pollutants is possible. It should be noted, however, that extended detention 

ponds have the disadvantage of elevating water temperatures, thus potentially contributing to 

thermal pollution. Their use may be inappropriate in some locations, such as, adjacent to 

trout streams. In addition, care should be taken not to reduce base flows below those 

necessary to sustain the resident aquatic habitat. 

Infiltration Systems 

The infiltration systems described below range in design from stone-filled trenches and basins 

to permeable asphalt pavement. All utilize differing methods for removing soluble and fine 

particulate pollutants found in storm water runoff. To prevent infiltration systems from 

becoming clogged with fine sediment, it is essential to pretreat the incoming runoff. Methods 

of pretreatment range from filter cloth to vegetated filter strips. With pretreatment, infiltration 

systems can be an effective component of a water quality management measure. 

It is important to recognize that infiltration systems create a risk of transferring pollutants from 

surface water to ground water. Therefore, infiltration systems should not be used near wells, 

in wellhead protection areas, in areas with high ground water, or in karstic terrain or in settings 

in which drinking water supplies may become contaminated. Furthermore, concentrations of 

toxic materials leached into the substrate could result in a hazardous waste designation for 

the area subject to regulations under CERCLA. 

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Infiltration Trench #1 - An infiltration trench works by diverting storm water into a shallow (1 to 

2.5 meter or 3 to 8 feet) excavated trench which has been backfilled with stone to form an 

underground reservoir. Runoff is then either exfiltrated into the substrate or collected in 

underdrain pipes and conveyed to an outfall. Infiltration trenches are an adaptable practice 

that adequately removes both soluble and particulate pollutants. They are primarily an onsite 

control and are seldom practical or economical for drainage areas larger than 2 to 

4 hectares (5 to 10 acres}. Infiltration trenches are one of the few practices that adequately 

provide pollutant removal on small sites of infill development. They preserve the natural 

ground water recharge capabilities of a site and can often fit into margins, perimeters, and 

other unused areas of the site. A disadvantage is that infiltration trenches require careful 

construction, pretreatment, and regular maintenance to prevent premature clogging. 

Infiltration trenches can be used effectively in sandy or sandy loam soil areas but are much 

less effective for clayey or silty soils. 

Infiltration Trench #2 - Similar to the trench system described above, this design accepts 

sheet flow from the lower end of a parking lot or paved surface. Runoff is diverted off the 

paved parking lot through slotted curbs. The slotted curbs function as a level spreader for 

storm water. A grass filter strip separates the trench from the paved surface for capture of 

sediments. This trench includes a perforated PVC-type pipe for passage of large design 

storm events. At the end of the trench is a grassed berm to ensure that runoff does not 

escape. 

Infiltration Basin - Infiltration basins are an effective means for removal of soluble and fine 

particulate pollutants. Unlike other infiltration systems, basins are easily adaptable to provide 

full control for peak storm events. Basins can also serve large drainage areas (up to 

20 hectares or 50 acres}. Basins are a feasible option where soils are permeable. Basins are 

advantageous in that they can preserve the natural water table of a site, serve larger 

developed areas, be used as a construction sediment basin during construction and converted 

later to a long-term BMP, and are reasonably cost-effective in comparison to other practices. 

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One disadvantage is the need for frequent maintenance. In addition, infiltration basins have 

sometimes failed because they were installed in unsuitable locations or soils. 

Dry Well - A small infiltration system designed to accept storm water from a roof-drain 

downspout. Rather than dispersing its storm water across a paved surface or grassed area, 

the downspout pipe connects directly into the dry well which filters rooftop runoff into soils. 

This system should not be used near foundations where expansive soils are found, as 

foundations may be damaged. 

Porous Pavement - Porous pavement is a permeable pavement having the capability to 

remove both soluble and fine particulate pollutants in runoff and provide ground water 

recharge. Use is generally restricted to low-traffic-volume parking areas. Porous pavement 

systems can receive runoff from adjacent rooftops. This reasonably cost-effective practice is 

only feasible on sites with gentle slopes, permeable soils, deep water tables, and bedrock 

levels. It also requires careful design, installation, and maintenance. Although porous 

pavement has the high capability to remove both soluble and fine particulate pollutants from 

storm water runoff, it can become clogged easily and is difficult and costly to rehabilitate. 

From a pollutant removal standpoint, Infiltration Trenches, Basins, and Porous Pavement have 

a moderate to high removal capability for both particulate and soluble pollutants, depending 

upon how much of the annual runoff volume is effectively exfiltrated through the soil layer. It 

should be noted that infiltration practices should not be entirely relied upon to achieve high 

levels of particulate pollutant removal (particularly sediments), because these particles can 

rapidly clog the device. For these systems to be effective, particulate pollutants must be 

removed before they enter the structure by means of a filter strip, sediment trap, or other 

pretreatment devices, and these devices must be regularly maintained. 

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FIiter Strips 

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The filter systems described below rely on various forms of erosion-resistant vegetation to 

amplify particulate pollutant removal, improve terrestrial habitat, and enhance the appearance 

of a site. In addition, filter systems can improve both the performance and amenity value of 

pond and infiltration practices via storm water pretreatment. 

Grass Filter Strip - These are similar to a grassed swale, but they can only accept overland 

flow. Filter strips are effective when used to protect surface infiltration trenches from clogging 

by sediment. They are effective in removal of sediment, organic material, and trace metals. 

They should be used as a component in an integrated storm water management system. 

Filter strips are inexpensive to establish if preserved prior to site development. As with all 

filter systems, long-term maintenance (mowing, inspection for short circuiting, etc.), should be 

included in overall costs. 

Riparian Buffer Strip - Riparian buffer strips improve water quality by removing nutrients, 

sediment and suspended solids, and pesticides and other toxins from surface runoff as well as 

from subsurface and ground water flows. The pollutant removal mechanism associated with 

riparian vegetation combines the physical process of filtering and the biological processes of 

nutrient uptake and denitrification. 

Grassed Swale - This is a grassed, low gradient conveyance channel that provides some 

water quality improvements for storm water via natural filtration, settling, and nutrient uptake of 

the grass cover. Often used as an alternative to curb-and-gutter drainage conveyance, 

grassed swales affect peak discharges by lengthening the time of concentration. They can 

also be fitted with low check dams to increase removal efficiency via temporary ponding. 

Sand Filters - Sand filters are a water quality control filtration system used to remove large 

particulates from runoff and protect filter media from excessive sediment loading at storm 

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water quality control basins. Sand filters can be used independently or with a dry pond basin 

element. 

Peat/Sand Filters - This is a man-made soil filter system utilizing the natural absorptive 

features of peat. The system features a grass cover crop and alternating sublayers of peat, 

sand, and a perforated pipe underdrain system. Systems are presently used for municipal 

waste effluent treatment and are being adapted for use in storm water management. 

Filter strips have a low-to-moderate capability of removing pollutants in urban runoff and 

exhibit higher removal rates for particulates rather than soluble pollutants. Pollutant removal 

techniques include filtering through vegetation and soil, settling and deposition, and uptake by 

vegetation. Riparian buffer strips appear to have a higher pollutant removal capability than 

grass filter strips. However, length, slope, and soil permeability are critical factors that 

influence the effectiveness of any strip. Another practical design problem is prevention of 

storm water from concentrating and thereby "short-circuiting" the strip. 

Filter systems are an essential component of a comprehensive nonpoint source control 

strategy but should generally be used in conjunction with infiltration systems and pond 

systems as a pretreatment for runoff. 

Oil/Water Separators 

There are several types of oil-water separators. The basic separators that could be utilized at 

a construction activity are listed as follows: 

SC Separator - An SC separator consists of an underground vault or manhole with an inlet 

pipe and ''T" outlet. The structure of the separator allows for separation of floating oil only and 

has a capacity for small spills. 

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API Segarator - The API separator consists of a rectangular vault with a series of baffles. 

Some systems have sophisticated equipment for skimming and removal of oil and other 

materials. 

CPI Separator - The CPI separator consists of a vault that contains a series of closely aligned 

parallel plates made of fiberglass. The plates are positioned at an angle to the direction of 

inflow from Oto 60 degrees. 

Oil/water separators may be used within a storm drainage system or as a pretreatment for 

discharge into the sanitary system or hold tank for removal. An SC separator is effective for 

retaining small fuel or oil spills. The API and CPI separators are effective in removing diluted 

oil droplets from storm water. Maintenance must be performed regularly. Oil/water separators 

must be cleaned frequently to keep accumulated oil from escaping during larger storm events. 

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6.0 Mobllizatlon, Implementation, Monitoring, and Documentation 

6.1 Mobilization/Implementation 

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The first step of mobilization should be the implementation of controls. The controls should be 

constructed or applied in accordance with state or local standard specifications. If there are 

no state or local specifications for control measures then the controls should be constructed in 

accordance with Appendix C. In any event the controls must be constructed in accordance 

with good engineering practices and in compliance with NPDES regulations. Appendix C lists 

typical design standards for structural control measures. The controls should be constructed 

and the stabilization measures applied in the order indicated by the sequence of major 

activities. 

To ensure that controls are adequately implemented, it is important that the work crews 

installing the measures are experienced and/or adequately trained. Improperly installed 

controls can have little or no effect and may actually increase pollutant export. It is also 

important that all other workers on the construction site be made aware of the controls so that 

they do not inadvertently disturb or remove them. 

6.2 Site Inspections 

Inspection and maintenance of the control measures are as important to pollution prevention 

as proper planning and design. Inspection should be performed at the frequency specified in 

the SWPPP and/or the issued permit. Each state has different Inspection and reporting 

requirements, the reader Is encouraged to contact the permit authority for the states In 

question. The inspector should note any damage or deficiencies in the control measures in 

an inspection report. An example of an inspection report can be found in Appendix D, as 

Exhibit D-2. The operator should correct damages or deficiencies as soon as practicable after 

the inspection, and any changes that may be required to correct deficiencies in the SWPPP 

should be made as soon as practicable after the inspection. In addition to the inspection and 

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maintenance reports, the operator should keep records of the construction activity on the site. 

In particular, the operator should keep a record of dates when each activity starts and is 

completed. Exhibits D-2 through D-4, in Appendix D may be used to record this information. 

The Inspection and Maintenance Report Forms are organized into three basic management 

measures: (1) Structural Controls, (2) Vegetative Controls, and (3) Management Measures. 

The particular practices associated with these measures are located in Appendix C, and are 

categorized in Section 3.4.4. The general permit requires inspection every 7 days or within 

24 hours of a storm event of 12.5 mm (0.5 inch) or more. All disturbed areas of the site, 

areas for material storage, locations where vehicles enter or exit the site, and all of the 

erosion and sediment controls that were identified as part of the plan must be inspected. 

Controls must be in good operating condition until the area they protect has been completely 

stabilized and the construction activity is complete. The construction project manager will 

designate an inspector for monitoring BMP's (these inspections can be performed as part of a 

regular construction inspection program). As the principal permittee, COE will also regularly 

inspect each construction site to determine compliance with provisions of the SWPPP. 

Construction sites which do not comply with provisions of the SWPPP will be shut down by 

COE until compliance is achieved. 

6.3 Personnel Designation 

Designated personnel for each contractor/tenant construction project should be listed in the 

Pollution Prevention Committee Members form, Exhibit 0-1, in Appendix D. 

6.4 Training 

Personnel performing site inspections (COE and tenant projects) are required to be 

experienced in construction practices and erosion and sediment control practices. Many 

states and organizations offer general training programs in sediment and erosion control. 

Training as a whole should address: 

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• The location and type of control measures. 

• The construction requirements for the control measures. 

• Spill response. 

• Inspection and maintenance record-keeping requirements. 

• Pollution control laws and regulations. 

• Good housekeeping and material management practices. 

• Particular construction activity features and operations designed to minimize 

storm water pollution. 

COE wlll review SWPPP requirements with each tenant or contractor before approving 

construction activities. 

A large part of the success of an SWPPP is the capability and interest of the employees 

responsible for implementing and maintaining the program. Personnel must understand the 

importance of the program and the goals of the SWPPP. Personnel must be trained in the 

techniques of response, removal, and documentation. The permit authority representatives 

will be inspecting the general permit participants, and it is important that they are received by 

trained, knowledgeable personnel who have access to the SWPPP, environmental files, and 

other documentation. The SWPPP documentation must be current and complete when 

inspected. 

Annual training workshops and meetings should be established, at which time employee 

participation and input should be encouraged. Training schedules should be recorded (see 

Table E-5, Appendix E). New techniques of storm water management controls as well as 

changes in permit compliance or limits should be explained to the employees. 

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6.5 Nonstorm water discharges 

6.5.1 Certification 

The general permit requires nonstorm water discharges to be eliminated prior to the 

implementation of the SWPPP. Existing industrial facilities must certify that there are no 

nonstorm water discharges present in the storm water drainage system. All facilities must 

certify and monitor outfalls for dry weather discharges. 

The certification page for nonstorm water certification is shown in Appendix F. A certification 

page should be signed and retained as part of the SWPPP documentation. All forms filled out 

while surveying and evaluating outfalls should also be inserted into the nonstorm water 

discharge section of the SWPPP. A record of methods used, dates, and time conducted 

should be listed on the form. 

If certification is not feasible because of the inability to eliminate the nonstorm water discharge 

because of the need for significant structural changes, the construction activity must notify the 

permit authority. This notification should include a summary of why the extension in 

eliminating nonstorm water discharges is required and a schedule indicating when nonstorm 

water discharges will be eliminated. The schedule is subject to modification by the permit 

authority. 

6.5.2 Nonstorm Water Inspection 

The inspection for nonstorm water discharges should take place concurrently with the 

inspection of the drainage system (Section 6.5.3). 

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There may be several drainage systems serving the construction activity depending on 

topography. The inspection for each drainage system should begin at the farthest discharge 

point from the center of construction activity operations. The farthest discharge point may be 

at the property boundary, or it may be at the point where the ''waters of the United States" 

cross the construction activity property and intersect with a drainage system. 

Physical inspection of the outfalls should include (principal issues identified): 

• Flow If flow is present, and precipitation has not occurred within the 

past 3 days, there may be a problem requiring further 

investigation unless the source is positively known and is 

nonpolluting. 

• Odor The presence of any odor from the drainage system may indicate 

an unnatural occurrence. 

• Clarity If water is present, standing or flowing, and it is not clear, 

pollution should be suspected. 

• Floatables If there is floating debris, garbage, sewage, or an oily sheen, the 

source of the material should be identified. 

• Stains, etc. If stains are present on lined channels/pipes, or other than the 

normal vegetation or soil color, this may be an indicator requiring 

further investigation. 

• Vegetation If vegetation in the discharge channel is more luxurious or, 

conversely, appears stressed in comparison to adjacent 

vegetation, this is likely an indicator of excess nutrients or other 

problems and requires further investigation. 

In addition, inspection should note siltation or scour problems below outfalls, or at system 

confluences, for referral to construction activity maintenance officials. 

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Chemical inspection of outfalls may make use of dry weather monitoring kits if dry weather 

flow is observed from the discharge points(s) or stagnant pools are observed at the discharge 

point(s). The results of the tests using these kits can assist in identifying possible problem 

sources upstream in the system. 

From the discharge point(s), the inspection should proceed upstream. Similar inspections 

should be made of each intervening discharge point, if the storm drain is not continuous to its 

final outfall. If the storm drain is continuous, inspections should be made at each manhole 

upstream to the inlets of the storm water drainage system. (Inspectors shall not enter 

manholes unless OSHA-approved confined space entry procedures are followed.) The 

inspectors should make note of any of the items listed above. Particular attention should be 

given to connections in the storm water drain lines or any inlet lines not shown on the plans. 

Patched pavements may be indicators of postdesign connections. 

Attention should be given to determine the discharge destination of floor drains. These 

drains must be connected to the sanitary sewer system. 

The flow paths to each of the inlets must be inspected, as well as the inlets themselves. 

Particular attention should be given to the presence of grease, oil, fuel, chemical, or solvent 

residues along these flow paths, as well as any other staining that could indicate a pollutant 

that could be washed down the storm drain. Inlet sumps should be inspected. Debris 

collected in inlet sumps should be removed regularly and before any substantial buildup 

occurs. 

The physical condition and cleanliness of the components of the drainage system must be 

inspected as well. The inspector should make sure that the drainage areas are clean and free 

of debris. The physical integrity of all conveyances and discharge points should be inspected 

for corrosion, seam and joint connections, erosion, silting, leaks, and condition of dikes, 

berms, and other structures of the storm water controls. 

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These Inspections, related to the construction activity SWPPP's, are Important to 

ensure that pollutants arising from other Industrial activities are not Incorrectly 

ascribed to the construction activity. 

Table D-6, Appendix D, will be used to record drainage system maintenance and inspection 

observations. 

Inspection of paved areas is not a difficult task, because all surfaces can be easily seen. With 

respect to storm water pollution, if the paved areas are free of visible pollutants, storm water 

contamination is less likely. 

Inspections will focus on maintenance activities that assure that paved surfaces are clean of 

chemicals, grease, oil, solvents, and fuels, and that other potential pollutants are kept off the 

paved areas, or that they are kept covered and out of storm water flow paths. 

Paved areas will also be inspected for cracks. Where there is a significant potential for a spill, 

such as drip pads or fueling stations, cracks may allow pollutants to seep into the soil where 

ground water contamination could occur. Maintenance activities could include proper grouting 

of all pavement joints. 

Herbicides and petroleum products are sometimes applied to pavement cracks and at joints to 

control vegetation growth. The use of herbicides or other chemicals should be reviewed, as 

these materials may combine with storm water runoff or infiltrate into the underlying soil. If 

herbicides must be used, those with low toxicity and persistence should be considered. The 

frequency of application should be reduced to the minimum required. Grouting of joints and 

cracks may offer an alternative to herbicide application. 

6-7 
EP 1110-1-16 

28 Feb 97 

6.6 Final Stabilization/Termination 

As soon as practicable after construction activities have been completed in a disturbed area, 

permanent stabilization should be started to prevent further erosion of soil from that area. All 

disturbed areas of a site, except those portions which are covered by pavement or a structure, 

should be finally stabilized once all construction activities are completed. Final stabilization 

requirements may vary from permit to permit. Final stabilization is defined by the EPA 

General Permit as meaning that all soil-disturbing activities at the site have been completed, 

and that a uniform perennial vegetative cover with a density of 70 percent of the cover for the 

unpaved areas has been established or equivalent stabilization measures, such as the use of 

riprap, gabions, or geotextiles, have been employed. 

Operators of a construction site must continue to comply with permit conditions until: (1) they 

no longer meet the definition of an operator of a construction site; or (2) the construction 

activity is complete, all disturbed soils have been finally stabilized, and temporary erosion and 

sediment controls have been or will be removed. A permittee should submit a Notice of 

Termination (NOT) to inform EPA that they are no longer an operator of a construction activity. 

The NOT is a one-page form (see Appendix F} which should be completed and submitted to 

the permitting authority when a site has been finally stabilized or when an operator of a 

construction activity changes. The NOT is typically the final task required to comply with the 

requirements of an NPDES storm water permit for a construction activity. The NOT 

communicates to the permitting authority that the construction activity has ceased and the 

area is stabilized. 

Note that when there is a change in operators of a construction activity, then the new operator 

must submit an NOi to be covered by the permit at least 2 days before the change in 

operator. 

6-8 
EP 1110-1-16 

28 Feb 97 

Where the NOT's are submitted depends on the permitting authority. Some state agencies do 

not require submittal of NOT's. Federally regulated NPDES permits require NOTs to be 

submitted to the following address: 

Storm Water Notice of Termination 

P.O. Box 1185 

Newington, Virginia 22122 

Following the termination of construction activities, the permittees must keep a copy of the 

SWPPP and records of all the data used to complete the NOi for a period of at least 3 years 

following final stabilization. The record retention period may be extended by the permitting 

authority's request. 

FOR THE COMMANDER: 

1 O Appendices 

(See Table of Contents) 

ROBERT H. GRIFFIN 

Colonel, Corps of Engineers 

Chief of Staff 

6-9 
APPENDIX A 

List of State Contacts 

A-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

Alabama 

(205) 271-7852 

Department of Environmental 

Management- Water Quality Division 

1751 Congressman W.L. Dickson Drive 

Montgomery, Ala. 36130 

Ala•k•* 

(206) 553-8399 

U.S. EPA, Region 10 

1200 Sixth Ave. 

Mailcode: WD-234 

Seattle, Wash. 98101 

(907) 271-3689 

U.S. EPA-Alaska Operations Office 

222 West 7th Ave., No. 19 

Anchorage, Alaska 99513-7588 

Arizona* 

(415) 744-1906 

U.S. EPA, Region 9 

75 Hawthorne St. 

Mailcode: W-5-1 

San Francisco, Calif. 94105 

Arkansas 

(501) 682-0627 

Department of Pollution Control 

and Ecology-Water Division 

8001 National Drive 

P.O. Box 8913 

Little Rock, Ark. 72219-8913 

California 

(916) 657-1110 

State Water Resources Control BoardWater Quality Division 

P.O. Box 100 

901 P St. 

Sacramento, Calif. 95801 

Colorado 

(303) 331-4590 

Colorado Department of Health 

Water Quality Control Division 

4300 Cherry Creek Dr. South 

Denver, Colo. 80222-1530 

Connecticut 

(203) 566-7167 

Department of Envir. Protection 

Water Management Bureau-Water 

Discharge Management 

165 Capitol Ave. 

Hartford, Conn. 06106 

Delaware 

(302) 739-5731 

Department of Natural Resources and 

Environmental Control-Division of 

Water Resources 

Water Pollution Control Branch 

NPDES Stormwater Program 

89 Kings Highway 

P.O. Box 1401 

Dover, Del. 19903 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-2 
District of Columbia• 

(215) 597-1651 

U.S. EPA, Region 3 

841 Chestnut St. Building 

Mailcode: 3HW31 

Philadelphia, Pa. 19107 

Florida• 

(404) 347-3633 

U.S. EPA, Region 4 

345 Courtland St. N.W. 

Mailcode: 4WM-WPEB 

Atlanta, Ga. 30365 

(904) 488-0782 

Department of Envir. Regulation 

Stormwater/Nonpoint Source Mgmt. 

Section 

Twin Towers Office Building 

2600 Blair Stone Road 

Tallahassee, Fla. 32399-2400 

Georgia 

(404) 656-4887 

Industrial Wastewater Program 

(404) 362-2680 

Municipal Permitting Program 

Department of Natural Resources 

Environmental Protection Division 

205 Butler St. S.E. 

Atlanta, Ga. 30334 

Hawaii 

(808) 586-4309 

Department of Health 

Clean Water Branch 

P.O. Box 3378 

Honolulu, Hawaii 96801 

Idaho• 

(206) 553-8399 

U.S. EPA, Region 10 

1200 Sixth Ave. 

Mailcode: WD-134 

Seattle, Wash. 98101 

(208) 334-9498 

U.S. EPA 

422 West Washington 

Boise, Idaho 83702 

Illinois 

(217) 782-0610 

EP 1110-1-16 

28 Feb 97 

Environmental Protection Agency 

Water Pollution Control Division 

2200 Churchill Road 

P.O. Box 19276 

Springfield, Ill. 67294-9276 

Indiana 

(317) 233-6725 

Department of Environmental Mgmt. 

Water Management Office 

NPDES Permits Group 

100 N. Senate Avenue 

P.O. Box 6015 

Indianapolis, Ind. 46206 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-3 
EP 1110-1-16 

28 Feb 97 

Iowa 

(515) 281-7017 

Department of Natural Resources 

Surface and Groundwater Protection 

Bureau 

Wallace State Office Building 

900 E. Grand Ave. 

Des Moines, Iowa 50319-0034 

lCaZJ.sas 

(913) 296-5547 

Department of Health and Envir. 

Water Bureau 

Forbes Field, Building 740 

Topeka, Kan. 66620 

Kentucky 

(502) 564-3410 

NPDES Branch 

Department of Envir. Protection 

Water Division 

18 Reilly Road 

Frankfort, Ky. 40601 

Louisiana* 

(214) 665-7523 

U.S. EPA, Region 6 

1445 Ross Ave. 

Mailcode: 6W-PM 

Dallas, Texas 75202 

(504) 765-0525 

Department of Envir. Quality 

Office of Water Resources 

Water Pollution Control Division 

P.O. Box 82215 

Baton Rouge, La. 70884-2215 

Maine* 

(617) 565-3590 

U.S. EPA, Region 1 

Compliance Branch-WPC 

JFK Federal Building 

Boston, Mass. 02203 

(207) 289-7693 

Department of Envir. Protection 

Water Bureau 

State House, Station 17 

Augusta, Maine 04333 

Maryland 

(410) 631-3323 

Hazardous & Solid Waste Mangment 

Administration-Sediment & 

Stormwater Management 

Administration 

Department of the Environment 

2500 Broening Highway 

Baltimore, Md. 21224 

Massachusetts* 

(617) 565-3590 

U.S. EPA, Region 1 

Special Permits Section, 

Wastewater Management Branch 

JFK Building 

Mailcode: HPU-1 

Boston, Mass. 02203 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-4 
Michig4Jl 

(517) 373-8088 

Department of Natural Resources 

Surface Water Division 

P.O. Box 30338 

Lansing, Mich. 48909 

Mirme11ota 

(612) 296-7203 

General Program and Industrial 

Permits 

(612) 296-8722 

Municipal dischargers 

(612) 296-7219 

Construction activity dischargers 

Pollution Control Agency 

Water Quality Division 

520 Lafayette Road 

St. Paul, Minn. 55155 

Mississippi 

(601) 961-5074 

Office of Pollution Control, 

Industrial Wastewater Branch 

Mississippi Department of Envir. 

Quality 

2380 Highway 80 W 

Jackson, Miss. 39289-0385 

Mi11souri 

(314) 751-6825 

Department of Natural Resources 

Water Pollution Control Program 

P.O. Box 176 

Jefferson City, Mo. 65102 

Montana 

(406) 444-2406 

EP 1110-1-16 

28 Feb 97 

Department of Health and Envir. 

Sciences-Water Quality Division 

P.O. Box 200901 

Helena, Mont. 59620-0901 

Nebra11Jca 

(402) 471-4239 

Department of Environmental Ctrl 

Water Quality Division 

P.O. Box 98922 

Lincoln, Neb. 68509 

Nevada 

(702) 687-4670 

Department of Conservation and 

Natural Resources 

Environmental Protection Division 

123 W. Nye Lane 

Carson City, Nev. 89710 

New Hampshire* 

(617) 565-3590 

U.S. EPA, Region 1 

Compliance Branch--WPC 

JFK Federal Building 

Boston, Mass. 02203 

(603) 271-2457 

Department of Environmental Services 

Water Supply and Pollution Ctrl Div 

Water Quality Permits and Compliance 

Bureau 

P.O. Box 95 

6 Hazen Drive 

Concord, N.H. 03301 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-5 
EP 1110-1-16 

28 Feb 97 

New Jersey 

(609) 633-7026 

Department of Environmental 

Protection and Energy 

Water Resources Division 

Water Quality Planning Bureau 

401E. State St. 

Trenton, N.J. 08265-0029 

New Mexico* 

(214) 665-7523 

U.S. EPA, Region 6 

1445 Ross Ave. 

Mailcode: 6W-PM 

Dallas, Texas 75202 

(505) 827-2798 

Water Quality Control Commission 

1190 St. Francis Dr. 

Harold Runnels Building 

P.O. Box 26110 

Santa Fe, N.M. 87502 

New York 

(518) 457-1157 

Department of Environmental Conserv 

Wastewater Facilities Design 

50 Wolf Rd. 

Albany, N.Y. 12233 

North Carolina 

(919) 733-5083 

Department of Envir., Health and 

Natural Resources 

Division of Environmental Mgmt. 

Water Quality Planning 

P.O. Box 29535 

Raleigh, N.C. 27626-0535 

North Dakota 

(701) 221-5242 

Department of Labor and Consolidate 

Laboratories-Water Quality Division 

1200 Missouri Ave. 

P.O. Box 5520 

Bismark, N.D. 58502-5520 

Ohio 

(614) 664-2001 

Environmental Protection Agency 

Water Pollution Control Division 

P.O. Box 163669 

1800 Watermark Drive 

Columbus, Ohio 43266-3669 

Hotline: (614) 644-2053 

Oklahoma* 

(214) 665-7523 

U.S. EPA, Region 6 

1445 Ross Ave. 

Mailcode: 6W-PM 

Dallas, Texas 75202 

Oregon 

(503) 229-5256 

Department of Environmental Quality 

Water Quality Division 

811 S.W. Sixth Ave. 

Portland, Ore. 97204 

Pellllsylvania 

(717) 787-8184 

Department of Envir. Resources 

Water Quality Management Bureau 

P.O. Box 2063 

Harrisburg, Pa. 17120 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-6 
Rhode Island 

(401) 277-6519 

Department of Environmental Mgmt. 

Division of Water Resources 

291 Promenade Street 

Providence, R.I. 02908 

south Carolina 

(803) 734-5300 

Bureau of Water Pollution Control 

Department of Health and 

Environmental Control 

2600 Bull St. 

Columbia, S.C. 29201 

South Dakota"' 

(303) 293-1647 

U.S. EPA, Region 8 

999 18th St., Suite 500 

Denver, Colorado 80202-2466 

(605) 773-3351 

Department of Envir. and Natural 

Resources-Division of Envir. 

Regulation 

Joe Foss Building 

523 East Capitol 

Pierre, S.D. 57501-3181 

T81l1l8SS88 

(615) 741-7833 

Division of Water Pollution Control 

150 Ninth Ave. N. 

Fourth Floor 

Department of Environment and 

Conservation 

Nashville, Tenn. 37243-1534 

Texas"' 

(214) 665-7523 

U.S. EPA, Region 6 

1445 Ross Ave. 

Mailcode: 6W-PM 

Dallas, Texas 75202 

Utah 

(801) 538-6146 

EP 1110-1-16 

28 Feb 97 

Department of Environmental Quality 

Division of Water Quality 

Salt Lake City, Utah 84114-4870 

Vermont 

(802) 241-3822 

Department of Envir. Conservation 

Permits, Compliance and Protection 

Division 

103 s. Main St. 

Waterbury, Vt. 05676 

Virginia 

(804) 527-5083 

Virginia Department of Environmental 

Quality-Water Control Board 

P.O. Box 11143 

Richmond, Va. 23230-1143 

Washington 

(206) 438-7614 

Industrial permits 

(206) 438-7529 

Municipal permits 

Department of Ecology-Office of 

Water Programs 

Mail Stop PV-11 

Olympia, Wash. 98504-7696 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-7 
EP 1110-1-16 

28 Feb 97 

West Virginia 

(304) 558-8855 

Department of Commerce, Labor 

and Natural Resources-Office of 

Water Resources-Industrial Branch 

State Capitol Building 

1201 Greenbrier St. 

Charleston, W. Va. 25311 

Wisconsin 

(608) 267-7634 

Department of Natural Resources 

Bureau of Wastewater Management 

P. 0. Box 7 9 21 

Madison, Wis. 53707 

Wyoming 

(307) 777-7082 

Department of Environmental Quality 

Herschler Building, 4th Floor 

Cheyenne, i;fyo. 82002 

American Samoa* 

(415) 744-1906 

U.S. EPA, Region 9 

75 Hawthorne St. 

Mailcode: W-5-1 

San Francisco, Calif. 94103 

Guam* 

(415) 744-1906 

U.S. EPA, Region 9 

75 Hawthorne St. 

Mailcode: W-5-1 

San Francisco, Calif. 94103 

Northern Mariana Islands* 

(415) 744-1906 

U.S. EPA, Region 9 

75 Hawthorne St. 

Mailcode: W-5-1 

San Francisco, Calif. 94013 

Puerto Rico* 

(212) 264-8611 

U.S. EPA, Region 2 

26 Federal Plaza, Room 845 

Mailcode: WMD-WPCB 

New York, N.Y. 10278 

(809) 767-8181 

Director of Water Quality Area 

Environmental Quality Board 

P.O. Box 11488 

Santurce, Puerto Rico 00910 

Virgin Islands 

(809) 773-0565 

Department of Planning and Natural 

Resources-Environmental Protection 

Division 

Government House 

Charlotte Amalie 

St. Thomas, Virgin Islands 00801 

(809) 774-3320 

Director, Coastal Zone Management 

Office-Department of Planning and 

Natural Resources 

6003 Annas Hope 

Christiansted 

St Croix, Virgin Islands 00820-4433 

* As of February 1995, for non-NPDES states and territories, EPA regional 

office contacts are listed. 

A-8 
APPENDIX B 

Federal Notice of Intent 

B-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

NPDES 

FORM 

THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-92) Form Approved. 0118 No. 204CMION 

See Reverse for Instructions Approvel •q,1-: ...,, ... 

&EPA Untted States Environmental Protection Agency 

Washington, DC 20460 

Notice of Intent (NOi) for Storm Water Discharges Associated with Industrial 

Activity Under a NPDES General Permit 

Submission of this Notice of Intent constitutes notice that the party identified in Section II of this form intends to be authorized by a NPDES permtt issued for 

storm water discharges associated with industrial activi~ In the State identified in Section Ill of this form. BecomlniJlt~rmittee obligates such discharger to comply with the terms and conditions of the permit. A L NECESSARY INFORMATION MUST BE PROVIDED O HIS FORM. 

f. Permit Selection: You must indicate the NPDES Storm Water general permit under which you are applying for coverage. Check one of these. following: 

Baseline 

□ Baseline 

□ Multi-Sector 

Industrial Construction (Group Permit} □ II. Facility Operator Information 

Name: I Phone: I I I I I I I I I I I 

I I Status of 

Address: ' ' ' ' ' ' ' ' Owner/Operator: 

□ City: I I I I I I I I I I I I I I I I I I I I I I I State: w ZIP Code: I I I I I I -I I I I I 

Ill. Facility/Site Location Information 

Name: I I Is the facili~ located on Indian Lan s? (Y or N) 

□ Address: I 

City: I I State: w ZIP Code:I I I I I I I I I I I 

Latitude: I I I I I I I Longitude: I I I I I I I I Quarter: W Section: W Township: I ' I I I Range: I I I I I 

IV. Sile Activity Information 

MS4 Operator Name: I I 

Receiving Water Body: I I 

If you are filing as a co-permittee, M1.11ti·Se:(;lQ[ ee[II)il Agglil&OlS 1~-

enter storm water general permit number: I I Based on the instructions provided in Addendum H of the 

Multi-Sector permit, are species identified in Addendum H 

SIC or Designated I I 2nd: I I in proximity to the storm water discharges to be covered 

Activity Code: Primary: I I I I I I under this permit, or the areas of BMP construction to 

□ control those storm water discharges? 

□ (Y or N) 

Is the facility required to submit monitoring data? (1, 2, 3, or 4) Will construction (land disturbing activities) be conducted 

If 

Permit, 

You Have 

Enter 

Another 

Permit Number: 

Existing NPDES 

I I I I I I I I I I for storm water controls? (Y or N) 

□ 

□ Is applicant subject to and in compliance with a written 

historic reservation aoreement? IV or N\ 

V. Add1l1ona1 Information Required for Construction Activities Only 

Project Start Date: Completion Date: Is the Storm Water Pollution Prevention Plan 

I I I I I I I I Estimated Area to be I I in compliance with State and/or Local 

VI. 

' 

Certification: 

' ' 

The certification 

I I 

statement 

I 

in Box 

Disturbed 

1 applies 

(in Acres): 

to all applicants. 

I I I I I sediment and erosion plans? (Y or N) □ The certification statement in Box 2 applies ~ to facilities applying for the Multi-Sector storm water general permit. 

BOX1 BOX2 .Al.I. APPLICANTS: MUL Tl-SECTOR STORM WATER GENERAL PERMIT APPLICANTS ONLY: 

I certify under penalty of law that this I certify under penalty of law that I have read and understand the Part I.B. eligibility requirements for 

document and all attachments were coverage under the Multi-Sector storm water general permit, including those requirements relating to 

prepared under my direction or supervision the protection of species identified in Addendum H. 

in accordance with a system designed to 

assure To the best of my knowledge, the discharges covered under this permit, and construction of BMPs to that qualified personnel properly 

gather and evaluate the information control storm water run-off, are not likely to and will not likely adversely affect any species identified in 

submitted. Based on my inquiry of 'the Addendum H of the Multi-Sector storm water general permit or are otherwise eligible for coverage due 

person or persons who manage the system, to previous authorization under the Endangered Species Act. 

or those persons directly responsible for 

gathenng To the best of my knowledge, I further certify that such discharges, and construction of BMPs to the information, the information 

submitted is, to the best of my knowledge control storm water run-off, do not have an effect on properties listed or eligible for listing on the 

and belief, true, accurate. and complete. I National Register of Historic Places under the National Historic Preservation Act, or are otherwise 

am aware that there are significant penalties eligible for coverage due to a previous agreement under the National Historic Preservation Act. 

for subm1tt1ng false information, including the 

poss1b1lity ol I understand that continued coverage under the Multi-Sector general permit is contingent upon fine and imprisonment for 

knowing violations. maintaining eligibility as provided for in Part I.B. 

Print Name: I I Date: I I I I I I I 

Sin nature· 

EPA F.orm 3510·6 (8·98) 

B-2 
EP 1110-1-16 

28 Feb 97 

lnatructlona • EPA Fonn 3110.f 

Notice Of lnlllnt (NOii For Storm Watar DtachargH Aoooclatad With lndU9trtal Activity 

To Bo Covor9d Under a NPDES General Ptrmlt 

Who Mutt FIie A Notice Of lnlllnt (NOii Form 

Federal law 11 40 CFR Part 122 pn:,hiblb point aourta dilch rgH of storm water 

aasocilted with industrial activity to ■ water body('81) of the U.S. wtthout ■ National 

Polutant Dischorgo Elimination Sy1tam (NPDESI permit. The -ra"" ol an lndu1trlal 

ac:tMly that hH 1uch • atom, water discharge must submit ■ NOi to obtain cowrage 

under• NPOES Storm Water General Permit. tf you have que1tion1 bout whether you 

need I permit under the NPOES Storm W.tl!r program, or I you need lnfoffl'llltion 1 

to whether I particular program ii administered by EPA or a atate agency, telephone 

or write to the Notice of Intent Procening Center at (703) 931-3230. 

Whara To FIio NOi Form 

NOia must be sent to the following addresa: Stonn Water Notice of Intent (4203} 

401 M StrH~ S.W. 

Washington, DC 20460 

Completing Tho Form 

You must type or print, using upper<ase lettera, in the appropriate 1re11 only. Ple ae 

place Heh character betwnn the marks. Abb111wite r cenary io atay within the 

number of ch ractel"I allowed for ■■ch te.m. Uae on• apace tor b,..kl between words, 

but not for punctuation manta unle11 they 11"1 needed to darify your i'esponae. If you 

have any quesllOns on thit form, call tha Notice of Intent Proce11ing Center at (703) 

131-3230. 

Section I P1nnlt Selection 

You m!:!!! indicate the NPOES storm water general permit under which you are 

applying for coverage Check one box only. The B11eline lndustnal and sehne 

Con1tNc:tion permits were issued in September 1992. The Multi-Sector Permit became 

1ffec:ttve October 1, 1995. 

Section II Facility Operator Information 

Provide the legal name of the per$on, firm, publW: organization, or any other entity that 

operates the facility or site described in this application. The name of the operator may 

or may no! be the ume IS the name of the facility. The responsible party is the Jegal 

entity that controls the f1citrty'1 operatKJn, rather than the p4ant or aite manager. Do no! 

uae a colloquial name. Enter the complete 1ddre11 and telephone number of the 

operator 

Enter the appropriate letter to indc te the legal 1tatu1 of the operator of the facility. 

F • Federal. S • State, M • PubHc (other than federal or atate); P • Private. 

Section 111 Facility/Sit, Location lnfonnation 

Enter the f1cility'1 or 1ite'1 otrdal or legal name and complete street addreH, induding 

city. state, and ZIP code. If the facility or site lacks ■ street addre11. indalte the state 

and either the latrtude and longitude of the facility to the nearest 15 seconds £!: the 

quarter, section. town,hip. and range (to the nearest quarter section} of the approximate 

center of the site. Do not provide a P.O. Box number H the atreet addre11. 

lndate whether the facihty II located on Indian lands 

Section IV Stte Activity Information 

tr the storm water d1sehargea to a muntcipal aeparate stonn sewer 1ystem (MS4). enter 

the name of the operator of the MS4 (e.g., muntcipahty name, county name} ~ the 

rec:eMng water of the d1ac:harge from the MS4. (A MS4 ii defined 11 a conveyance 

or 1y1tem of conveyances (indud1ng road, with drainage systems, municipal ,nets, 

catch bas1n1. curbs. gutte", ditches, rHn de channels, or atorm drain,) that ii 

owned or operated by a at te, city, town, borough, county. pariah, da&tric:t, auociation, 

or other publK: body which ii designed or u1ed for Wlecting or conveying storm water.} 

tr the facilrty diachar;es storm water diredty to receiving water(a}, enter the name of the 

receiving water(a) 

tr you are f~rng II a c:o-permtttee and a atom, water general permit number has been 

•1ued, Inter tnat number an the apace pro'IK1ed. 

Indicate the monitoring status of the facility. Refer to the permit for information on 

monrtonng requirements Indicate the monitoring 1tatu1 by entering one of the 

following 

1 • Not aub,eC! to monitonng requirements under the condibons of the permit 

2 -= Sub,ect to monrtonng requirements ~ required to aubmit data 

3 a Sub,ect to monrtonng requirements but !!2! ,.quired to submit data 

4 ... Sub,ect to monitonng requirements but 1ubmrtt1ng certifabon for monitoring 

exdu11on 

Lil~ In descending order ol lignllictnct, up to two 4-<ligl •ndanl indul1ritl 

clauification (SICI cod11 that beat deoaibt tllt pllncipel pn,ducla or oervict1 provided 

et tlle faciity or site identified In Section III ol 11111 applic:ttion. ft YD" arw applying for 

coverage under the construction general permit. enter •cO"' (which ,.p,.1ent1 SIC 

codH 1500 • 1799). 

For lndultrlal aclivtlio1 defined In 40 CFR 122.26(b)(141(i)-(x!) that do not have SIC 

coct11 that ea:urataly desaibo tho principal p!Oducll p!Oducad or oervict1 provided, 

uae the following 2-chara~r codes. 

HZ • Hazanlou1 waste trutmen~ 11orage, or dilpoNI fa-. Including thooe that 

a111 operating under intarim atatu1 or a perml under - C ol RCRA (40 

CFR 122.26 (b}(l4}('rv)J; 

LF • Landf"~la, Land application lites, and open dumps that 1908iYe or haw received 

any industrial wastes. iiduding thoae that are aub;ed to ,-gulation under 

ubtitle D ol RCRA [40 CFR 122.26 (b)(14)(v)]; 

SE • Staam olectric power generating faclltiH, Including ooel handling 1ile1 (40 CFR 

122.26 CbX14)(viQJ; 

TW • T,. tment workl treating domestic NWage or ny alhef" NW ge aludge or 

wastewater treatment devic:a or 1y1tem, uMd In .._ mrage, trnent. 

rwcyding, and n,ciamation ol municipal or -•tic -• (40 CFR 122.28 

(b)(14)('uc)J; or, 

CO • Con11rUction aclivtlio1 [40 CFR 122.26 (b)(14Xx)]. 

tt tlloni ii tnother NPDES penntt prwMntly iuued for tht faclily or'""' lilted in Section 

Ill, enter the permit number. If an application for th• facility hu been submitted but no 

permit number h11 been a11tgned, enter the ppr.cation nUffmer. 

Faciitiea apptying forcove,.ge under the Mutti--Sector storm wntrgeneral permit must 

answer the Last three quHtiona in Section IV. Refer to Addendum Hof the MuJti..Sec:tor 

general permit for a list of 1pecie1 that are either proposed or liR d •• th,.atened or 

endangered. ·eMP· means ·Best Management Practices· ... , arw uud to contrv, 

storm water discharges. 

Indicate whether any construction will be conducted to inatal or develop storm water 

runoff c:ontrol1. 

Section V Additional Information Required for Conatrvction Actfvttlaa Only 

Construction actMtiea must comp._te Section V in addition 1D Sections I through IV. 

Only conatnJction actMtiea need to complete Section V. 

Enter the project start date and the estimated completion date for the entire 

development plan. 

Provide an eaUmate of the total number of actea of the lite on which IOI wtl be 

disturbed (round to the nearest ere). 

Indicate whether the stonn water pollution prevention plan for the !lite ii in compliance 

with approved state and/or local aediment and erosion plans, permits, or storm water 

management plans. 

Section VI Certfftcation 

Federal 11.atutea pnMde for aevere penattiea for aubmttting falle information on thCI 

apphcation form. Federal ,.gulation1 ,-qutrW this application to bl ligned •• foffows: 

For • CO(J)Oration: by a 1111pon1it>Mi cori,orate officer, which means: (i) prelidenl 

MCftlary, treasurer, or vice-president of the corporation in d\a,ve of a principal 

bu1me11 function, or any other person who perfol'ffll &imbr policy or deciaion making 

functions, or (ill the manager of one or more manufacturing, production, or operating 

fllciitie1 employing more than 250 perwon1 Of having c,r,,u annual le1 or 

expenditures exceeding 125 milion (In NCOnckluorter 1980 -rs). f euthority tD lign 

doo.Jmentl has been auigned or delegated to the manager in accordance with 

corporate procedures: 

For • partnership or IOM proprietorship: by ■ general partner Of the proprietor; or 

For • ,,..,nicipoity, ante, ,,_,.,, or olf>er pubk fac:ilty: by ollhllr • principal olC8CUtivo 

officer or ranking eiected official. 

Paperwork Reduction Act Notice 

Public reporting burden for tha& application iia Htim ted to awrage 0.5 houra per 

applC8tion, W'lduding time for ntviewing in1trudion1. NarchNig Histing data aources, 

gathering and maintaintng the data needed, and completing and ntviewing th• collec:tion 

of information. Send commenll ntgarding th• burd•n aatimlte, any other aped of tha 

coUection of information, or auggestions for improving this fonn. including any 

auggestiona whid, may rt0"9aH or Nduce this burden to: Chief. lnform bon Policy 

Branch, 2136, U.S. Env,ronmental Protection Agency, 401 M Street. SW, ahington. 

DC 20460, or Director, Office of lnform t>on and Regulatory Affairs. Otfa of 

Management and BudQel W.ahington, DC 20503. 

B-3 
APPENDIX C 

BEST MANAGEMENT PRACTICES FOR CONSTRUCTION 

TABLE OF CONTENTS 

PAGE 

PREFACE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-viii 

BMP-1 SAFETY FENCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-1 

BMP-2 TEMPORARY STONE CONSTRUCTION ENTRANCE . . . . . . . . . . . . C-4 

BMP-3 CONSTRUCTION ROAD STABILIZATION ...................... C-7 

BMP-4 STRAW BALE BARRIER ................................. C-10 

BMP-5 SILT FENCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-13 

BMP-6 BRUSH BARRIER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-18 

BMP-7 STORM DRAIN INLET PROTECTION ....................... C-21 

BMP-8 CULVERT INLET PROTECTION ........................... C-28 

BMP-9 TEMPORARY DIVERSION DIKE 

BMP-10 TEMPORARY FILL DIVERSION 

C-31 

C-34 

BMP-11 TEMPORARY RIGHT-OF-WAY DIVERSION .................. C-37 

BMP-12 DIVERSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-40 

BMP-13 TEMPORARY SEDIMENT TRAP .......................... C-43 

BMP-14 TEMPORARY SEDIMENT BASIN . . . . . . . . . . . . . . . . . . . . . . . . . . C-48 

APPENDIX BMP-14a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-59 

BMP-15 TEMPORARY SLOPE DRAIN C-83 

BMP-16 PAVED FLUME . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-87 

BMP-17 STORMWATER CONVEYANCE CHANNEL .................. C-91 

BMP-18 OUTLET PROTECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-97 

BMP-19 RIPRAP ........................................... C-105 

BMP-20 ROCK CHECK DAMS ................................. C-116 

BMP-21 LEVEL SPREADER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-120 

C-i 
BMP 

BEST MANAGEMENT PRACTICES FOR CONSTRUCTION 

TABLE OF CONTENTS CONTINUED 

BMP-22 VEGETATIVE STREAMBANK STABILIZATION 2.8 

PAGE 

C-124 

BMP-23 STRUCTURAL STREAMBANK STABILIZATION .............. C-134 

BMP-24 TEMPORARY VEHICULAR STREAM CROSSING . . . . . . . . . . . . C-138 

BMP-25 UTILITY STREAM CROSSING ........................... C-147 

BMP-26 DEWATERING STRUCTURE ............................ C-158 

BMP-27 TURBIDITY CURTAIN ................................. C-165 

BMP-28 SUBSURFACE DRAIN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-175 

APPENDIX BMP-28a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-182 

BMP-29 SURFACE ROUGHENING .............................. C-188 

BMP-30 TOPSOILING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-194 

BMP-31 TEMPORARY SEEDING ............................... C-199 

BMP-32 PERMANENT SEEDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-204 

APPENDIX BMP-32a QUALITY OF SEED ..................... C-215 

APPENDIX BMP-32b KEYS TO SUCCESSFUL ESTABLISHMENT 

OF GRASSES AND LEGUMES ............................ C-217 

APPENDIX BMP-32c PLANT INFORMATION ................. C-219 

APPENDIX BMP-32c QUANTITY OF AGRICULTURAL LIMESTONE C-229 

BMP-33 SODDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-230 

BMP-34 BERMUDAGRASS & ZOYSIAGRASS ESTABLISHMENT ........ C-238 

BMP-35 MULCHING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-244 

BMP-36 SOIL STABILIZATION BLANKETS & MATTING .............. C-251 

BMP-37 TREES, SHRUBS, VINES & GROUND COVERS . . . . . . . . . . . . . C-264 

BMP-38 TREE PRESERVATION & PROTECTION ................... C-275 

BMP-39 DUST CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-295 

C-ii 
List of Tables 

TABLE PAGE 

11-A Spacing of Right-of-Way Diversions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-38 

14-1 Pipe Flow Chart, n=0.025 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-66 

14-2 Pipe Flow Chart, n=0.013 

14-3 Design Data for Spillways 

C-67 

C-68 

14-4 Concentric Trash Rack and Anti-Vortex Design Table . . . . . . . . . . . . . . . . . . . C-73 

15-1 Size of Slope Drain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-84 

17-1 Permissible Velocities for Grassed Lined Channels . . . . . . . . . . . . . . . . . . . . . C-94 

19-1 Size of Riprap Stones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-106 

19-2 Graded Riprap - Design Values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-107 

19-3 Graded Riprap - Weight Analysis ................................. C-108 

19-4 Requirements for Filter Fabrics Used with Riprap ..................... C-110 

21-1 Minimum Dimensions for Level Spreaders . . . . . . . . . . . . . . . . . . . . . . . . . . . C-121 

22-1 Conditions Where Vegetation Streambank Stabilization is Acceptable . . . . . . C-127 

24-1 Pipe Diameter for Stream Crossings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-143 

25-1 Diversion Channel Linings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-153 

27-1 Physical Properties of Turbidity Curtain Fabric . . . . . . . . . . . . . . . . . . . . . . . . C-170 

28-1 Water Removal Rates for Slopping Land . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-177 

28-2 Maximum Velocities for Various Soil Textures . . . . . . . . . . . . . . . . . . . . . . . . C-180 

28-3 "n" Values for Subsurface Drain Pipes 

28-4 Subsurface Drain Capacity, n=0.015 

28-5 Subsurface Drain Capacity, n=0.025 

C-184 

C-186 

C-187 

30-1 Amount of Topsoil Required for Application to Various Depths . . . . . . . . . . . . C-198 

31-1 Liming Requirements for Temporary Sites . . . . . . . . . . . . . . . . . . . . . . . . . . . C-201 

31-2 Acceptable Temporary Seeding Plant Materials 

"Quick Reference for All Regions" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-202 

31-3 Temporary Seeding Plant Materials, Seeding Rates, and Dates for 

Mid Atlantic States . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-203 

32-1 Characteristics of Commonly Selected Grasses . . . . . . . . . . . . . . . . . . . . . . . C-207 

32-2 Characteristics of Legumes Appropriate for Erosion Control . . . . . . . . . . . . . . C-209 

32-3 Quality of Seed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-216 

C-iii 
List of Tables 

TABLE PAGE 

32-4 Amount of Ground Agricultural limestone in kilograms per Thousand 

Square Meters Needed to Correct pH Levels of Acid Soils to 6.5 . . . . . . . . . . C-229 

33-1 Maintenance Fertilization of Established Sod . . . . . . . . . . . . . . . . . . . . . . . . . C-237 

35-1 Organic Mulch Materials and Application Rates . . . . . . . . . . . . . . . . . . . . . . . C-248 

38-1 Tree Fertilization for Protection From Construction Activity . . . . . . . . . . . . . . . C-268 

39-1 Adhesives Used for Dust Control C-297 

C-iv 
List of Figures 

FIGURE PAGE 

13-1 Minimum Top Width (W) Required for Sediment Trap Embankments 

According to Height of Embankment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-46 

14-1 Example Plan Views of Baffle Locations in Sediment Basins . . . . . . . . . . . . . . . C-62 

14-2 Principal Spillway Design 

14-3 Riser Inflow Curve 

C-64 

C-65 

14-4 Excavated Earth Spillway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-70 

14-5 Anti-Vortex Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-72 

14-6 Number of Anti-Seep Collars Required C-74 

14-7 Riser Pipe Base Conditions For Embankments Less Than 3 Meters High ..... C-77 

14-8 Recommended Dewatering System for Sediment Basins . . . . . . . . . . . . . . . . . C-78 

15-1 Temporary Slope Drain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-86 

16-1 Paved Flume . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-89 

18-1 Pipe Outlet Conditions C-99 

18-2 Design of Outlet Protection From A Pipe Flowing Full, 

Minimum Tailwater Condition (Tw <0.5 diameter) . . . . . . . . . . . . . . . . . . . . . . C-100 

18-3 Design of Outlet Protection From A Pipe Flowing Full, 

Minimum Tailwater Condition (Tw ~ 0.5 diameter) . . . . . . . . . . . . . . . . . . . . . C-101 

18-4 Paved Channel Outlet C-103 

19-1 Toe Requirements for Bank Stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-112 

19-2 Recommended Freeboard and Height of Bank Lined Channels . . . . . . . . . . . C-113 

19-3 Angle of Repose for Riprap Stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-114 

20-1 Rock Check Dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-119 

24-1 Temporary Bridge Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-140 

24-2 Temporary Culvert Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-142 

C-v 
SECTION 

25-1 Diversion Channel Crossing 

List of Figures 

PAGE 

C-149 

25-2 Diversion Channel Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-150 

25-3 Flume Pipe Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-151 

25-4 Cofferdam Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-152 

26-1 Portable Sediment Tank . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-160 

26-2 Filter Box . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-162 

26-3 Straw Bale/Silt Fence Pit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-164 

27-1 Turbidity Curtain 

27-2 Turbidity Curtain 

C-167 

C-168 

27-3 Turbidity Curtain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-171 

28-1 Surface Drain Outlet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-176 

28-2 Effect of Subsurface Drainage on the Water Table . . . . . . . . . . . . . . . . . . . . . C-176 

28-3 Surface Inlets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-178 

29-1 Stair Stepping Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-190 

29-2 Grooving Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-190 

29-3 Fill Slope Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-191 

29-4 Tracking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-191 

33-1 Sodding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-234 

33-2 Sodded Waterways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-236 

36-1 Typical Orientation of Treatment-1 (Soil Stabilization Blanket) . . . . . . . . . . . . . C-255 

36-2 Typical Treatment-1 - Installation Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . C-256 

36-3 Typical Treatment-2 Soil Stabilization Matting Installation C-261 

C-vi 
List of Figures 

FIGURE 

36-4 Typical Treatment-2 Soil Stabilization Matting Slope Installation 

36-5 General Staple Pattern Guide and Recommendations for Treatment-2 

PAGE 

C-262 

(Soil Stabilization Matting) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-263 

37-1 Benefits of Trees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-266 

37-2 Spacing Trees for Safety and Effective Landscaping . . . . . . . . . . . . . . . . . . . C-267 

37-3 Planting Bare-Rooted Seedlings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-269 

37-4 Planting Balled- & - Burlapped and Container Grown Trees . . . . . . . . . . . . . . C-271 

38-1 Fencing and Armoring C-282 

38-2 Tree Well Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-285 

38-3 Tree Well Without Drain Tiles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-288 

38-4 Tree Wall Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-290 

38-5 Trenching VS. Tunneling C-291 

C-vii 
PREFACE 

This appendix provides best management practices (BMP) which will aid the 

designer in the preparation of a Storm Water Pollution Prevention Plan. The BMP 

listed in this appendix were taken primarily from the following sources; 

1. Virginia Department of Conservation and Recreation Division of Soil and 

Water Conservation, Virginia Erosion and Sediment Control Handbook, third edition, 

1992. 

2. Washington State Department of Ecology, Stormwater Management Manual 

for Pugent Sound Basin, 1992. 

3. United States Department of Agriculture, Soil Conservation Service, 

Guidelines for the Control of Erosion and Sediment in Urbanizing Areas Within 

Mississippi, 1975. 

4. United States Environmental Protection Agency, Summary Guidance for 

Stormwater Management for Construction Activities-Developing Pollution 

PreventionPlans and Best Management Practices, 1992. 

Since the BMP were developed with various regional controls, not all specifications 

and practices will be appropriate in all cases. The designer shall ensure that the 

selection, design and use of each BMP used in the SWPPP is appropriate and 

acceptable to the specific needs, location and acceptable to any approval agency for 

each plan developed. 

Metric conversion of these BMP have been converted as required by Executive 

Order 12770 with the exception of BMP that use United States Department of 

Agriculture, Agricultural Research Service's (ARS) hydrological nomographs and 

charts. Conversion of these BMP will be conducted after the ARS has developed 

metric equivalents to these graphs. General metric conversion tables are used in 

these BMP for conversion to metric units once the final design has been completed. 

C-viii 
BMP-1 

BMP: SAFETY FENCE 

Definition 

A protective barrier installed to prevent access to an erosion control measure. 

Purpose 

To prohibit the undesirable use of an erosion control measure by the public. 

Conditions Where Practice Applies 

Applicable to any control measure or series of measures that can be considered 

unsafe by virtue of potential for access by the public. 

Planning Considerations 

The safety of the public must always be considered at both the planning and 

implementation phases of a land-disturbing activity. If there is any question 

concerning the risk of a particular erosion control measure to the general public, the 

measure should be relocated to a safer area, or an appropriate safety fence should 

be installed to prevent undesired access. Many times, the danger posed by a 

control may not be easily seen by plan designers and reviewers - that is when the 

on-site contractor or inspector must correct such situations in the field. Properly 

designed and installed safety fences prevent the trespassing of people into 

potentially dangerous areas, such as children using a sediment basin or a 

stormwater retention structure as play areas. The installation of these fences will 

protect people from hazards and the owner from possible litigation. 

Two different types of fence will be discussed in this specification. The designer, 

developer, and contractor should always be sure that the most appropriate type of 

fence is utilized for a particular need. 

Design Criteria 

1. Safety fences should be located so as to create a formidable barrier to 

undesired access, while allowing for the continuation of necessary 

construction operations. 

C-1 
2. Safety fences are most applicable to the construction of berms, traps, and 

dams. In use with those structures, safety fences should be located far 

enough beyond the outer toe of the embankment to allow for the passage of 

maintenance vehicles. Fences should not be installed across the slope of a 

dam or dike. 

3. The height of the fence shall be a minimum of 1.5 meters (5 feet) for plastic 

fence and 2 meters (6 feet) for metal fence. A fence must never be so short 

as to become an attraction for children to climb on or over. 

4. Signs noting potential hazards such as "DANGER-QUICKSAND" or 

"HAZARDOUS AREA - KEEP OUT" should be posted and easily seen by 

anyone approaching the protected area. 

5. Plastic (polyethylene) fence may be used as safety fencing, primarily in 

situations where the need is for a temporary barrier. 

6. Metal or "chain-link" fence should be used when a potentially dangerous 

control measure will remain in place permanently, such as a stormwater 

detention or retention basin. However, they may also be used for measures 

which will only serve a temporary function, at the discretion of those 

responsible for project safety. The metal fence must meet the following 

physical requirements: 

a. Fabric shall be zinc-coated steel, 50 millimeter (2-inch) mesh, 

9-gauge, minimum. 

b. Zinc coating shall have a minimum weight of 550 grams per square 

meter (1.8 ounces per square foot). 

c. Posts shall be steel pipe, zinc-coated. 

d. Top rails shall be steel pipe, zinc-coated. 

e. Braces shall be made of zinc-coated steel. 

f. Gates shall be single or double swing, zinc-coated steel. They shall be 

a minimum of 3.7 meters (12-feet) wide. 

C-2 
Construction Specifications 

1. Safety fences must be installed prior to the construction of erosion control 

measures. 

2. The polyethylene web of the plastic safety fence shall be secured to a 

conventional metal "T" or "U" post driven into the ground to a minimum depth 

of 450 millimeters (18 inches); posts should be spaced at 2 meter (6-foot) 

centers. 

3. The metal safety fence shall be installed as per the following procedure: 

a. Line posts shall be placed at intervals of 3 meters (10 feet) measured 

from center to center of adjacent posts. In determining the post 

spacing, measurement will be made parallel with the ground surface. 

b. Posts will be set in concrete and backfilled or anchored by other 

acceptable means. 

c. Posts set in the tops of concrete walls shall be grouted into preformed 

holes to a minimum depth of 300 millimeters (12 inches). 

d. All corner posts, end posts, gate posts, and pull posts shall be 

embedded, braced, and trussed. 

e. Fencing fabric shall not be stretched until at least 4 days after the 

posts are grouted into walls or 14 days after the posts are set into 

concrete. 

f. The fabric shall be stretched taut and securely fastened, by means of 

tie clips, to the posts at intervals not exceeding 400 millimeters (15 

inches) and to the top rails or tension wires at intervals not exceeding 

600 mm (24 in.). Care shall be taken to equalize the tension on each 

side of each post. 

4. Applicable warning signs noting hazardous conditions must be installed 

immediately upon installation of safety fence. 

Maintenance 

1. Safety fence shall be checked regularly for weather-related or other damage. 

Any necessary repairs must be made immediately. 

2. Care should be taken to secure all access points (gates) at the end of each 

working day. All locking devices must be repaired or replaced as necessary. 

C-3 
BMP-2 

BMP: TEMPORARY STONE CONSTRUCTION ENTRANCE 

Definition 

A stabilized stone pad with a filter fabric underliner located at points of vehicular 

ingress and egress on a construction site. 

Purpose 

To reduce the amount of mud transported onto paved public roads by motor 

vehicles or runoff. 

Conditions Where Practice Applies 

Wherever traffic will be leaving a construction site and move directly onto a public 

road or other paved area. 

Planning Considerations 

Accepted engineering standards require that provisions be made to minimize the 

transport of sediment by vehicular traffic onto a paved surface. Construction 

entrances provide an area where a significant amount of mud can be removed from 

construction vehicle tires before they enter a public road and, just as important, the 

soil adjacent to the paved surface can be kept intact. A filter fabric liner is used as 

a "separator" to minimize the dissipation of aggregate into the underlying soil due to 

construction traffic loads. If the action of the vehicles traveling over the gravel pad 

is not sufficient to remove the majority of the mud or there exists an especially 

sensitive traffic situation on the adjacent paved road, the tires must be washed 

before the vehicle enters the public road. If washing is necessary, provisions must 

be made to intercept the wash water and trap the sediment so it can be collected 

and stabilized. Construction entrances should be used in conjunction with the 

stabilization of construction roads (see BMP-3, CONSTRUCTION ROAD 

STABILIZATION) to reduce the amount of mud picked up by construction vehicles 

and to do a better job of mud removal. Other innovative techniques for 

accomplishing the same purpose (such as a bituminous entrance) can be utilized, 

but only after specific plans and details are submitted to and approved by the 

appropriate Plan-Approving Authority. 

C-4 
Design Criteria 

Aggregate Size: Coarse Aggregate size of 50 to 75 millimeters (2 to 3 inches) stone 

should be used. 

Entrance Dimensions: The aggregate layer must be at least 150 millimeters (6 

inches) thick; a minimum of 75 millimeters (3 inches) of aggregate should be placed 

in a cut section to give the entrance added stability and to help secure filter cloth 

separator. It must extend the full width of the vehicular ingress and egress area and 

have a minimum width of 4 meters (12-feet). The length of the entrance should not 

be less than 15 meters (50 feet). 

Washing: If conditions on the site are such that the majority of the mud is not 

removed by the vehicles traveling over the stone, then the tires of the vehicles must 

be washed before entering the public road. Wash water must be carried away from 

the entrance to an approved settling area to remove sediment. All sediment shall be 

prevented from entering storm drains, ditches, or watercourses. A wash rack may 

also be used to make washing more convenient and effective. 

Location: The entrance should be located to provide for maximum utilization by all 

construction vehicles. 

Construction Specifications 

The area of the entrance must be excavated a minimum of 75 millimeters (3 inches) 

and must be cleared of all vegetation, roots, and other objectionable material. The 

filter fabric underliner will then be placed the full width and length of the entrance. 

Following the installation of the filter cloth, the stone shall be placed to the specified 

dimensions. If wash racks are used, they should be installed according to 

manufacturer's specifications. Any drainage facilities required because of washing 

should be constructed according to specifications. Conveyance of surface water 

under entrance, through culverts, shall be provided as required. If such conveyance 

is impossible, the construction of a "mountable" berm with 5: 1 slopes will be 

permitted. 

The filter cloth utilized shall be a woven or non-woven fabric consisting only of 

continuous chain polymeric filaments or yarns of polyester. The fabric shall be inert 

to commonly encountered chemicals and hydrocarbons and be mildew and rot 

resistant. 

C-5 
Maintenance 

The entrance shall be maintained in a condition which will prevent tracking or flow of 

mud onto public rights-of-way. This may require periodic top dressing with 

additional stone or the washing and reworking of existing stone as conditions 

demand and repair and/or cleanout of any structures used to trap sediment. All 

materials spilled, dropped, washed, or tracked from vehicles onto roadways or into 

storm drains must be removed immediately. The use of water trucks to remove 

materials dropped, washed, or tracked onto roadways will not be permitted under 

any circumstances. 

C-6 
BMP-3 

BMP: CONSTRUCTION ROAD STABILIZATION 

Definition 

The temporary stabilization of access roads, subdivision roads, parking areas, and 

other onsite vehicle transportation routes with stone immediately after grading. 

Purposes 

1. To reduce the erosion of temporary roadbeds by construction traffic during 

wet weather. 

2. To reduce the erosion and subsequent regrading of permanent roadbeds 

between the time of initial grading and final stabilization. 

Conditions Where Practice Ap.plies 

Wherever stone-base roads or parking areas are constructed, whether permanent or 

temporary, for use by construction traffic. 

Planning Considerations 

Areas which are graded for construction vehicle transport and parking purposes are 

especially susceptible to erosion. The exposed soil surface is continually disturbed, 

leaving no opportunity for vegetative stabilization. Such areas also tend to collect 

and transport runoff waters along their surfaces. During wet weather, they often 

become muddy quagmires which generate significant quantities of sediment that 

may pollute nearby streams or be transported off site on the wheels of construction 

vehicles. Dirt roads can become so unstable during wet weather that they are 

virtually unusable. 

Immediate stabilization of such areas with stone may cost money at the outset, but it 

may actually save money in the long run by increasing the usefulness of the road 

during wet weather. 

Permanent roads and parking areas should be paved as soon as possible after 

grading. However, it is understandable that weather conditions or the potential for 

damage may not make paving feasible in the early phases of the development 

C-7 
project. As an alternative, the early application of stone may solve potential erosion 

and stability problems and eliminate later regrading costs. Some of the stone will 

also probably remain in place for use as part of the final base course in the 

construction of the road. 

Construction Specifications 

Temporary Access Roads and Parking Areas 

1. Temporary roads shall follow the contour of the natural terrain to the extent 

possible. Slopes should not exceed 10 percent. 

2. Temporary parking areas should be located on naturally flat areas to minimize 

grading. Grades should be sufficient to provide drainage but should not 

exceed 4 percent. 

3. Roadbeds shall be at least 4.25 meters (14 feet) wide for one-way traffic and 

6.25 meters (20 feet) wide for two-way traffic. 

4. All cuts and fills shall be 2: 1 or flatter to the extent possible. 

5. Drainage ditches shall be provided as needed and shall be designed and 

constructed in accordance with STORMWATER CONVEYANCE CHANNEL, 

BMP-17. 

6. The roadbed or parking surface shall be cleared of all vegetation, roots and 

other objectionable material. 

7. A 150 millimeter (6-inch) course of coarse aggregate, 50 to 75 millimeter (2 to 

3 inch) stone, shall be applied immediately after grading or the completion of 

utility installation within the right-of-way. Filter fabric may be applied to the 

roadbed for additional stability. Design specifications for filter fabric can be 

found within BMP-2, TEMPORARY STONE CONSTRUCTION ENTRANCE. 

In "heavy duty" traffic situations, stone should be placed at a minimum depth 

of 200 millimeters (8 inches) to avoid excessive dissipation or maintenance 

needs. 

Permanent Roads and Parking Areas 

Permanent roads and parking areas shall be designed and constructed in 

accordance with applicable local criteria except that an initial base course of gravel 

of at least 150 millimeters (6 inches) shall be applied immediately following grading. 

C-8 
Vegetation 

All roadside ditches, cuts, fills and disturbed areas adjacent to parking areas and 

roads shall be stabilized with appropriate temporary or permanent vegetation 

according to the applicable standards and specifications contained in this handbook. 

Maintenance 

Both temporary and permanent roads and parking areas may require periodic top 

dressing with new gravel. Seeded areas adjacent to the roads and parking areas 

should be checked periodically to ensure that a vigorous stand of vegetation is 

maintained. Roadside ditches and other drainage structures should be checked 

regularly to ensure that they do not become clogged with silt or other debris. 

C-9 
BMP-4 

BMP: STRAW BALE BARRIER 

Definition 

A temporary sediment barrier consisting of a row of entrenched and anchored straw 

bales. 

Purposes 

1. To intercept and detain small amounts of sediment from disturbed areas of 

limited extent in order to prevent sediment from leaving the construction site. 

2. To decrease the velocity of sheet flows and low-to-moderate level channel 

flows. 

Conditions Where Practice Applies 

1. Below disturbed areas subject to sheet and rill erosion. 

2. Where the size of the drainage area is no greater than 0.3 hectares per 100 

meters of barrier length (0.25 acres per 100 feet); the maximum slope length 

behind the barrier is 30 meters (100 feet); and the maximum slope gradient 

behind the barrier is 50 percent (2: 1 ). 

3. In minor swales or ditch lines where the maximum contributing drainage area 

is no greater than 0.8 hectares (2 acres). 

4. Where effectiveness is required for less than 3 months. 

5. Under no circumstances should straw bale barriers be constructed in live 

streams or in swales where there is the possibility of a washout. 

6. Straw bale barriers shall not be used on areas where rock or another hard 

surface prevents the full and uniform anchoring of the barrier. 

C-10 
Planning Considerations 

Based on observations made in Virginia, Pennsylvania, Maryland and other parts of 

the nation, straw bale barriers have not been as effective as many users had hoped 

they would be - especially when used to slow down and filter concentrated flows. 

They should be used judiciously and with caution as erosion control measures. 

There are three major reasons for such ineffectiveness. 

First, improper utilization of straw bale barriers has been a major problem. Straw 

bale barriers have been used in streams and drainageways where high water depth 

and velocities have destroyed or damaged the control. Secondly, improper 

placement and installation of the barriers, such as staking the bales directly to the 

ground with no soil seal or entrenchment, has allowed undercutting and end flow. 

This has resulted in additions of, rather than removal of, sediment from runoff 

waters. Finally, inadequate maintenance lowers the effectiveness of these barriers. 

Trapping efficiencies of carefully installed straw bale barriers on one project in 

Virginia dropped from 57% to 16% in one month due to lack of maintenance. 

Design Criteria 

A formal design is not required. However, an effort should be made to locate the 

straw bale barrier, as well as other perimeter controls, at least 1.5 to 2 meters (5 to 

7 feet) from the base of disturbed slopes with grades greater than 7%. This will 

help prevent the measure from being rendered useless following the initial 

movement of soil. 

Construction Specifications 

Sheet Flow Application 

1. Bales shall be placed in a single row, lengthwise on the contour, with ends of 

adjacent bales tightly abutting one another. 

2. All bales shall be either wire-bound or string-tied. Straw bales shall be 

installed so that bindings are oriented around the sides rather than along the 

tops and bottoms of the bales in order to prevent deterioration of the bindings. 

3. The barrier shall be entrenched and backfilled. A trench shall be excavated 

the width of a bale and the length of the proposed barrier to a minimum depth 

of 100 millimeters (4 inches). After the bales are staked and chinked (gaps 

filled by wedging), the excavated soil shall be backfilled against the barrier. 

C-11 
Backfill soil shall conform to the ground level on the downhill side and shall 

be built up to 100 millimeters (4 inches) against the uphill side of the barrier. 

4. Each bale shall be securely anchored by at least two stakes each having 

minimum dimensions of 50 millimeters x 50 millimeters x 900 millimeters (2 

inches x 2 inches x 36 inches) or standard "T" or "U" steel posts (minimum 

weight of 2 kilograms per meter (1.33 pounds per linear foot) driven through 

the bale. The first stake or steel post in each bale shall be driven toward the 

previously laid bale to force the bales together. Stakes or steel pickets shall 

be driven a minimum 450 millimeters (18 inches) deep into the ground to 

securely anchor the bales. 

5. The gaps between bales shall be chinked (filled by wedging) with straw to 

prevent water from escaping between the bales. Loose straw scattered over 

the area immediately uphill from a straw bale barrier tends to increase barrier 

efficiency. 

6. Inspection shall be frequent and repair or replacement shall be made 

promptly as needed. 

7. Straw bale barriers shall be removed when they have served their usefulness, 

but not before the upslope areas have been permanently stabilized. 

Maintenance 

1. Straw bale barriers shall be inspected immediately after each rainfall and at 

least daily during prolonged rainfall. 

2. Close attention shall be paid to the repair of damaged bales, end runs and 

undercutting beneath bales. 

3. Necessary repairs to barriers or replacement of bales shall be accomplished 

promptly. 

4. Sediment deposits should be removed after each rainfall. They must be 

removed when the level of deposition reaches approximately one-half the 

height of the barrier. 

5. Any sediment deposits remaining in place after the straw bale barrier is no 

longer required shall be dressed to conform to the existing grade, prepared 

and seeded. 

C-12 
BMP-5 

BMP: SILT FENCE 

Definition 

A temporary sediment barrier consisting of a synthetic filter fabric stretched across 

and attached to supporting posts and entrenched. 

Purposes 

1. To intercept and detain small amounts of sediment from disturbed areas 

during construction operations in order to prevent sediment from leaving the 

site. 

2. To decrease the velocity of sheet flows and low-to-moderate level channel 

flows. 

Conditions Where Practice Applies 

1. Below disturbed areas where erosion would occur in the form of sheet and rill 

erosion. 

2. Where the size of the drainage area is no more than 0.3 hectares per 100 

meters of silt fence length (0.25 acres per 100 feet); the maximum slope 

length behind the barrier is 30 meters (100 feet); and the maximum gradient 

behind the barrier is 50 percent (2: 1 ). 

3. In minor swales or ditch lines where the maximum contributing drainage area 

is no greater than 0.8 hectares (2 acres). 

4. Under no circumstances should silt fences be constructed in live streams or 

in swales or ditch lines where flows are likely to exceed 0.03 cubic meters per 

second (1 cfs). 

5. Silt fence will not be used in areas where rock or some other hard surface 

prevents the full and uniform depth anchoring of the barrier. 

C-13 
Planning Considerations 

Research has shown that silt fences can trap a much higher percentage of 

suspended sediments than straw bales, though silt fences pass the sediment-laden 

water slower. Silt fences are preferable to straw barriers in many cases because of 

their durability and potential cost savings. While the failure rate of silt fences is 

lower than that of straw barriers, many instances have been observed where silt 

fences are improperly installed, inviting failure and sediment loss. The installation 

methods outlined here can improve performance and reduce failures. 

As noted, flow rate through silt fence is significantly lower than the flow rate for 

straw bale barriers. This creates more ponding and hence more time for sediment 

to fall out. 

Both woven and non-woven synthetic fabrics are commercially available. The 

woven fabrics generally display higher strength than the non-woven fabrics and, in 

most cases, do not require any additional reinforcement. When tested under acid 

and alkaline water conditions, most of the woven fabrics increase in strength, while 

the reactions of non-woven fabrics to these conditions are variable. The same is 

true of testing under extensive ultraviolet radiation. Permeability rates vary 

regardless of fabric type. While all of the fabrics demonstrate very high filtering 

efficiencies for sandy sediments, there is considerable variation among both woven 

and non-woven fabrics when filtering the finer silt and clay particles. 

Design Criteria 

1. No formal design is required. As with straw bale barriers, an effort should be 

made to locate silt fence at least 1.5 to 2 meters (5 to 7 feet) beyond the 

base of disturbed slopes with grades greater than 7%. 

2. The use of silt fences, because they have such a low permeability, is limited 

to situations in which only sheet or overland flows are expected and where 

concentrated flows originate from drainage areas of 0.4 hectares (1 acres) or 

less. 

3. Field experience has demonstrated that, in niany instances, silt fence is 

installed too short, less than 0.4 meters (16 inches) above ground elevation. 

The short fence is subject to breaching during even small storm events and 

will require maintenance "clean outs" more often. Properly supported silt 

fence which stands 0.6 to 0.8 meters (24 to 34 inches) above the existing 

grade tends to promote more effective sediment control. 

C-14 
Construction Specifications 

Materials 

1. Synthetic filter fabric shall be a pervious sheet of propylene, nylon, polyester 

or ethylene yarn and shall be certified by the manufacturer or supplier. 

2. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to 

provide a minimum of six months of expected usable construction life at a 

temperature range of -18° C to 50° C (0° F to 120° F). 

3. If wooden stakes are utilized for silt fence construction, they must have a 

diameter of 50 millimeters (2 inches) when oak is used and 100 millimeters (4 

inches) when pine is used. Wooden stakes must have a minimum length of 

1.5 meters (5 feet). 

4. If steel posts (standard "U" or "T" section) are utilized for silt fence 

construction, they must have a minimum weight of 2 kilograms per meter 

(1.33 pounds per linear foot) and shall have a minimum length of 1.5 meters 

(5 feet). 

5. Wire fence reinforcement for silt fences using standard-strength filter cloth 

shall be a minimum of 14 gauge and shall have a maximum mesh spacing of 

150 millimeters (6 inches). 

Installation 

1. 

2. 

3. 

4. 

The height of a silt fence shall be a minimum of 400 millimeters (16 inches) 

above the original ground surface and shall not exceed 865 millimeters (34 

inches) above ground elevation. 

The filter fabric shall be purchased in a continuous roll cut to the length of the 

barrier to avoid the use of joints. When joints are unavoidable, filter cloth 

shall be spliced together only at a support post, with a minimum 150 

millimeter (6-inch) overlap, and securely sealed. 

A trench shall be excavated approximately 100 millimeters (4-inches) wide 

and 100 millimeters (4-inches) deep on the upslope side of the proposed 

location of the measure. 

When wire support is used, standard-strength filter cloth may be used. Posts 

for this type of installation shall be placed a maximum of 3 meters (10-feet 

apart). The wire mesh fence must be fastened securely to the upslope side 

C-15 
of the posts using heavy duty wire staples at least 25 millimeters long ( 1 

inch}, tie wires or hog rings. The wire shall extend into the trench a minimum 

of 50 millimeters (2 inches) and shall not extend more than 865 millimeters 

(34 inches) above the original ground surface. The standard-strength fabric 

shall be stapled or wired to the wire fence, and 200 millimeters (8 inches) of 

the fabric shall be extended into the trench. The fabric shall not be stapled to 

existing trees. 

5. When wire support is not used, extra-strength filter cloth shall be used. Posts 

for this type of fabric shall be placed a maximum of 2 meters (6-feet) apart. 

The filter fabric shall be fastened securely to the upslope side of the posts 

using one 25 millimeter (1 inch) long (minimum) heavy-duty wire staples or tie 

wires and 200 millimeters (8 inches) of the fabric shall be extended into the 

trench. The fabric shall not be stapled to existing trees. This method of 

installation has been found to be more commonplace than #4. 

6. If a silt fence is to be constructed across a ditch line or swale, the measure 

must be of sufficient length to eliminate endflow, and the plan configuration 

shall resemble an arc or horseshoe with the ends oriented upslope. Extrastrength filter fabric shall be used for this application with a maximum 1 meter 

(3-foot) spacing of posts. 

All other installation requirements noted in #5 apply. 

7. The 100 millimeter by 100 millimeter (4-inch by 4-inch) trench shall be 

backfilled and the soil compacted over the filter fabric. 

8. Silt fences shall be removed when they have served their useful purpose, but 

not before the upslope area has been permanently stabilized. 

Maintenance 

1. Silt fences shall be inspected immediately after each rainfall and at least daily 

during prolonged rainfall. Any required repairs shall be made immediately. 

2. Close attention shall be paid to the repair of damaged silt fence resulting from 

end runs and undercutting. 

3. Should the fabric on a silt fence decompose or become ineffective prior to the 

end of the expected usable life and the barrier still be necessary, the fabric 

shall be replaced promptly. 

C-16 
4. Sediment deposits should be removed after each storm event. They must be 

removed when deposits reach approximately one-half the height of the 

barrier. 

5. Any sediment deposits remaining in place after the silt fence is no longer 

required shall be dressed to conform with the existing grade, prepared and 

seeded. 

C-17 
BMP-6 

BMP: BRUSH BARRIER 

Definition 

A temporary sediment barrier constructed at the perimeter of a disturbed area from 

the residue materials available from clearing and grubbing the site. 

Purpose 

To intercept and retain sediment from disturbed areas of limited extent, preventing 

sediment from leaving the site. 

Conditions Where Practice Applies 

1. Below disturbed areas subject to sheet and rill erosion, where enough residue 

material is available for construction of such a barrier. 

2. Where the size of the drainage area is no more than 0.3 hectares per 100 

meters of barrier length (0.25 acres per 100 feet); the maximum slope length 

behind the barrier is 30 meters (100 feet); and the maximum gradient behind 

the barrier is 50 percent (2:1). 

Planning Considerations 

Organic litter and spoil material from site clearing operations is usually burned or 

hauled away to be dumped elsewhere. Much of this material can be used 

effectively on the construction site itself. During clearing and grubbing operations, 

equipment can push or dump the mixture of limbs, small vegetation and root mat 

along with minor amounts of rock into windrows along the toe of a slope where 

erosion and accelerated runoff are expected. Because brush barriers are fairly 

stable and composed of natural materials, maintenance requirements are small. 

Field experience has shown; however, that many brush barrier installations are not 

effective when there are large voids created by the use of material which is too large 

(such as tree stumps) to provide a compact, dense barrier. Therefore, it is 

necessary to use residual material under 150 millimeters (6 inches) in diameter 

which will create a more uniform barrier or utilize a filter fabric overlay to promote 

enhanced filtration of sediment laden runoff. 

C-18 
Design Criteria 

A formal design is not required. 

Construction Specifications 

Without Filter Cloth 

1. The height of a brush barrier shall be a minimum of 1 meter (3 feet). 

2. The width of a brush barrier shall be a minimum of 1.5 meters (5 feet) at its 

base (the sizes of brush barriers may vary considerably based upon the 

amount of material available and the judgement of the design engineer). 

3. The barrier shall be constructed by piling brush, stone, root mat and other 

material from the clearing process into a mounded row on the contour. 

Material larger than 150 millimeters (6 inches) in diameter should not be used 

to create the mound as the non-homogeneity of the mixture can lead to voids 

where sediment-laden flows can easily pass. 

If a Filter is Used 

1. Filter fabric must meet the minimum physical requirements. 

2. The filter fabric shall be cut into lengths sufficient to lay across the barrier 

from its up-slope base to just beyond its peak. Where joints are necessary, 

the fabric shall be spliced together with a 150 millimeter (6-inch) minimum 

overlap and securely sealed. 

3. A trench shall be excavated 150 millimeters (6-inches) wide and 100 

millimeters (4-inches) deep along the length of the barrier and immediately 

uphill from the barrier. 

4. The lengths of filter fabric shall be draped across the width of the barrier with 

the uphill edge placed in the trench and the edges of adjacent pieces 

overlapping each other. 

5. The filter fabric shall be secured in the trench with stakes set approximately 1 

meter (3 foot) on center. 

6. The trench shall be backfilled and the soil compacted over the filter fabric. 

C-19 
7. Set stakes into the ground along the downhill edge of the brush barrier, and 

anchor the fabric by tying twine from the fabric to the stakes. 

Maintenance 

1. Brush barriers shall be inspected after each rainfall and necessary repairs 

shall be made promptly. 

2. Sediment deposits must be removed when they reach approximately one-half 

the height of the barrier. 

C-20 
BMP-7 

BMP: STORM DRAIN INLET PROTECTION 

Definition 

A sediment filter or an excavated impounding area around a storm drain drop inlet 

or curb inlet. 

Purpose 

To prevent sediment from entering storm drainage systems prior to permanent 

stabilization of the disturbed area. 

Conditions Where Practice Applies 

Where storm drain inlets are to be made operational before permanent stabilization 

of the corresponding disturbed drainage area. Different types of structures are 

applicable to different conditions. 

Planning Considerations 

Storm sewers which are made operational prior to stabilization of the associated 

drainage areas can convey large amounts of sediment to natural drainageways. In 

case of extreme sediment loading, the storm sewer itself may clog and lose a major 

portion of its capacity. To avoid these problems, it is necessary to prevent sediment 

from entering the system at the inlets. 

This practice contains several types of inlet filters and traps which have different 

applications dependent upon site conditions and type of inlet. Other innovative 

techniques for accomplishing the same purpose are encouraged, but only after 

specific plans and details are submitted to and approved by the appropriate PlanApproving Authority. 

Care should be taken when choosing a specific type of inlet protection. Field 

experience has shown that inlet protection which causes excessive ponding in an 

area of high construction activity may become so inconvenient that it is removed or 

bypassed, thus transmitting sediment-laden flows unchecked. In such situations, a 

structure with an adequate overflow mechanism should be utilized. 

C-21 
The following inlet protection devices are for drainage areas of 4,000 square meters 

(1 acre) or less. Runoff from larger disturbed areas should be routed to a 

TEMPORARY SEDIMENT TRAP (BMP-13) or a TEMPORARY SEDIMENT BASIN 

(BMP-14). 

The best way to prevent sediment from entering the storm sewer system is to 

stabilize the site as quickly as possible, preventing erosion and stopping sediment at 

its source. 

Stone is utilized as the chief ponding/filtering agent in most of the inlet protection 

types described in this specification. The various types of "coarse aggregates" 

which are depicted are able to filter out sediment mainly through slowing down flows 

directed to the inlet by creating an increased flow path for the stormwater (through 

void space in the respective stone). The stone filtering medium by no means slows 

stormwater flow rate as does filter cloth and therefore cannot provide the same 

degree of filter efficiency when smaller silt and clay particles are introduced into 

stormwater flows. However, as mentioned earlier, excessive ponding in busy areas 

adjacent to stormwater inlets is in many cases unacceptable - that is why stone 

must be utilized with many installations. 

Fortunately, in most instances, inlet protection utilizing stone should not be the sole 

control measure. At the time that storm sewer inlet and associated appurtenances 

become operational, areas adjacent to the structures are most likely at final grade or 

will not be altered for extended periods; this is the time when TEMPORARY 

SEEDING (BMP-31) and other appropriate controls should be implemented to 

enhance sediment-loss mitigation. In addition, by varying stone sizes used in the 

construction of inlet protection, a greater degree of sediment removal can be 

obtained. As an option, filter cloth can be used with the stone in these devices to 

further enhance sediment removal. Notably, the potential inconvenience of 

excessive ponding must be examined with these choices, especially the latter. 

Design Criteria 

1. The drainage area shall be no greater than 4,000 square meters (1 acre). 

2. The inlet protection device shall be constructed in a manner that will facilitate 

cleanout and disposal of trapped sediment and minimize interference with 

construction activities. 

3. The inlet protection devices shall be constructed in such a manner that any 

resultant ponding of stormwater will not cause excessive inconvenience or 

damage to adjacent areas or structures. 

C-22 
4. For the inlet protection devices which utilize stone as the chief 

ponding/filtering medium, a range of stone sizes can be used. The 

designer/plan reviewer should attempt to get the greatest amount of filtering 

action possible (by using smaller-sized stone), while not creating significant 

ponding problems. 

6. In all designs which utilize stone with a wire-mesh. support as a filtering 

mechanism, the stone can be completely wrapped with the wire mesh to 

improve stability and provide easier cleaning. 

7. Filter Fabric may be added to any of the devices which utilize "coarse 

aggregate" stone to significantly enhance sediment removal. The fabric, 

which must meet the physical requirements noted for "extra strength", should 

be secured between the stone and the inlet (on wire-mesh if it is present). As 

a result of the significant increase in filter efficiency provided by the fabric, a 

larger range of stone sizes may be utilized with such a configuration. The 

larger stone will help keep larger sediment masses from clogging the cloth. 

Notably, significant ponding may occur at the inlet if filter cloth is utilized in 

this manner. 

Construction 

1. Silt Fence Drop Inlet Protection 

a. Silt Fence shall conform to the construction specifications for "extra 

strength" and shall be cut from a continuous roll to avoid joints. 

b. For stakes, use 50 x 100 millimeter (2 x 4-inch) wood (preferred) or 

equivalent metal with a minimum length of 1 meter (3 feet). 

c. Space stakes evenly around the perimeter of the inlet a maximum of 1 

meter (3-feet) apart, and securely drive them into the ground, 

approximately 450 millimeters (18-inches) deep. 

d. To provide needed stability to the installation, frame with 50 x 100 

millimeter (2 x 4-inch) wood strips around the crest of the overflow area 

at a maximum of 450 millimeters (18 inches) above the drop inlet crest. 

e. Place the bottom 300 millimeters (12 inches) of the fabric in a trench 

and backfill the trench with 300 millimeters of compacted soil. 

f. Fasten fabric securely by staples or wire to the stakes and frame. 

Joints must be overlapped to the next stake. 

C-23 
g. It may be necessary to build a temporary dike on the downslope side 

of the structure to prevent bypass flow. 

2. Gravel and Wire Mesh Drop Inlet Sediment Filter 

3. 

a. Wire mesh shall be laid over the drop inlet so that the wire extends a 

minimum of 300 millimeters (12 inches) beyond each side of the inlet 

structure. Wire mesh with 13 millimeter (0.5 inch) openings shall be 

used. If more than one strip of mesh is necessary, the strips shall be 

overlapped. 

b. Coarse aggregate shall be placed over the wire mesh. The depth of 

stone shall be at least 300 millimeters (12 inches) over the entire inlet 

opening. The stone shall extend beyond the inlet opening at least 450 

millimeters (18 inches) on all sides. 

c. If the stone filter becomes clogged with sediment so that it no longer 

adequately performs its function, the stones must be pulled away from 

the inlet, cleaned and/or replaced. 

Note: This filtering device has no overflow mechanism; therefore, ponding is 

likely especially if sediment is not removed regularly. This type of 

device must never be used where overflow may endanger an exposed 

fill slope. Consideration should also be given to the possible effects of 

ponding on traffic movement, nearby structures, working areas, 

adjacent property, etc. 

Block and Gravel Drop Inlet Sediment Filter 

a. Place concrete blocks lengthwise on their sides in a single row around 

the perimeter of the inlet, with the ends of adjacent blocks abutting. 

The height of the barrier can be varied, depending on design needs, by 

stacking combinations of 100, 200, and 300 millimeter (4, 8, and 12 

inch) wide blocks. The barrier of blocks shall be at least 300 

millimeters (12-inches) high and no greater than 600 millimeters (24-

inches) high. 

b. Wire mesh shall be placed over the outside vertical face (webbing) of 

the concrete blocks to prevent stone from being washed through the 

holes in the blocks. Wire mesh with 13 millimeter (0.5-inch) openings 

shall be used. 

C-24 
c. Stone shall be piled against the wire to the top of the block barrier. 

d. If the stone filter becomes clogged with sediment so that it no longer 

adequately performs its function, the stone must be pulled away from 

the blocks, cleaned and replaced. 

4. Excavated Drop Inlet Sediment Trap 

a. The excavated trap shall be sized to provide a minimum storage 

capacity calculated at the rate of 255 cubic meters per hectare (134 

cubic yards per acre) of drainage area. A trap shall be no less than 300 

millimeters (1-foot) nor more than 600 millimeters (2-feet) deep 

measured from the top of the inlet structure. Side slopes shall not be 

steeper than 2: 1. 

b. The slope of the basin may vary to fit the drainage area and terrain. 

Observations must be made to check trap efficiency and modifications 

shall be made as necessary to ensure satisfactory trapping of sediment. 

Where an inlet is located so as to receive concentrated flows, such as in 

a highway median, it is recommended that the basin have a rectangular 

shape in a 2:1 (length/width) ratio, with the length oriented in the 

direction of the flow. 

c. Sediment shall be removed and the trap restored to its original 

dimensions when the sediment has accumulated to one-half the design 

depth of the trap. Removed sediment shall be deposited in a suitable 

area and in a manner such that it will not erode. 

5. Sod Drop Inlet Sediment Filter 

a. Soil shall be prepared and sod installed according to the specifications 

in BMP-33, SODDING. 

b. Sod shall be placed to form a turf mat covering the soil for a distance of 

1.2 meters (4 feet) from each side of the inlet structure. 

6. Gravel Curb Inlet Sediment Filter 

a. Wire mesh with 13 millimeter (0.5 inch) openings shall be placed over 

the curb inlet opening so that at least 300 millimeters (12 inches) of wire 

extends across the inlet cover and at least 300 millimeters of wire 

extends across the concrete gutter from the inlet opening. 

C-25 
b. Stone shall be piled against the wire so as to anchor it against the gutter 

and inlet cover and to cover the inlet opening completely. 

c. If the stone filter becomes clogged with sediment so that it no longer 

adequately performs its function, the stone must be pulled away from the 

block, cleaned and replaced. 

7. Curb Inlet Protection with 50 x 100 millimeter (2 x 4-inch) Wooden Weir 

a. Attach a continuous piece of wire mesh 750 millimeters (30 inches) 

minimum width x inlet throat length, plus 1.2 meters (4 feet) to the 50 x 

100 millimeter (2 inch by 4 inch) wooden weir with a total length of throat 

length plus 0.6 meters (2 feet). Wood should be of "construction grade" 

lumber. 

b. Place a piece of approved "extra-strength" filter cloth of the same 

dimensions as the wire mesh over the wire mesh and securely attach to 

the 50 x 100 millimeter weir. 

c. Securely nail the 50 x 100 millimeter weir to the 225 millimeter (9-inch) 

long vertical spacers which are to be located between the weir and inlet 

face at a maximum 2 meter (6-foot) spacing. 

d. Place the assembly against the inlet throat and nail 0.5 meters (2-foot) 

(minimum) lengths of 50 x 100 millimeter (2-inch x 4-inch) board to the 

top of the weir at spacer locations. These 50 x 100 millimeter anchors 

shall extend across the inlet tops and be held in place by sandbags or 

alternate weight. 

e. The assembly shall be placed so that the end spacers are a minimum 

300 millimeters (1 foot) beyond both ends of the throat opening. 

f. Form the wire mesh and filter cloth to the concrete gutter and against 

the face of curb on both sides of the inlet. Place coarse aggregate over 

the wire mesh and filter fabric in such a manner as to prevent water 

from entering the inlet under or around the filter cloth. 

g. This type of protection must be inspected frequently and the filter cloth 

and stone replaced when clogged _with sediment. 

h. Assure that storm flow does not bypass inlet by installing temporary 

earth or asphalt dikes directing flow into inlet. 

C-26 
8. Block and Gravel Curb Inlet Sediment Filter 

a. Two concrete blocks shall be placed on their sides abutting the curb at 

either side of the inlet opening. 

b. A 50 x 100 millimeter (2-inch x 4-inch) stud shall be cut and placed 

through the outer holes of each spacer block to help keep the front 

blocks in place. 

c. Concrete blocks shall be placed on their sides across the front of the 

inlet and abutting the spacer blocks. 

d. Wire mesh shall be placed over the outside vertical face (webbing) of 

the concrete blocks to prevent stone from being washed through the 

holes in the blocks. Wire mesh with 13 millimeter (0.5 inch) openings 

shall be used. 

e. Coarse aggregate shall be piled against the wire to the top of the barrier. 

f. If the stone filter becomes clogged with sediment so that it no longer 

adequately performs its function, the stone must be pulled away from the 

blocks, cleaned and/or replaced. 

Maintenance 

1. The structure shall be inspected after each rain and repairs made as needed. 

2. Sediment shall be removed and the trap restored to its original dimensions 

when the sediment has accumulated to one half the design depth of the trap. 

Removed sediment shall be deposited in a suitable area and in such a manner 

that it will not erode. 

3. Structures shall be removed and the area stabilized when the remaining 

drainage area has been properly stabilized. 

C-27 
BMP-8 

BMP: CULVERT INLET PROTECTION 

Definition 

A sediment filter located at the inlet to storm sewer culverts. 

Purposes 

1. To prevent sediment from entering, accumulating in and being transferred by a 

culvert and associated drainage system prior to permanent stabilization of a 

disturbed project area. 

2. To provide erosion control at culvert inlets during the phase of a project where 

elevation and drainage patterns change, causing original control measures to 

be ineffective or in need of removal. 

Conditions Where Practice Applies 

Where culvert and associated drainage system is to be made operational prior to 

permanent stabilization of the disturbed drainage area. Different types of structures 

are applicable to different conditions. 

Planning Considerations 

When construction on a project reaches a stage where culverts and other storm 

sewer appurtenances are installed and many areas are brought to a desired grade, 

the erosion control measures used in the early stages normally need to be modified 

or may need to be removed altogether. At that time, there is a need to provide 

protection at the points where runoff will leave the area via culverts and drop or curb 

inlets. 

Similar to drop and curb inlets, culverts which are made operational prior to 

stabilization of the associated drainage areas can convey large amounts of sediment 

to natural drainageways. In case of extreme sediment loading, the pipe or pipe 

system itself may clog and lose a major portion of its capacity. To avoid these 

problems, it is necessary to prevent sediment from entering the culvert by using one 

of the methods noted in this section. 

C-28 
General Guidelines (All Types) 

1. The inlet protection device shall be constructed in a manner that will facilitate 

cleanout and disposal of trapped sediment and minimize interference with 

construction activities. 

2. The inlet protection devices shall be constructed in such a manner that any 

resultant ponding of stormwater will not cause excessive inconvenience or 

damage to adjacent areas or structures. 

Design Criteria 

1. Silt Fence Culvert Inlet Protection 

a. No formal design is required. 

b. Silt fence culvert inlet protection has an expected maximum usable life 

of three months. 

c. The maximum area draining to this practice shall not exceed 4,000 

square meters (1 acre). 

2. Culvert Inlet Sediment Trap 

a. Runoff storage requirements shall be in accordance with information 

outlined under BMP-13, TEMPORARY SEDIMENT TRAP. 

b. Culvert inlet sediment traps have a maximum expected useful life of 18 

months. 

c. The maximum area draining to this practice shall not exceed 1,200 

square meters (3 acres). 

Construction Specifications 

1. Silt Fence Culvert Inlet Protection 

a. The height of the silt fence (in front of the culvert opening) shall be a 

minimum of 400 millimeters (16 inches) and shall not exceed 1 meter (3 

feet). 

C-29 
b. 

C. 

d. 

Extra strength filter fabric with a maximum spacing of stakes of 1 meter 

shall be used to construct the measure. 

The placement of silt fence should be approximately 2 meters (6 feet) 

from the culvert in the direction of incoming flow, creating a "horseshoe" 

shape. 

If silt fence cannot be installed properly or the flow and/or velocity of flow 

to the culvert protection is excessive and may breach the structure, 

stone protection should be incorporated with fence installation. 

2. Culvert Inlet Sediment Trap 

a. Geometry of the design will be a "horseshoe" shape around the culvert 

inlet. 

b. The toe of riprap (composing the sediment filter dam) shall be no closer 

than 600 millimeters (24 inches) from the culvert opening in order to 

provide an acceptable emergency outlet for flows from larger storm 

events. 

c. All other "Construction Specifications" found within BMP-13, 

TEMPORARY SEDIMENT TRAP, also apply to this practice. 

e. The proper installation of the culvert inlet sediment trap is a viable 

substitute for the installation of the TEMPORARY SEDIMENT TRAP. 

Maintenance 

1. The structure shall be inspected after each rain and repairs made as needed. 

2. Aggregate shall be replaced or cleaned when inspection reveals that clogged 

voids are causing ponding problems which interfere with on-site construction. 

3. Sediment shall be removed and the impoundment restored to its original 

dimensions when sediment has accumulated to one-half the design depth. 

Removed sediment shall be deposited in a suitable area and in such a manner 

that it will not erode and cause sedimentation problems. 

4. Temporary structures shall be removed when they have served their useful 

purpose, but not before the upslope area has been permanently stabilized. 

C-30 
BMP-9 

BMP: TEMPORARY DIVERSION DIKE 

Definition 

A temporary ridge of compacted soil constructed at the top or base of a sloping 

disturbed area. 

Purposes 

1. To divert storm runoff from upslope drainage areas away from unprotected 

disturbed areas and slopes to a stabilized outlet. 

2. To divert sediment-laden runoff from a disturbed area to a sediment-trapping 

facility such as a sediment trap or sediment basin. 

Conditions Where Practice Applies 

Wherever stormwater runoff must be temporarily diverted to protect disturbed areas 

and slopes or retain sediment -on site during construction. These structures 

generally have a life expectancy of 18 months or less, which can be prolonged with 

proper maintenance. 

Planning Considerations 

A temporary diversion dike is intended to divert overland sheet flow to a stabilized 

outlet or a sediment-trapping facility during establishment of permanent stabilization 

on sloping disturbed areas. When used at the top of a slope, the structure protects 

exposed slopes by keeping upland runoff away. When used at the base of a slope, 

the structure protects adjacent and downstream areas by diverting sediment-laden 

runoff to a sediment trapping facility. 

It is very important that a temporary diversion dike be stabilized immediately following 

installation with temporary or permanent vegetation to prevent erosion of the dike 

itself. The gradient of the channel behind the dike is also an important consideration. 

The dike must have a positive grade to assure drainage, but if the gradient is too 

great, precautions must be taken to prevent erosion due to high-velocity channel flow 

behind the dike. The cross-section of the channel which runs behind the dike should 

C-31 
be of a parabolic or trapezoidal shape to help inhibit a high velocity of flow which 

could arise in a vee ditch. 

This practice is considered an economical one because it uses material available on 

the site and can usually be constructed with equipment needed for site grading. The 

useful life of the practice can be extended by stabilizing the dike with vegetation. 

Diversion dikes are preferable to silt fence because they are more durable, less 

expensive, and require much less maintenance when constructed properly. Along 

with a TEMPORARY SEDIMENT TRAP (BMP-13), they become a logical choice for a 

control measure once the control limits of the silt fence or-straw bale barrier have 

been exceeded. 

Temporary diversion dikes are often used as a perimeter control in association with a 

sediment trap or a sediment basin, or a series of sediment-trapping facilities, on 

moderate to large construction sites. If installed properly and in the first phase of 

grading, maintenance costs are very low. Often, cleaning of sediment-trapping 

facilities is the only associated maintenance requirement. 

As specified herein, this practice is intended to be temporary. However, with more 

stringent design criteria, it can be made permanent in accordance with DIVERSIONS 

(BMP-12). 

Design Criteria 

No formal design is required. The following criteria shall be met: 

Drainage AreaThe maximum allowable drainage area is 2 hectares (5 acres). 

HeightThe minimum allowable height measured from the upslope side of the dike is 450 

millimeters (18 inches). 

Side Slopes1. 5: 1 or flatter, along with a minimum base width of 1.5 meters (4.5 feet). 

GradeThe channel behind the dike shall have a positive grade to a stabilized outlet. If the 

channel slope is less than or equal to 2%, no stabilization is required. If the slope is 

C-32 
greater than 2%, the channel shall be stabilized in accordance with BMP-17, 

STORMWATER CONVEYANCE CHANNEL. 

Outlet1. The diverted runoff, if free of sediment, must be released through a stabilized 

outlet or channel. 

2. Sediment-laden runoff must be diverted and released through a sedimenttrapping facility such as a TEMPORARY SEDIMENT TRAP (BMP-13) or 

TEMPORARY SEDIMENT BASIN (BMP-14). 

Construction Specifications 

1. Temporary diversion dikes must be installed as a first step in the landdisturbing activity and must be functional prior to upslope land disturbance. 

2. The dike should be adequately compacted to prevent failure. 

3. Temporary or permanent seeding and mulch shall be applied to the dike 

immediately following its construction. 

4. The dike should be located to minimize damages by construction operations 

and traffic. 

Maintenance 

The measure shall be inspected after every storm and repairs made to the dike, flow 

channel, outlet or sediment trapping facility, as necessary. Once every two weeks, 

whether a storm event has occurred or not, the measure shall be inspected and 

repairs made if needed. Damages caused by construction traffic or other activity 

must be repaired before the end of each working day. 

C-33 
BMP-10 

BMP: TEMPORARY FILL DIVERSION 

Definition 

A channel with a supporting ridge of soil on the lower side, constructed along the top 

of an active earth fill. 

Purpose 

To divert storm runoff away from the unprotected slope of the fill to a stabilized outlet 

or sediment-trapping facility. 

Conditions Where Practice Applies 

Where the drainage area at the top of an active earth fill slopes toward the exposed 

slope and where continuous fill operations make the use of a DIVERSION (BMP-12) 

unfeasible. This temporary structure should remain in place for less than one week. 

Planning Considerations 

One important principle of erosion and sediment control is to keep stormwater runoff 

away from exposed slopes. This is often accomplished by installing a dike, diversion, 

temporary slope drain or paved ditch at the top of a slope to carry the runoff away 

from the slope to a stabilized outlet. In general, these measures are installed after 

the final grade has been reached. On cuts, the measures may be installed at the 

beginning since the work proceeds from the top to the bottom of the slope, and the 

measures have little chance of being covered or damaged. On fill, the work proceeds 

from the bottom to the top and the elevation changes daily. It is; therefore, not 

feasible to construct a compacted dike or permanent diversion which may be covered 

by the next day's activity. 

The temporary fill diversion is intended to provide some slope protection on a daily 

basis until final elevations are reached and a more permanent measure can be 

constructed. This practice can be constructed by the use of a motor grader or a 

small dozer. To shape the diversion, the piece of machinery used may run near the 

top edge of the fill with its blade tilted to form a channel. This work would be done at 

the end of the working day and provide a channel with a berm to protect the slope. 

C-34 
Wherever possible, the temporary diversion should be sloped to direct water to a 

stabilized outlet. If the runoff is diverted over the fill itself, the practice may cause 

erosion by concentrating water at a single point. 

Good timing is essential to fill construction. The filling operation should be completed 

as quickly as possible and the permanent slope protection measures and slope 

stabilization measures installed as soon after completion as possible. With prompt 

and proper construction, the landowner or contractor will save both time and money 

in building, repairing and stabilizing the fill area. The longer the time period for 

construction and stabilization "tends, the more prone the fill operation is to be 

damaged by erosion. Repairing the damages adds additional time and expense to 

the project. 

Design Criteria 

No formal design is required. The following criteria shall be met: 

Drainage AreaThe maximum allowable drainage area is 2 hectares (5 acres). 

HeightThe minimum height of the supporting ridge shall be 225 millimeters (9 inches). 

GradeThe channel shall have a positive grade to a stabilized outlet. 

OutletThe diverted runoff should be released through a stabilized outlet, slope drain or 

sediment trapping measure. 

Construction Specifications 

1. The diversion shall be constructed at the top of the fill at the end of each work 

day as needed. 

2. The diversion shall be located at least 600 millimeters (2 feet) inside the top 

edge of the fill. 

C-35 
3. The supporting ridge shall be constructed at a uniform height along its entire 

length. Without uniform height, the fill diversion may be susceptible to 

breaching. 

Maintenance 

Since the practice is temporary and under most situations will be covered the next 

work day, the maintenance required should be low. If the practice is to remain in use 

for more than one day, an inspection will be made a the end of each work day and 

repairs made to the measure if needed. The contractor should avoid the placement 

of any material over the structure while it is in use. Construction traffic should not be 

permitted to cross the diversion. 

C-36 
BMP-11 

BMP: TEMPORARY RIGHT-OF-WAY DIVERSION 

Definition 

A ridge of compacted soil or loose rock or gravel constructed across disturbed rightsof-way and similar sloping areas. 

Purpose 

To shorten the flow length within a sloping right-of-way, thereby reducing the erosion 

potential by diverting storm runoff to a stabilized outlet. 

Conditions Where Practice Applies 

Generally, earthen diversions are applicable where there will be little or no 

construction traffic within the right-of-way. Gravel structures are more applicable to 

roads and other rights-of-way which accommodate vehicular traffic. 

Planning Considerations 

Construction of utility lines and roads often requires the clearing of long strips of rightof-way over sloping terrain. The volume and velocity of stormwater runoff tend to 

increase in these cleared strips and the potential for erosion is much greater since 

the vegetative cover is diminished or removed. To compensate for the loss of 

vegetation, it is usually a good practice to break up the flow length within the cleared 

strip so that runoff does not have a chance to concentrate and cause erosion. At 

proper intervals, temporary right-of-way diversions can significantly reduce the 

amount of erosion which will occur until the area is permanently stabilized. Since 

many right-of-ways are constructed through heavily vegetated areas, runoff can often 

be diverted into a vegetative buffer strip, if it provides a minimum flow length of 23 

meters (75 feet). 

C-37 
Design Criteria 

No formal design is required. The following criteria shall be met: 

HeightThe minimum allowable height of the diversion is 450 millimeters (18 inches). 

Side SlopesSide slopes should be 2: 1 or flatter to allow the passage of construction traffic, along 

with a minimum base width of 2 meters (6 feet). 

WidthThe measure should be constructed completely across the disturbed portion of the 

right-of-way. 

SpacingTable 11-A will be used to determine the spacing of right-of-way diversions. 

TABLE 11-A 

SPACING OF RIGHT-OF-WAY DIVERSIONS 

SPACING 

%SLOPE Meters (Feet) 

Less than 7% 30 100 

Between 7% and 25% 23 75 

Between 25% and 40% 15 50 

Greater than 40% 8 25 

GradePositive drainage (with less than 2% slope) should be provided to a stabilized outlet, .. . .. . . -

C-37 
OutletInterceptor dikes must have an outlet which is not subject to erosion. 

The on-site location may need to be adjusted to meet field conditions in order to 

utilize the most suitable outlet. Concentrated flows should spread over the widest 

possible area after release. Flows with high sediment concentrations should pass 

through an appropriate sediment-trapping measure. 

Construction Specifications 

1. The diversion shall be installed as soon as the right-of-way has been cleared 

and/or graded. 

2. All earthen diversions shall be machine- or hand-compacted in 200 millimeter 

(8-inch) lifts. 

3. The outlet of the diversion shall be located on an undisturbed and stabilized 

area when at all possible. The field location should be adjusted as needed to 

utilize a stabilized outlet. 

4. Earthen diversions which will not be subject to construction traffic should be 

stabilized in accordance with TEMPORARY SEEDING (BMP-31). 

Maintenance 

The practice shall be inspected after every rainfall and repairs made if necessary. At 

least once every two weeks, whether a storm has occurred or not, the measure shall 

be inspected and repairs made if needed. Right-of-way diversions, which are subject 

to damage by vehicular traffic, should be reshaped at the end of each working day. 

C-39 
BMP-12 

BMP: DIVERSION 

Definition 

A channel constructed across a slope with a supporting earthen ridge on the lower 

side. 

Purpose 

To reduce slope length and to intercept and divert stormwater runoff to stabilized 

outlets at non-erosive velocities. 

Conditions Where Practice Applies 

1. Where runoff from areas of higher elevation may damage property, cause 

erosion, or interfere with the establishment of vegetation on lower areas. 

2. Where surface and/or shallow subsurface flow is damaging sloping upland. 

3. Where the slope length needs to be reduced to minimize soil loss. 

Planning Considerations 

Diversions can be useful tools for managing surface water flows and preventing soil 

erosion. On moderately sloping areas, they may be placed at intervals to trap and 

divert sheet flow before it has a chance to concentrate and cause rill and gully 

erosion. They may be placed at the top of cut or fill slopes to keep runoff from 

upland drainage areas off the slope. They can also be used to protect structures, 

parking lots, adjacent properties, and other special areas from flooding. 

Diversions are preferable to other types of man-made stormwater conveyance 

systems because they more closely simulate natural flow patterns and characteristics. 

Flow velocities are generally kept to a minimum. When properly coordinated into the 

landscape design of a site, diversions can be visually pleasing as well as functional. 

C-40 
As with any earthen structure, it is very important to establish adequate vegetation as 

soon as possible after installation. It is equally important to stabilize the drainage 

area above the diversion so that sediment will not enter and accumulate in the 

diversion channel. 

Design Criteria 

LocationDiversion location shall be determined by considering outlet conditions, topography, 

land use, soil type, length of slope, seepage planes (where seepage is a problem) 

and the development layout. 

Capacity1. The diversion channel must have a minimum capacity to carry the runoff 

expected from a 10-year frequency storm with a freeboard of at least 90 

millimeters (4 inches). 

2. Diversions designed to protect homes, schools, industrial buildings, roads, 

parking lots, and comparable high-risk areas, and those designed to function in 

connection with other structures, shall have sufficient capacity to carry peak 

runoff expected from a storm frequency consistent with the hazard involved. 

Channel DesignThe diversion channel may be parabolic, trapezoidal or vee-shaped and shall be 

designed and constructed according to BMP-17, STORMWATER CONVEYANCE 

CHANNELS. 

Ridge DesignThe supporting ridge cross-section shall meet the following criteria: 

1. The side slopes shall be no steeper than 2: 1. 

2. The width at the design water elevation shall" be a minimum of 1.2 meters 

(4 feet). 

3. The minimum freeboard shall be 90 millimeters (3.6 inches). 

4. The design shall include a 10 percent settlement factor. 

OutletDiversions shall have adequate outlets which will convey concentrated runoff without 

erosion. Acceptable outlets include STORMWATER CONVEYANCE CHANNEL 

C-41 
(BMP-17); LEVEL SPREADER (BMP-21); OUTLET PROTECTION (BMP-18); and 

PAVED FLUME (BMP-16). 

Stabilization 

1. The ridge and channel shall be seeded and mulched immediately following 

their construction in accordance with BMP-32, PERMANENT SEEDING. 

2. Disturbed areas draining into the diversion should normally be seeded and 

mulched prior to the time the diversion is constructed. Sediment trapping 

measures must remain in place to prevent soil movement into the diversion if 

upslope area is not stabilized. 

Construction Specifications 

1. All trees, brush, stumps, obstructions, and other objectionable material shall be 

removed and disposed of so as not to interfere with the proper functioning of 

the diversion. 

2. The diversion shall be excavated or shaped to line, grade, and cross-section 

as required to meet the criteria specified herein, free of irregularities which will 

impede flow. 

3. Fills shall be compacted as needed to prevent unequal settlement that would 

cause damage in the completed diversion. Fill shall be composed of soil which 

is free from excessive organic debris, rocks or other objectionable materials. 

4. All earth removed and not needed in construction shall be spread or disposed 

of so that it will not interfere with the functioning of the diversion. 

5. Permanent stabilization of disturbed areas shall be done in accordance with 

the applicable standard and specification contained in this handbook. 

Permanent stabilization techniques include PERMANENT SEEDING (BMP-32). 

Maintenance 

Before final stabilization, the diversion should be inspected after every rainfall and at 

least once every two weeks. Sediment shall be removed from the channel and 

repairs made as necessary. Seeded areas which fail to establish a vegetative cover 

shall be reseeded as necessary. 

C-42 
BMP-13 

BMP: TEMPORARY SEDIMENT TRAP 

Definition 

A temporary ponding area formed by constructing an earthen embankment with a 

stone outlet. 

Purpose 

To detain sediment-laden runoff from small disturbed areas long enough to allow the 

majority of the sediment to settle out. 

Conditions Where Practice Applies 

1. Below disturbed areas where the total contributing- drainage area is less than 

1.2 hectares (3 acres). 

2. Where the sediment trap will be used no longer than 18 months (the maximum 

useful life is 18 months). 

3. The sediment trap may be constructed either independently or in conjunction 

with a TEMPORARY DIVERSION DIKE (BMP-9). 

Planning Considerations 

Sediment traps should be used only for small drainage areas. If the contributing 

drainage area is 1.2 hectares (3 acres) or greater, refer to SEDIMENT BASIN (BMP14). 

Sediment traps, along with other perimeter controls intended to trap sediment, shall 

be constructed as a first step in any land-disturbing activity and shall be made 

functional before upslope land disturbance takes place. 

Recent studies have been conducted on the performance of sediment traps (and 

basins) which indicate the control measures only achieved a 46% removal of 

sediment which flowed into them during storm events which caused measurable 

outflow. To achieve a more acceptable removal rate (60%), it was necessary to 

C-43 
revise the design of these measures. The total initial storage volume for both the 

sediment trap and the TEMPORARY SEDIMENT BASIN (BMP-14) has been 

doubled. There are both a "wet" storage volume and a drawdown or "dry" storage 

volume which help to enhance sediment fall-out and prevent excessive sediment 

losses during large storm events which occur during the advanced stages of land 

disturbance. 

In most cases excavation will be required to attain the necessary storage volume. 

Also, sediment must be periodically removed from the trap to maintain the required 

volume. Plans should detail how excavated sediment is to be disposed of, such as 

by use in fill areas on site or removal to an approved off-site location. 

As noted previously in this handbook, there are numerous other acceptable ways to 

design many of the erosion control practices within. This is certainly true in the case 

of the sediment trap. However, variations in its design should be considered 

judiciously by plan reviewers to ensure that the minimum storage requirements and 

structural integrity noted in this specification are maintained. 

Design Criteria 

Trap CapacityThe sediment trap must have an initial storage volume of 254 cubic meters per 

hectare (134 cubic yards per acre) of drainage area, half of which shall be in the form 

of a permanent pool or wet storage to provide a stable settling medium. The 

remaining half shall be in the form of a drawdown or dry storage which will provide 

extended settling time during less frequent, larger storm events. The volume of the 

wet storage shall be measured from the low point of the excavated area to the base 

of the stone outlet structure. The volume of the dry storage shall be measured from 

the base of the stone outlet to the crest of the stone outlet (overflow mechanism). 

Sediment should be removed from the basin when the volume of the wet storage is 

reduced by one-half. 

For a sediment trap, the wet storage volume may be approximated as follows: 

where, 

v, 

A1 

D1 

= 

= 

= 

v, = 0.85 X A, X D1 

the wet storage volume in cubic meters (cubic feet). 

the surface area of the flooded area at the base of the stone 

outlet in square meters (square feet). 

the maximum depth in meters (feet), measured from the low point 

in the trap to the base of the stone outlet. 

C-44 
The dry storage volume may be approximated as follows: 

where, 

V2 

A1 

A2 

D2 

= 

= 

= 

= 

the dry storage volume in cubic meters ( cubic feet) 

the surface area of the flooded area at the base of the 

stone outlet in square meters (square feet) 

the surface area of the flooded area at the crest of the 

stone outlet (overflow mechanism), in square meters 

(square feet) 

the depth in meters (feet), measured from the base of the 

stone outlet to the crest of the stone outlet 

The designer should seek to provide a storage area which has a minimum 2: 1 length 

to width ratio (measured from point of maximum runoff introduction to outlet). 

Note: Conversion between cubic meters to cubic feet and cubic yards is as follows: 

Excavation 

Cubic feet = cubic meters x 35.31 

Cubic yards = cubic feet x 0.037 

Side slopes of excavated areas should be no steeper than 1 :1. The maximum depth 

of excavation within the wet storage area should be 1 meter (4 feet) to facilitate 

clean-out and for site safety considerations. 

Outlet 

The outlet for the sediment trap shall consist of a stone section of the embankment 

located at the low point in the basin. A combination of coarse aggregate and riprap 

shall be used to provide for filtering/detention as well as outlet stability. The smaller 

stone shall be coarse aggregate (smaller stone sizes will enhance filter efficiency) 

and riprap shall be "Class I." Filter cloth which meets the physical requirements 

noted in BMP-19, RIPRAP shall be placed at the stone-soil interface to act as a 

"separator." The minimum length of the outlet shall be 4.5 meters times the number 

of hectares comprising the total area draining to the trap (6 feet times the number of 

acres). The crest of the stone outlet must be at least 300 millimeters (1.0 foot) below 

the top of the embankment to ensure that the flow will travel over the stone and not 

the embankment. 

C-45 
Embankment Cross-Section 

The maximum height of the sediment trap embankment shall be 1.5 meters (5 feet) 

as measured from the base of the stone outlet. Minimum top widths (W) and outlet 

heights (Ho) for various embankment heights (H) are shown in Figure 13-1. Side 

slopes of the embankment shall be 2: 1 or flatter. 

FIGURE 13-1: MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT 

TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (METERS) 

1 .... w ..... 1 

EXCAVATED AREA 

MAX. DEPTH• 1 METER (4 feet) ORIGNINAL 

GROUND 

ELEV. 

Meters Feet 

H H w H H w 

0.5 0.2 0.8 1.5 0.5 2.0 

0.6 0.3 0.6 2.0 1.0 2.0 

0.6 0.5 0.8 2.5 1.5 2.5 

0.9 0.6 0.8 3.0 2.0 2.5 

1.0 0.8 0.9 3.5 2.5 3.0 

1.2 0.9 0.9 4.0 3.0 3.0 

1.4 1.1 1.2 4.5 3.5 4.0 

1.5 1.2 1.4 5.0 4.0 4.5 

C-46 
Removal 

Sediment traps must be removed after the contributing drainage area is stabilized. 

Plans should show how the site of the sediment trap is to be graded and stabilized 

after removal. 

Construction Specifications 

1. The area under the embankment shall be cleared, grubbed, and stripped of 

any vegetation and root mat. 

2. Fill material for the embankment shall be free of roots or other woody 

vegetation, organic material, large stones, and other objectionable material. 

The embankment should be compacted in 150 millimeter (6-inch) layers by 

traversing with construction equipment. 

3. The earthen embankment shall be seeded with temporary or permanent 

vegetation (BMP-31 and 32) immediately after installation. 

4. Construction operations shall be carried out in such a manner that erosion and 

water pollution are minimized. 

5. The structure shall be removed and the area stabilized when the upslope 

drainage area has been stabilized. 

6. All cut and fill slopes shall be 2:1 or flatter (except for excavated, wet storage 

area which may be at a maximum 1 :1 grade). 

Maintenance 

1. Sediment shall be removed and the trap restored to its original dimensions 

when the sediment has accumulated to one half the design volume of the wet 

storage. Sediment removal from the basin shall be deposited in a suitable 

area and in such a manner that it will not erode and cause sedimentation 

problems. 

2. Filter stone shall be regularly checked to ensure that filtration performance is 

maintained. Stone choked with sediment shall be removed and cleaned or 

replaced. 

3. The structure should be checked regularly to ensure that it is structurally sound 

and has not been damaged by erosion or construction equipment. The height 

of the stone outlet should be checked to ensure that its center is at least 300 

millimeters (1 foot) below the top of the embankment. 

C-47 
BMP-14 

BMP: TEMPORARY SEDIMENT BASIN 

Definition 

A temporary barrier or dam with a controlled stormwater release structure formed by 

constructing an embankment of compacted soil across a drainageway. 

Purpose 

To detain sediment-laden runoff from disturbed areas in "wet" and "dry" storage long 

enough for the majority of the sediment to settle out. 

Conditions Where Practice Applies 

Below disturbed areas where the total contributing drainage area is equal to or 

greater than 1.2 hectares (3 acres). There must be sufficient space and appropriate 

topography for the construction of a temporary impoundment. These structures are 

limited to a useful life of 18 months unless they are designed as permanent 

impoundments. It is required that these measures, by virtue of their potential to 

impound large volumes of water, be designed by a qualified professional. 

Planning Considerations 

EffectivenessSediment basins constructed as per this specification are, at best, 60% effective in 

trapping sediment which flows into them during large storm events (those which 

cause flow from the outfall pipe) or during periods of minimal vegetative cover at a 

construction site. Therefore, they should be used in conjunction with erosion control 

practices such as temporary seeding, mulching, diversion dikes, etc., to reduce the 

amount of sediment flowing into the basin. 

The sediment removal efficiency problems noted for previous designs of the 

TEMPORARY SEDIMENT TRAP (BMP-13) are also applicable to the sediment basin. 

In order to contain the majority of sediment which flows to the structure, the basin 

should have a permanent pool, or wet storage area and a dry storage area which 

dewaters over time. The volume of the permanent pool (needed to protect against 

C-48 
re-suspension of sediment and promote better settling conditions) must be 127 cubic 

meters per hectare (67 cubic yards per acre) of drainage area and the volume of dry 

storage above the permanent pool (needed to prevent "short-circuiting" of basin 

during larger storm events) must be an additional 127 cubic meters per hectare (67 

cubic yards per acre) of drainage area. The total storage volume of the basin at the 

principal spillway riser crest will therefore be 254 cubic meters per hectare (134 cubic 

yards per acre) of drainage area. 

Sediment basins, along with other perimeter controls which are intended to trap 

sediment, shall be constructed as a first step in any land disturbing activity and shall 

be made functional before upslope land disturbance takes place. 

LocationTo improve the effectiveness of the basin, it should be located so as to intercept the 

largest possible amount of runoff from the disturbed area. The best locations are 

generally low areas and natural drainageways below disturbed areas. Drainage into 

the basin can be improved by the use of diversion dikes and ditches. The basin must 

not be located in a live stream but should be located to trap sediment-laden runoff 

before it enters a stream. The basin should not be located where its failure would 

result in the loss of life or interruption of the use or service of public utilities or roads. 

Multiple UseSediment basins may remain in place after construction and final site stabilization are 

completed to serve as permanent stormwater management structures. Because the 

most practical location for a sediment basin is often the most practical location for a 

stormwater management basin, it is often desirable to utilize these structures for 

permanent stormwater management purposes. It should be noted, however, that in 

most cases, a typical structure's outfall system will vary during the construction and 

post-construction periods. Care must be taken to avoid constructing an outfall system 

which will achieve the desired post. construction quantity or quality control but will not 

provide the necessary medium for the containment and settling of sediment-laden 

construction runoff. Notably, the design for permanent ponds is beyond the scope of 

these standards and specifications. 

Design Criteria 

Maximum Drainage AreaThe maximum allowable drainage area into a temporary sediment basin shall be 40 

hectares (100 acres). It is recommended that when the drainage area to any one 

temporary basin exceeds 20 hectares (50 acres}, an alterative design procedure 

C-49 
which more accurately defines the specific hydrology and hydraulics of the site and 

the control measure be used. The design procedures in this standard and 

specification do not generate hydrographs, utilize storage volumes or provide a 

routing of the design storms; for a large drainage area, this may result in an 

excessively large diameter riser or an oversized basin. Notably, design 

considerations which are more accurate and project-specific than those in this 

specification are acceptable and encouraged with any size basin. 

Basin CapacityThe design storage capacity of the basin must be at least 254 cubic meters per 

hectare (134 cubic yards per acre) of total contributing drainage area. One half of the 

design volume shall be in the form of a permanent pool, and the remaining half as 

drawdown volume. The volume of the permanent pool shall be measured from the 

low point of the basin to the elevation corresponding to one half the total storage 

volume. The volume of the drawdown area shall be measured from the elevation of 

the permanent pool to the crest of the principal spillway (riser pipe). Sediment should 

be removed from the basin when the volume of the permanent pool has been 

reduced by one half. In no case shall the sediment cleanout level be higher than 300 

millimeters (1 foot) below the bottom of the dewatering device. The elevation of the 

sediment cleanout level should be calculated and clearly marked on the plans and 

riser (since this part of the riser normally will be under water, a mark should appear 

above the permanent pool a measured distance above the cleanout elevation). 

While attempting to attain the desired storage capacities, efforts should be made to 

keep embankment heights to a minimum. This precaution takes on added 

significance when the basin will only serve as a temporary measure or will need 

substantial retrofitting prior to functioning as a permanent measure. When site 

topography permits, the designer should give strong consideration to the use of 

excavation to obtain the required capacity and to possibly reduce the height of the 

embankment. This excavation can be performed in a manner which creates a wet 

storage forebay area or which increases the storage capacity over the entire length of 

the basin. 

Basin ShapeTo improve sediment trapping efficiency of the basin, the effective flow length must 

be twice the effective flow width. This basin shape may be attained by properly 

selecting the site of the basin, by excavation, or by the use of baffles. See Appendix 

BMP-14a for pertinent design details. 

C-50 
Embankment Cross-SectionFor embankments of less than 3 meters (10 feet), the embankment must have a 

minimum top width of 2 meters (6 feet), and the side slopes must be 2:1 or flatter. In 

the case of an embankment 3 to 4 meters (10 to 14 feet) in height, the minimum top 

width shall be 2.5 meters (8 feet) and the side slopes shall be 2.5: 1 or flatter. For 4.5 

meter (15-foot) embankments (maximum allowed under these specifications), the top 

width must be 3 meters (10 feet) with maximum 2.5: 1 side slopes. 

Spillway DesignThe outlets for the basin shall consist of a combination of principal and emergency 

spillways. These outlets must pass the peak runoff expected from the contributing 

drainage area for a 25-year storm. If, due to site conditions and basin geometry, a 

separate emergency spillway is not feasible, the principal spillway must pass the 

entire peak runoff expected from the 25-year storm. However, an attempt to provide 

a separate emergency spillway should always be made (refer to "Emergency 

Spillway" later on in this section). Runoff computations shall be based upon the soil 

cover conditions which are expected to prevail during the life of the basin. Notably, 

the flow through the dewatering orifice cannot be utilized when calculating the 25 year 

storm elevation because of its potential to become clogged; therefore, available 

spillway storage must begin at the principal spillway riser crest. 

The spillways designed by the procedures contained in the standard and specification 

will not necessarily result in any reduction in the peak rate of runoff. If a reduction in 

peak runoff is desired, the appropriate hydrographs/storm routings should be 

generated to choose the basin and outlet sizes. 

Principle SpillwayFor maximum effectiveness, the principal spillway should consist of a vertical pipe or 

box of corrugated metal or reinforced concrete, with a minimum diameter of 380 

millimeters (15 inches), joined by a watertight connection to a horizontal pipe (barrel) 

extending through the embankment and outletting beyond the downstream toe of the 

fill. If the principal spillway is used in conjunction with a separate emergency 

spillway, the principal spillway must be designed to pass at least the peak flow 

expected from of 2-year storm. If no emergency spillway is used, the principal 

spillway must be designed to pass the entire peak flow expected from a 25-year 

storm (see Appendix BMP-14a for design details). 

Design ElevationsThe crest of the principal spillway shall be set at the elevation corresponding to the 

storage volume required - 127 cubic meters per hectare wet storage plus 127 cubic 

C-51 
meters per hectare dry storage for a total of 254 cubic meters per hectare (134 cubic 

yards per acre). If the principal spillway is used in conjunction with an emergency 

spillway, this elevation shall be a minimum of 300 millimeters (1.0 foot) below the 

crest of the emergency spillway. In addition, a minimum freeboard of 300 millimeters 

shall be provided between the design high water (25-year) and the top of the 

embankment. If no emergency spillway is used, the crest of the principal spillway 

shall be a minimum of 1 meter (3 feet) below the top of the embankment; also, a 

minimum freeboard of 600 millimeters (2.0 feet) shall be provided between the design 

high water and the top of the embankment. 

Anti-Vortex Device and Trash RackAn anti-vortex device and trash rack shall be attached to the top of the principal 

spillway to improve the flow characteristics of water into the spillway and prevent 

floating debris from blocking the principal spillway. The anti-vortex device shall be of 

the concentric type. See Appendix BMP-14a for design procedures for the anti-vortex 

device and trash rack. 

DewateringProvisions shall be made to dewater the basin down to the permanent pool elevation. 

Recent studies by the Washington Metropolitan Council of Governments have shown 

that it is necessary to provide at least a 6-hour drawdown time in the dry storage area 

in order to achieve up to 60% removal of sediment. 

Dewatering of the dry storage should be done in a manner which removes the 

"cleaner" water without removing the potentially sediment-laden water found in the 

wet storage area or any appreciable quantities of floating debris. An economical and 

efficient device for performing the drawdown is a section of perforated vertical tubing 

which is connected to the principal spillway at two locations. By virtue of the potential 

for the dewatering device or orifice becoming clogged, no credit is given for 

drawdown by the device in the calculation of the principal or emergency spillway 

locations. The method for sizing the dewatering orifice and the associated flexible 

conduit is located in Appendix 14-a. 

BaseThe base of the principal spillway must be firmly anchored to prevent its floating. If 

the riser of the spillway is greater than 3 meters (10 feet) in height, computations 

must be made to determine the anchoring requirements. A minimum factor of safety 

of 1.25 shall be used (downward forces = 1.25 x upward forces). 

For risers 3 meters (10 feet) or less in height, the anchoring may be done in one of 

the two following ways: 

C-52 
1. A concrete base 450 millimeters (18 inches) thick and twice the width of riser 

diameter shall be used and the riser embedded 150 millimeters (6 inches) into 

the concrete. See Appendix BMP-14a for design details. 

2. A square steel plate, a minimum of 6 millimeters (0.25 inches) thick and having 

a width equal to twice the diameter of the riser shall be used; it shall be 

covered with 750 millimeters (2.5 feet) of stone, gravel, or compacted soil to 

prevent flotation. See Appendix BMP-14a for design details. 

BarrelNote: If the steel base is used, special attention should be given to 

compaction so that 95% compaction is achieved over the plate. Also, added 

precautions should be taken to ensure that material over the plate is not 

removed accidently during removal of sediment from basin. 

The barrel of the principal spillway, which extends through the embankment, shall be 

designed to carry the flow provided by the riser of the principal spillway with the water 

level at the crest of the emergency spillway. The connection between the riser and 

the barrel must be watertight. The outlet of the barrel must be protected to prevent 

erosion or scour of downstream area. See Appendix BMP-14a for design details. 

Anti-Seep CollarsAnti-seep collars shall be used on the barrel of the principal spillway within the normal 

saturation zone of the embankment to increase the seepage length by at least 10%, if 

either of the following two conditions is met: 

1. The settled height of the embankment exceeds 3 meters (10 feet). 

2. The embankment has a low silt-clay content (Unified Soil Classes SM or GM) 

and the barrel is greater than 250 millimeters (10 inches) in diameter. 

The anti-seep collars shall be installed within the saturated zone. The maximum 

spacing between collars shall be 14 times the projection of the collars above the 

barrel. Collars shall not be closer than 600 millimeters (2 feet) to a pipe joint. Collars 

should be placed sufficiently far apart to allow space for hauling and compacting 

equipment. Precautions should be taken to ensure that 95% compaction is achieved 

around the collars. Connections between the collars and the barrel shall be 

watertight. See Appendix BMP-14a for details and design procedure. 

C-53 
Alternatives to Anti-Seepage CollarsAnti-seep collars are designed to control seepage and piping along the barrel by 

increasing the flow length and thus making any flow along the barrel travel a longer 

distance. However, due to the constraints that collars impose on embankment fill 

placement and compaction, collars may sometimes be ineffective or actually result in 

an increase in seepage and piping. 

Alternative measures have been developed and are being incorporated into 

embankment designs. These measures include a structure known as a "filter 

diaphragm." A filter diaphragm consists of a layer of sand and fine gravel which runs 

through the dam embankment perpendicular to the barrel. Typically, the structure is 

100 to 125 millimeters (4 to 5 inches) in width, approximately 300 millimeters (1 foot) 

in height and is located at the barrel elevation at its intersection with the upper 

bounds of the seepage zone. The measure controls the transport of embankment 

fines, which is the major concern with piping and seepage. The diaphragm channels 

any undesirable flow through the fine-graded material, which traps any embankment 

material being transported. The flow is then conveyed out of the embankment 

through a perforated toe drain. 

The critical design element of the filter diaphragm is the grain-size distribution of the 

filter material which is determined by the grain-size distribution of the embankment fill 

material. The use and design of these measures must be based on site-specific 

geotechnical information and should be supervised by a qualified professional. 

Emergency Spillway 

The emergency spillway acts as a safety release for a sediment basin, or any 

impoundment type structure, by conveying the larger, less frequent storms through 

the basin without damage to the embankment. The emergency spillway also acts as 

its name implies - in case of an emergency such as excessive sedimentation or 

damage to the riser which prevents flow through the principal spillway. The 

emergency spillway shall consist of an open channel (earthen and vegetated) 

constructed adjacent to the embankment over undisturbed material (not fill). Where 

conditions will not allow the construction of an emergency spillway on undisturbed 

material, a spillway may be constructed of a non-erodible material such as riprap. 

The spillway shall have a control section at least 6 meters (20 feet) in length. The 

control section is a level portion of the spillway channel at the highest elevation in the 

channel. See Appendix BMP-14a for details and design procedure. 

An evaluation of site and downstream conditions must be made to determine the 

feasibility and justification for the incorporation of an emergency spillway. In some 

cases, the site topography does not allow a spillway to be constructed in undisturbed 

C-54 
material, and the temporary nature of the facility may not warrant the cost of 

disturbing more acreage to construct and armor a spillway. The principal spillway 

should then be sized to convey all the design storms. If the facility is designed as a 

permanent facility with downstream restrictions, the added expense of constructing 

and armoring an emergency spillway may be justified. 

CapacityThe emergency spillway shall be designed to carry the portion of the peak rate of 

runoff expected from a 25-year storm which is not carried by the principal spillway. 

See Appendix BMP-14a for design procedure and details. 

Design ElevationsThe 25-year storm elevation through the emergency spillway shall be at least 300 

millimeters (1 foot) below the top of the embankment. The crest of the emergency 

spillway channel shall be above the 2-year storm water surface elevation. 

LocationThe emergency spillway channel shall be located so that it will not be constructed 

over fill material. The channel shall be located so as to avoid sharp turns or bends. 

The channel shall return the flow of water to a defined channel downstream from the 

embankment. 

Maximum VelocitiesThe maximum allowable velocity in the emergency spillway channel will depend upon 

the type of lining used. For vegetated linings, allowable velocities are listed in Table 

17-1 (BMP-17, STORMWATER CONVEYANCE CHANNELS). For non-erodible_ 

linings, such as concrete or riprap, design velocities may be increased. However, the 

emergency spillway channel shall return the flow to the receiving channel at a noneroding velocity. See Appendix BMP-14a for design procedure and details. 

StabilizationThe embankment of the sediment basin shall receive temporary or permanent 

seeding immediately after installation (see TEMPORARY SEEDING, BMP-31 or 

PERMANENT SEEDING, BMP-32). If excavation is required in the basin, side slopes 

should not be steeper than 1.5:1. 

C-55 
DisposalSediment shall be removed from the basin when the sediment level is no higher than 

300 millimeters (1 foot) below the bottom of the dewatering orifice, or one-half of the 

permanent pool volume, whichever is lower. Plans for the sediment basin shall 

indicate the methods for disposing of sediment removed from the basin. Possible 

alternatives are the use of the material in fill areas on-site or removal to an approved 

off-site location. 

Sediment basin plans shall indicate the final disposition of the sediment basin after 

the upstream drainage area is stabilized. The plans shall include methods for the 

removal of excess water lying over the sediment, stabilization of the basin site, and 

the disposal of any excess material. Where the sediment basin has been designed 

as a permanent stormwater management basin, plans should also address the steps 

necessary for the conversion from sediment basin to a permanent detention or 

retention facility. 

SafetySediment basins can be attractive to children and can be dangerous. They should; 

therefore, be fenced or otherwise made inaccessible to persons or animals unless 

this is deemed unnecessary by the plan approving authority due to the remoteness of 

the site or other circumstances. Strategically placed signs around the impoundment 

reading "DANGER-QUICKSAND" should also be installed. In any case, local 

ordinances and regulations regarding health and safety must be adhered to (see 

BMP-1, SAFETY FENCE). 

Construction Specifications 

Site PreparationAreas under the embankment or any structural works related to the basin shall be 

cleared, grubbed, and stripped of topsoil to remove trees, vegetation, roots, or other 

objectionable material. In order to facilitate cleanout and restoration, the area of most 

frequent inundation (measured from the top of the principal spillway) will be cleared of 

all brush and trees. 

Cutoff TrenchFor earth-fill embankments, a cutoff trench shall be excavated along the centerline of 

the dam. The trench must extend at least 300 millimeters (1 foot) into a stable, 

impervious layer of soil and have a minimum depth of 600 millimeters (2 feet). The 

cutoff trench shall extend up both abutments to the riser crest elevation. The 

C-56 
minimum bottom width shall be 1.2 meters (4 feet), but also must be wide enough to 

permit operation of compaction equipment. The side slopes shall be no steeper than 

1: 1. 

Compaction requirements shall be the same as those for the embankment. The 

trench shall be drained during the backfilling/compacting operations. 

EmbankmentThe fill material shall be taken from approved borrow areas. It shall be clean mineral 

soil, free of roots, woody vegetation, stumps, sod, oversized stones, rocks, or other 

perishable or objectionable material. The material selected must have enough 

strength for the dam to remain stable and be tight enough, when properly compacted, 

to prevent excessive percolation of water through the dam. Fill containing particles 

ranging from small gravel or coarse sand to fine sand and clay in desired proportion 

is appropriate. Any embankment material should contain approximately 20% clay 

particles by weight. Using the Unified Soil Classification System, SC (clayey sand), 

GC (clayey gravel) and CL ("low liquid limit" clay) are among the preferred types of 

embankment soils. Areas on which fill is to be placed shall be scarified prior to 

placement of fill. The fill material should contain the proper amount of moisture to 

ensure that 95% compaction will be achieved. Fill material will be placed in 150 

millimeter (6-inch) continuous layers over the entire length of the fill. Compaction 

shall be obtained by routing the hauling equipment over the fill so that the entire 

surface of the fill is transversed by at least one wheel or tread track of the equipment, 

or by using a compactor. Special care shall be taken in compacting around the antiseep collars (compact by hand, if necessary) to avoid damage and achieve desired 

compaction. The embankment shall be constructed to an elevation 10% higher than 

the design height to allow for settlement if compaction is obtained with hauling 

equipment. If compactors are used for compaction, the overbuild may be reduced to 

not less than 5%. 

Principal SpillwayThe riser of the principal spillway shall be securely attached to the barrel by a 

watertight connection. The barrel and riser shall be placed on a firmly compacted soil 

foundation. The base of the riser shall be firmly anchored according to design criteria 

to prevent its floating. Pervious materials such as sand, gravel, or crushed stone 

shall not be used as backfill around the barrel or anti-seep collars. Special care shall 

be taken in compacting around the anti-seep collars (compact by hand, if necessary). 

Fill material shall be placed around the pipe in 100 millimeter (4-inch) layers and 

compacted until 95% compaction is achieved. A minimum of 600 millimeters (2 feet) 

of fill shall be hand-compacted over the barrel before crossing it with construction 

equipment. 

C-57 
Emergency SpillwayVegetative emergency spillways shall not be constructed over fill material. Design 

elevations, widths, entrance and exit channel slopes are critical to the successful 

operation of the spillway and should be adhered to closely during construction. 

Vegetative StabilizationThe embankment and emergency spillway of the sediment basin shall be stabilized 

with temporary or permanent vegetation immediately after installation of the basin 

(see TEMPORARY SEEDING, BMP-31 or PERMANENT SEEDING, BMP-32). 

Erosion and Sediment ControlThe construction of the sediment basin shall be carried out in a manner such that it 

does not result in sediment problems downstream. 

SafetyAll state and local requirements shall be met concerning fencing and signs warning 

the public of the hazards of soft, saturated sediment and flood waters (refer to BMP1, SAFETY FENCE). 

Maintenance 

The basin embankment should be checked regularly to ensure that it is structurally 

sound and has not been damaged by erosion or construction equipment. 

The emergency spillway should be checked regularly to ensure that its lining is well 

established and erosion-resistant. 

The basin should be checked after each runoff-producing rainfall for sediment 

cleanout. When the sediment reaches the clean-out level, it shall be removed and 

properly disposed. 

C-58 
APPENDIX BMP-14a 

Design Procedure for Temporary Sediment Basins 

The following design procedure provides a step-by-step method for the design of a 

temporary sediment basin. The data sheet found in the back of this Appendix should 

be used in the erosion and sediment control plan to outline design values calculated. 

I. Basin Volume 

A. Determine the. required basin volume. The design capacity of the basin 

must be at least 254 cubic meters per hectare (134 cubic yards per acre 

of total contributing drainage area, half of which shall be in the form of a 

permanent pool or wet storage, and the remaining half as a "drawdown" 

area or dry storage. 

1. For a natural basin, the wet storage volume may be approximated 

as follows: 

V1 = 0.4 X A1 X D1 

where, 

= 

= 

= 

the wet storage volume in cubic meters (cubic 

feet) 

the surface area of the flooded area at the 

invert of the dewatering outlet, in square 

meters (square feet) 

the maximum depth in meters (feet), 

measured from the low point in the basin to 

the invert of the dewatering outlet 

2. For a natural basin, the dry storage volume may be approximated 

as follows: 

where, 

= the dry storage volume in cubic meters (cubic 

feet) 

C-59 
11. 

A1 = 

= 

= 

the surface area of the flooded area at the 

invert of the dewatering outlet, in square 

meters (square feet) - see #1 above 

the surface area of the flooded area at the 

crest of the principal spillway 

the depth, in meters (feet), measured from the 

invert of the dewatering outlet to the crest of 

the principal spillway 

Note 1: The volumes may be computed from more precise contour 

information or other suitable methods. 

Note 2: Conversion between acres to hectares and cubic meters to 

cubic feet and cubic yards is as follows: 

acres = number of hectares x 2.47 

cubic feet = number of cubic meters x 35.31 

number of cubic yards = number of cubic meters x 1.308 

B. If the volume of the basin is inadequate or embankment height becomes 

excessive, pursue the use of excavation to obtain the required volume. 

Basin Shape 

A. The shape of the basin must be such that the length-to-width ratio is at 

least 2 to 1 according to the following equation: 

Length-to-width Ratio = L I We 

where, 

We = 

A = 

L = 

AIL = the effective width 

the surface area of the normal pool 

the length of the flow path from the inflow to the 

outflow. If there is more than one inflow point, any 

inflow which carries more than 30% of the peak rate 

of inflow must meet these criteria. 

C-60 
B. The correct basin shape can be obtained by proper site selection, 

excavation, or the use of baffles. Baffles increase the flow length by 

deflecting the flow. The baffles should be placed halfway between the 

inflow point and the outflow. Figure 14-1 shows the detail for baffle 

construction and three situations where baffles might be used. 

Ill. Determine whether the basin will have a separate emergency spillway. 

IV. Determine the elevation of the crest of the principal spillway for the required 

volume - dewatering orifice at 127 cubic meters per hectare (67 cubic yards 

per acre) and crest of principal spillway - 254 cubic meters per hectare (134 

cubic yards per acre). 

V. Estimate the elevation of the design high water and the required height of the 

dam. 

A. If an emergency spillway is included, the crest of the principal spillway 

must be at least 300 millimeters (1.0 foot) below the crest of the 

emergency spillway. 

B. If an emergency spillway is included, the elevation of the peak flow 

through the emergency spillway (which will be the design high water for 

the 25-year storm) must be at least 300 millimeters below the top of 

embankment. 

C. If an emergency spillway is not included, the crest of the principal 

spillway must be at least 1 meter (3 feet) below the top of the 

embankment. 

D. If an emergency spillway is not included, the elevation of the design high 

water for the 25-year storm must be 600 millimeters (2.0 feet) below the 

top of the embankment. 

VI. Principal Spillway Design 

A. If an emergency spillway is included, the principal spillway must at least 

pass the peak rate of runoff from the basin drainage area for a 2-year 

storm. Therefore, 

QP = the 2-year peak rate of runoff. 

C-61 
FIGURE 14-1: EXAMPLE PLAN VIEWS OF BAFFLE 

LOCATIONS IN SEDIMENT BASINS 

NO SCALE 

NORMAL POOL 

NORMAL POOL 

INFLOW 

L • TOTAL DISTANCE FROM 

Tt£ POINT OF INF\.OW 

AROUND THE BAFFLE TO 

THE RISER. 

INFLOW 

SHEETS OF 4' X 8' X 1/t' EXTERIOR _[ ~ PLYWOOD OR EOUVALENT _..,;. _______ .....,,__ __ .,.... _______ f RISER CREST El.EVATION 

11 

11 

4• 11 

I: POSTS MIN. SIZE 4-• SQUARE 1 1 OR ft' ROUND. SET AT 

LEAST 3' INTO THE GROUND. 

a· 

C-62 
B. If an emergency spillway is not included, the principal spillway must 

pass the peak rate of runoff from the basin drainage area for a 25-year 

storm. Therefore, 

QP = the 25-year peak rate of runoff. 

C. Refer to Figure 14-2, where h is the difference between the elevation of 

the crest of the principal spillway and the elevation of the crest of the 

emergency spillway. 

D. Enter Figure 14-3 with QP. Choose the smallest riser which will pass the 

required flow with the available head, h. 

E. Refer to Figure 14-2, where H is the difference in elevation of the 

centerline of the outlet of the barrel and the crest of the emergency 

spillway. L is the length of the barrel through the embankment. 

F. Enter Table 14-1 or Table 14-2 with H. Choose the smallest size barrel 

which will pass the flow provided by the riser. If L is other than 21 

meters (70 feet), make the necessary correction. 

VII. Emergency Spillway Design 

A The emergency spillway must pass the remainder of the 25-year peak 

rate of runoff not carried by the principal spillway. 

B. Compute, 

C. Refer to Table 14-3 and Figure 14-4. 

D. Determine approximate permissible values for b, the bottom width; s, the 

slope of the exit channel; and x, minimum length of the exit channel. 

E. Enter Table 14-3 and choose an exit channel cross-section which 

passes the required flow and meets the other constraints of the site. 

F. Note: 

1. The maximum permissible velocity for vegetated waterways must 

be considered when designing an exit channel. 

2. For a given Hp, a decrease in the exit slope from S as given in 

the table decreases spillway discharge, but increasing the exit 

C-63 
FIGURE 14-2: PRINCIPAL SPILLWAY DESIGN 

DESIGN HIGH WATER 

EMERGENCY SPILLWAY 

CREST 

ANTI-VORTEX 

DEVICE 

./JANTI-SEEP 

f I ' COIJ.AAS 

BARREL 

CONCRETE BASE 

--------- L --------...i 

H = HEAD ON PIPE THROUGH EMBANKMENT 

h = HEAD OVER RISER CREST 

L :::: LENGTH OF PIPE THROUGH EMBANKMENT 

Dp = DIAMETER Of' PIPE THROUGH EMBANKMENT 

Di- = DIAMETER OF' RISER 

C-64 

H 
FIGURE 14-3 

IUll0 

~· 

f----

800 f---- RISER INFLOW CURVES - f---- - f---- Ler;;,end 7 • I 

f---- 7 

- .~ 

600 f---- -- I\ 

I ,• f---- - =-=-~Weir Flow, a.=9. 739 0,. H312 7/ ,• I 

500 f----

I -- ~ f---- /J 1,- -- 400 f----

------ Orifice Flow, 00 = 3.782 [Y,H ,'/ , •: I 

f---- - ~ V, --- - r.i,; - 300 ~/, I/ -- '\ I:!- -

--- -- 7~ II~( .-.; 7- .... , .. ~i'" - 200 .. - I~' 

'// --- <c,V. -- lj 'J --

J '/' N ...... _ 

3⁄4 /fl; --- ... -- j ..... ~ 

,'1:1_ ----1 blX 

100 ·' I --, 

f f I I I 7 ~ 

80 , , ,, , - . IJ I - // '// / C ,,,,, / / - 0 60 I lj //I -- ,.., () / I/ 'IJ // -- "~ 

(LJ 

50 1, II /, / 

(/) 111, I/ 1,f/ / - L 40 I,/ II I I/ -:.:ct 

(LJ V I/ II --- J,, ,',, (/'\ 

Q. '/ /1/ /'I 'JI .I I _,,-- r.;) ___ ,'b 

30 , +- / ~r~ (LJ 

(LJ , / 'I/ "', 1tV _ •. --i:t'i' ~ V ~I; I// 4-- l1 ,, -- - - -- ~ 111 'I --- 20 I 1/11, ... ~~' ,. ~ 

() I 'I ;~ IJ -- 'I,,\ -- .'-'., ·- ~ II I .D //, I// .. ,,"' 1--.:. 

:J ', 'I 'II ,-:.·;.,,,, ~ u I/ '/1 

~ I/ V 11,J (,, ~ 

- - ::'!" ll ~ llv ~// --- I), --- cs 

1/, I/ v.1 I// 1,, I\;, D- 10 I I 

9 ,, / / I/ - - -, 

8 / , ", - , , , - ~ 7 ,, / " ,, - , , I/ , - 6 / / I/ ' / I/ / 

,I// I/ '/ 1/ / 

5 , ,, I fl' I/ II I/ - I/ I '/J 1/, II I -._ I 

/I I// 'I' I I/' --- 4 r1 I I,;,; v,. V 11 V 

/, '// '/J 11'/ l1 l/ - 3 - /1 I/I 1/;/ vi I/ -- :, ,, 

/// ~i-v/ r1 , -- 2 11 - / 

I ,J1⁄2 ~ V I ,c· I/ -- v~~Vv 

1 

/ I/ '1 I / 

0.1 0.2 0.3 0.4 0.50.6 0.8 1.0 2.0 3.0 4.0 6.0 8.0 10.0 

Head in feet, measured from crest of riser 

SOURCE: USDA-SCS 

METRIC CONVERSIONS: 

CUBIC METERS PER SECOND= CUBIC FEET PER SECOND x 0.0283 

MILLIMETERS = INCHES x 25.4 

C-65 
TABLE 14-1: PIPE FLOW CHART, n = 0.025 

POii COIUIIJCillTIII) METAL l?Il'il: INIZT !ta • ICe + JCi, • 1.0 MD 70 l'UT <Yr CO-TED h"l!TAL PIPE C(jllDUIT !full fl°" u•-•U 

Note correction factor■ for pipe lenqtha ot:he .. than 70 feet 

di-eter of i in inclle• 

H, in 

feet ,. 8" 10· 12" 15" 18" 21· 24" JO" J6" 42" 48" 54• 60" 66" 72" 78" 114" 90" 96" 102• 

1 0.)J o. 70 1.25 1.98 3.48 5.47 7.99 11.0 18.8 28.8 41.1 55,7 72.6 91.8 lll 137 163 191 222 255 290 

2 0.47 0.99 1.76 2.80 4.92 7 74 11.J 15.6 26.6 40.8 58,2 78,8 103 130 160 194 231 271 314 360 410 

3 0.58 I. 22 2.16 3.43 6.02 9 <i8 13.8 19.l 32.6 49.9 71.2 96.5 126 159 196 237 282 Jll 384 441 502 

4 0.67 1.40 2.49 J 97 6.96 10 9 16.0 22.1 37 .6 57. 7 82.J 111 145 184 226 274 326 383 444 510 580 

5 0,74 1.57 2. 79 4.43 7. 78 12.2 17.9 24, 7 42,1 64.5 92.0 125 162 205 253 306 365 428 496 570 648 

6 0,82 I. 72 J.o5 4.86 8.52 ll.4 19.6 27 .o 46,l 70.6 101 136 178 225 277 JJ6 399 ~69 SH 624 710 

7 0.88 1.86 3.30 5. 25 9.20 14, 5 21.l 29.2 49.8 76.3 109 147 192 243 300 362 431 506 587 674 767 

8 0.94 1.99 3. 53 5. 61 9.84 15.5 22,6 31.2 53.2 81.5 116 158 205 260 ]20 JBS 461 541 628 121 820 

9 1.00 2.11 J. 74 5.95 10.4 16.4 24.0 )3.1 56.4 86,5 123 167 218 275 340 411 489 574 666 764 870 

10 l.05 2.22 3,94 6. 27 11,0 17 ,3 25. 3 34.9 59.5 91.2 130 176 230 290 )58 OJ 516 605 702 806 917 

11 1.10 2 .33 4'.13 6. 58 11. 5 18.2 26.5 36.6 62.4 95.6 136 185 241 304 ]76 454 SU 635 736 845 962 

12 l.15 2.43 4 .J2 6.87 12.1 19.0 27. 7 J8.2 65.2 99.9 142 193 252 318 392 475 565 663 769 883 1004 

lJ 1.20 2. SJ 4.49 7 .15 12.6 19 7 28.8 39.8 67.8 104 148 201 262 331 408 494 588 690 800 919 1045 

14 1.25 2,6J 4.66 7 .42 13.0 20. S 29.9 41.3 70.4 108 154 208 272 343 424 SU 610 1:L6 830 953 1085 

15 1.29 2. 72 4.83 7.68 13.5 21.2 J0.9 c2 .a 72.8 112 159 216 281 355 439 5Jl 631 741 860 987 1123 

16 1.33 2.81 4.99 7.93 13.9 21.9 32.0 44.2 75.2 115 165 223 290 367 453 548 652 765 888 1019 1160 

() 17 1.37 2,90 5.14 8,18 U.3 22.6 32.9 45.5 77.S 119 170 230 229 378 467 565 672 789 915 1051 1195 

I 18 1.41 2.98 5.29 8.41 14.8 23.2 ll.9 46.8 79.8 12D 174 236 308 389 480 581 692 812 942 1081 1230 

0) 19 1.45 3.06 5.43 8.64 15.2 2).9 34.8 48.1 82.0 126 179 243 316 400 494 597 711 834 967 1111 1264 

0) 20 1.49 3.14 5.57 8.87 15.6 24.5 35.1 49,4 84,l 129 184 249 325 410 506 613 729 856 993 lll9 1297 

21 1.53 3.22 5,71 9.09 15.9 25.1 36.6 50.6 86.2 132 188 255 333 421 519 628 747 877 1017 1168 1329 

22 1.56 3.29 5.85 9.30 16.3 25. 7 37.S 51.8 88,2 135 193 261 341 430 5Jl 643 765 898 1041 1195 1360 

23 1.60 3 .]7 5.98 9.51 16. 7 26.2 ]8.3 53.0 90.2 138 197 267 348 440 543 651 782 918 1064 1222 1390 

24 1.63 3.44 6.11 9. 72 17.0 26.8 39.1 54.1 92.l 141 201 273 356 450 555 671 799 937 1087 1248 1420 

25 1.66 J. 51 6.23 9.92 17.4 27.4 39.9 55.2 !M.0 144 206 279 363 459 566 685 815 957 1110 1274 1450 

26 1.70 3,58 6.J6 10,l 17. 7 27.9 40.7 56.3 95.9 147 210 284 370 468 577 699 8Jl 976 1132 1299 1478 

27 1.73 3.65 6 .48 10.3 18.l 28,4 41 5 57.4 97.7 150 214 290 377 477 588 712 847 994 1153 1324 1507 

28 1.76 3. 72 6.60 10. S 18.4 29.0 42.3 58.4 99.s 153 218 295 384 486 599 725 863 1013 1174 1348 1534 

29 1.79 J.78 6.71 10,7 18.1 29.5 43.0 59.5 lOl 155 221 300 391 494 610 738 878 1030 1195 1372 1561 

30 1.82 3.85 6.83 10.9 19.1 30.0 43. 7 60.S 103 158 225. 305 398 503 620 750 893 1048 1216 1396 1588 

, 1n 

eet Correction Pactor■ P'or Other Pipe Length■ 

20 1.69 1.63 1.58 1.53 1,47 1.42 1. 37 1. J4 1.28 1,24 1.20 1.18 1,16 1.14 1.13 1.11 .10 

30 1.44 1.41 1.39 1,36 1.32 1.29 1. 27 1.24 1.21 1.18 1.15 1.13 1.12 1.11 1.10 1.09 1.08 1,07 1.07 1.06 1.06 

40 1.28 1.27 1.25 1,23 1.21 1.20 1.18 1.17 1.14 1.12 1.11 1.10 1.09 1.08 1,07 1.06 1.06 1.05 1.05 l,05 1.04 

so 1.16 1.16 1.15 1.14 1.13 1,12 1.11 1.10 1.09 1.08 1.07 1.06 1-06 1.05 1.05 1.04 1.04 1.04 1.03 1.03 1.03 

60 1.07 1.07 1.07 1.06 1,06 1.os 1,05 1.05 1.04 1.04 1.03 1,03 1,03 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.01 

70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 

80 .94 .94 .95 .95 .95 .95 .96 .96 ,96 .97 . 97 .97 .9e .98 .98 .98 .98 .98 .99 .99 .99 

90 ,89 .89 .90 .90 .9l .91 .92 .92 .93 .94 .94 .95 .95 .96 .96 .96 .97 .97 .97 .97 .94 

100 .es .85 .86 .86 .87 ,88 ,89 .89 .90 .91 .92 .93 .93 .94 .!M .95 .95 ,95 .96 .96 .94 

120 .78 • 79 • 79 .90 .81 .82 .83 .83 .85 .86 ,87 .89 ,89 ,90 .91 .89 .92 .93 .93 .94 .92 

140 • 72 • 73 . 74 .75 .76 • 77 .78 ,79 .81 .82 .84 .85 .86 .87 .88 .86 .89 .90 .91 • 91 .90 

160 .68 .69 .69 .,o .71 • 73 .74 • 75 .11 .79 .80 ,82 .83 .84 .85 .92 .87 ,88 .89 .89 

Typical Metric Conversions: 

Meters = 0.3048 x feet 

millimeters = 25.4 x inches 
TABLE 14-2: PIPE FLOW CHART, n - 0.013 

POK JIIIIllroaczll a.amft PIPB I1CLft X,. • S. + 11:t, • 0.65 MD 70 nzT 0, JIIIUIPOICBD 0CIICM'ftl PIPB 00lalUIT (fall flow -l 

- cornct1011 factor■ for pipe lenr,1:ha ot:ber than 70 f-t; 

111-•t•r of pipe in ~-

B, n 

teet 12· 15• 18" 21· 24" 30" 36" 42• 49• 54• 60· 66" 12· 78" 94• 90• 96" 102· 

l J.22 5.44 8.29 11.a 15.9 26.0 38.6 53.8 71.4 §i.s n, 139 167 197 229 264 }02 342 

2 4.55 7.6!1 11.7 16.7 22.5 36.8 54.6 76.0 101 129 161 197 236 278 324 )74 427 483 

3 5.57 ,.u 14.4 20.4 27.5 45.0 66.9 9J.l 124 159 198 241 289 341 397 4S8 52] S92 

4 6.43 10.9 16.6 23.5 31.B 52.0 77.3 108 143 18] 228 278 334 394 459 529 604 68] 

5 7 .19 12.2 18.5 26.J 35.5 58.l 86.4 120 160 205 255 Jll ]7] 440 SlJ 591 675 764 

6 7.88 U.3 20.J 28.8 38.9 6J.7 94.6 1J2 175 224 280 J.Cl 409 482 5"2 647 739 8)7 

7 8.51 14.4 21.9 Jl.l 42.0 68.8 102 142 189 242 302 368 441 521 607 699 798 904 

• 9.10 15.4 23.5 J3.3 44.9 73.5 109 1S2 202 2S9 323 394 472 557 685 748 854 966 

9 9.65 16.3 24.9 35.3 "· 7 78.0 116 161 214 275 342 418 500 590 688 793 905 1025 

10 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 440 527 622 725 836 954 1080 

11 10.7 18.0 27.5 39.0 52.7 86.2 128 178 ll7 304 379 462 553 653 761 877 1001 11)3 

12 11.1 18.9 28. 7 40.8 55.0 90.l 134 186 247 317 395 482 578 682 794 916 1045 1184 

13 11.6 19.6 29.9 42.4 57.3 93.7 139 194 257 330 411 502 601 no 827 95) 1088 1232 

14 12.0 20., 31.0 44.1 59.4 97.3 145 201 267 342 427 521 624 736 858 989 1129 1278 

15 12.s 21.l 32.1 45.6 61.S 101 150 208 277 354 442 539 646 762 888 1024 1169 1323 

16 U.9 21.8 33.2 47.1 63.5 104 155 215 286 )66 457 557 667 787 917 1057 1207 1367 

17 13.3 22.4 34.2 48.5 65.S 107 159 222 294 377 471 574 688 812 946 1090 12'4 1409 

C) 18 U.7 2J.l JS.2 49.9 67.4 110 164 228 JOJ 388 484 591 ;09 8)5 973 1121 1280 1450 

I 19 14.0 23. 7 36.1 51.3 69.2 113 168 234 311 399 497 607 727 858 1000 1152 1315 1489 0) 20 14.4 24.J 37.1 52.6 71.0 116 173 240 319 409 510 623 746 880 1026 1182 13S0 1S28 ....... 21 14.7 24.9 38.0 53.9 72.1 119 177 246 327 419 52] 638 764 902 1051 1211 1383 1566 

22 15.1 2S.5 31.9 55.2 74.S 12Z 181 252 33S 429 535 653 782 913 1076 1240 1415 1603 

23 15.4 26.1 39.8 56.5 76.2 125 186 258 )42 439 547 668 800 944 1100 1268 1447 1639 

24 15.8 26. 7 40.6 57.7 77.8 127 189 26] )50 448 559 682 817 964 1123 1295 1478 1674 

25 16.1 27.2 41.S 58.9 79.4 130 193 269 357 458 571 696 834 984 1147 1322 1509 1708 

26 16.4 27. 7 42.3 60.0 81.0 133 197 274 364 467 582 710 850 1004 1169 1348 1539 1742 

27 16. 7 28.3 43.1 61.2 82.5 us 201 279 371 476 593 723 867 1023 ll!U 1373 1568 1775 

28 17.0 28.8 43.9 62.3 84.1 138 204 285 )78 484 604 737 883 1041 1214 1399 1597 1808 

29 17.3 29.J 44.7 63.4 85.5 140 208 290 384 493 615 750 898 1060 1235 1423 1625 1840 

30 17.6 29.8 45.4 64.5 87.0 142 212 294 391 501 625 763 9ll 1078 1256 1448 1653 1871 

L, in Cornction Fe,:ton ror Otber Plpe Len,tha fNI: 

20 1.30 1.24 1.21 1.18 1.15 1.12 1.10 1.08 1.07 1.06 1.05 1.05 1.04 1.04 1.03 1. 

30 1.22 1.18 1.15 1.13 1.12 1.09 1.08 1.06 1.os 1.05 1.04 1.04 1.03 l.OJ 1.03 l.O ,o 1.15 1.U 1.11 1.10 1.08 1.07 1.05 1.05 1.04 l.OJ 1.03 1.0l 1.02 1.02 1.02 1.02 

50 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.03 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.01 

60 1.04 1.04 l.OJ 1.03 l.OJ 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 

70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 

80 .96 .97 .97 .97 .98 .98 .98 .99 .99 .99 ·" .99 .99 .99 .99 ·" .99 

90 .93 .94 .94 .95 .95 .96 .97 .97 .98 .98 .98 .98 .98 .99 ·" .99 .99 .99 

100 .90 .91 .92 .9] .93 .95 .95 .96 .97 .97 .97 .98 .98 .98 .98 .98 .98 .99 

120 .84 .86 .87 .89 .90 .91 .9) .94 .94 .95 .96 .96 .96 .97 .97 .97 .97 .98 

140 .80 .82 .83 .as .86 .88 .90 .91 .92 .93 .,, .94 .95 .95 .96 .96 .96 .97 

160 .76 .78 .80 .82 .83 .86 .88 .89 .90 .91 .92 .93 .94 .94 .95 .95 .95 .96 

Typical Metric Conversions: 

Meters = 0.3048 x feet 

millimeters = 25.4 x inches 
TABLE 14-3: DESIGN DATA FOR SPILLWAYS1 

Stage Spillway Bottom Width (b} in Feet 

(Hp} Variables 

,,,~~t-\ 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 

Q 6 7 8 10 11 13 14 15 17 18 20 21 22 24 25 27 28 

0.5 V 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 

s 3.9 3. 9 3.9 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 

X 32 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 33 

Q 8 10 12 14 16 18 20 22 24 26 28 30 32 34 35 37 39 

0.6 V 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 

s 3.7 3.7 3.7 3.7 3.6 3.7 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 

X 36 36 36 36 36 36 37 37 37 37 37 37 37 37 37 37 37 

Q 11 13 16 18 20 23 25 28 30 33 35 38 41 43 44 46 48 

0.7 V 3.2 3.2 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 

s 3.5 3.5 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 

X 39 40 40 40 41 41 41 41 41 41 41 41 41 41 41 41 41 

Q 13 16 19 22 26 29 32 35 38 42 45 46 48 51 54 57 60 

0.8 V 3.5 3.5 3.5 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 

s 3.3 3.3 3.3 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 

X 44 44 44 44 45 45 45 45 45 45 45 45 45 45 45 45 45 

Q 17 20 24 28 32 35 39 43 47 51 53 57 60 64 68 71 75 

0.9 V 3.7 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 

s 3.2 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 

X 47 47 48 48 48 48 48 48 48 48 49 49 49 49 49 49 49 

Q 20 24 29 33 38 42 47 51 56 61 63 68 72 77 81 86 90 

1. 0 V 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 

s 3.1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 

X 51 51 51 51 52 52 52 52 52 52 52 52 52 52 52 52 52 

Q 23 28 34 39 44 49 54 60 65 70 74 79 84 89 95 100 105 

1.1 V 4.2 4.2 4.2 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 

s 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 

X 55 55 55 55 55 55 55 56 56 56 56 56 56 56 56 56 56 

Q 28 33 40 45 51 58 64 69 76 80 86 92 98 104 110 116 122 

1.2 V 4.4 4.4 4.4 4.4 4.4 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 

s 2.9 2.9 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 2.8 

X 58 58 59 59 59 59 59 59 60 60 60 60 60 60 60 60 60 

Q 32 38 46 53 58 65 73 80 86 91 99 106 112 119 125 133 140 

1. 3 V 4.5 4.6 4.6 4.6 4.6 4.6 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 

s 2.8 2.8 2.8 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 

X 62 62 62 63 63 63 63 63 63 63 63 64 64 64 64 64 64 

Q 37 44 51 59 66 74 82 90 96 103 111 119 127 134 142 150 158 

1.4 V 4.7 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 

s 2.8 2.7 2.7 2.7 2.7 2.7 2.7 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 

X 65 66 66 66 66 67 67 67 67 67 67 68 68 68 68 68 69 

C-68 
TABLE 14-3: DESIGN DATA FOR SPILLWAYS Continued 

Stage Spillway Bottom Width (b) in Feet 

(Hp) Variables /~aa+-\ 8 10 12 14 16 18 20 22 24 26 28 30 32 34 

1. 5 

1. 6 

1.7 

1. 8 

1. 9 

2.0 

2.1 

2.2 

2.3 

2.4 

Q 41 50 58 66 75 85 92 101 108 116 125 133 142 150 

V 4.8 4.9 4.9 5 5 5 5 5 5 5 5 5 5 5 

s 2.7 2.7 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 

X 69 69 70 70 71 71 71 71 71 71 71 72 72 72 

Q 46 56 65 75 84 94 104 112 122 132 142 149 158 168 

V 5.0 5.1 5.1 5.1 5.1 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 

s 2.6 2.6 2.6 2.6 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 

X 72 74 74 75 75 76 76 76 76 76 76 76 76 76 

Q 52 62 72 83 94 105 115 126 135 145 156 167 175 187 

V 5.2 5.2 5.2 5.3 5.3 5.3 5.3 5.4 5.4 5.4 5.4 5.4 5.4 5.4 

s 2.6 2.6 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 

X 76 78 79 80 80 80 80 80 80 80 80 80 80 80 

Q 58 69 81 93 104 116 127 138 150 160 171 182 194 204 

V 5.3 5.4 5.4 5.5 5.5 5.5 5 ;5 5.5 5.5 5.5 5.5 5.6 5.6 5.6 

s 2.5 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 

X 80 82 83 84 84 84 84 84 84 84 84 84 84 84 

Q 64 76 88 102 114 127 140 152 164 175 188 201 213 225 

V 5.5 5.5 5.5 5.6 5.6 5.6 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 

s 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 

X 84 85 86 87 88 88 88 88 88 88 88 88 88 88 

Q 71 83 97 111 125 138 153 164 178 193 204 218 232 245 

V 5.6 5.7 5.7 5.7 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.9 5.9 5.9 

s 2.5 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.3 

X 88 90 91 91 91 91 92 92 92 92 92 92 92 92 

Q 77 91 107 122 135 149 162 177 192 207 220 234 250 267 

V 5.7 5.8 5.9 5.9 5.9 5.9 5.9 6 6 6 6 6 6 6 

s 2.4 2.4 2.4 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 

X 92 93 95 95 95 95 95 95 95 96 96 96 96 96 

Q 84 100 116 131 146 163 177 194 210 224 238 253 269 288 

V 5.9 5.9 6.0 6.0 6.0 6.1 6.1 6.1 6.1 6.1 6.1 6.1 6.1 6.2 

s 2.4 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 

X 96 98 99 99 99 99 99 100 100 100 100 100 100 100 

Q 90 108 124 140 158 175 193 208 226 243 258 275 292 306 

V 6.0 6.1 6.1 6.1 6.2 6.2 6.2 6.2 6.3 6.3 6.3 6.3 6.3 6.3 

s 2.4 2.4 2.3 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.2 

X 100 102 102 103 103 103 104 104 104 105 105 105 105 105 

Q 99 116 136 152 170 189 206 224 241 260 275 294 312 327 

V 6.1 6.2 6.2 6.3 6.3 6.3 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 

s 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 

X 105 105 106 107 107 108 108 108 108 109 109 109 109 109 

Typical Metric Conversions 

cubic meters per second= cubic feet per second x 0.0283 

meters= feet x 0.3048 

millimeters= inches x 25.4 

C-69 

36 38 40 

160 169 l1.75 

5.1 5.1 5.1 

2.5 2.5 2.5 

72 72 72 

178 187 197 

5.2 5.2 5.2 

2.5 2.5 2.5 

76 76 76 

196 206 217 

5.4 5.4 5.4 

2.5 2.5 2.5 

80 80 80 

214 226 233 

5.6 5.6 5.6 

2.4 2.4 2.4 

84 84 84 

235 248 260 

5.7 5.7 5.7 

2.4 2.4 2.4 

88 88 88 

256 269 283 

5.9 5.9 5.9 

2.3 2.3 2.3 

92 92 92 

276 291 305 

6 6 6 

2.3 2.3 2.3 

96 96 96 

301 314 330 

6.2 6.2 6.2 

2.3 2.3 2.3 

100 100 100 

323 341 354 

6.3 6.3 6.3 

2.2 2.2 2.2 

105 105 105 

346 364 378 

6.4 6.4 6.4 

2.2 2.2 2.2 

109 109 109 
FIGURE 14-4: EXCAVATED EARTH SPILLWAY 

LEVEL PORTION 

EMBANKMENT----t--

WATER SURFACE' 

J STAGE(Hp) 

APPROACH 

CHANNEL 

~ 

PLAN VIEW 

CREST AND CONTROL SECTION 

EXIT SECTOR 

NOTE: NEITHER THE LOCATION NOR 

ALIGNMENT OF THE CONTROL 

SECTION HAS TO COINCIDE 

WITH CENTERLINE OF THE DAM. 

X • LENGTH OF EXIT CHANNEL 

--CONTROL SECTION 

EXIT SECTOR 

PROFILE ALONG CENTERLINE 

d • 

b 

CROSS-SECTION AT CONTROL SECTION 

C-70 
slope from S does not increase discharge. If an exit slope (Se) 

steeper than S is used, then design procedures should be used to 

verify the adequacy of the exit channel. 

3. Data to the right of heavy vertical lines should be used with 

caution, as the resulting sections will be either poorly proportioned 

or have excessive velocities. 

VIII. Re-estimate the elevation of the design high water and the top of the dam 

based upon the design of the principal spillway and the emergency spillway. 

IX. Anti-Vortex Device and Trash Rack 

A This design procedure for the anti-vortex device and trash rack refer 

only to riser pipes of corrugated metal. There are numerous ways to 

provide protection for concrete pipe; these include various hoods and 

grates and rebar configurations which should be a part of project-specific 

design and will frequently be a part of a permanent structure. 

8. Refer to Figure 14-5 and Table 14-4. Choose cylinder size, support 

bars, and top requirements from Table 14-4 based on the diameter of 

the riser pipe. 

X. Anti-Seep Collars 

A Anti-seep collars must be used under the conditions specified in the 

Design Criteria. 

B. Anti-seep collars are used to increase the seepage length along the 

barrel by 10%. 

C. Determine the length of the barrel within the saturated zone. This may 

be done by solving the following equation: 

where: 

Ls 

y 

z 

s 

Ls = Y (Z + 4) (1 +(S /(0.25 - S)) 

= 

= 

= 

= 

length of barrel in the saturated zone, meters (feet). 

the depth of water at the principal spillway crest, 

meters (feet). 

slope of the upstream face of embankment in Z 

meters (feet) horizontal to one vertical. 

slope of the barrel in meters per meter (feet per 

feet). 

C-71 
(") 

I 

....... 

I'\) 

TACKWELD 

ALL AROUND 

A 

L 

#6 X 12 inches 

(305 mm) 

SPACER BAR 

(TYPICAL) 

FIGURE 14-5: ANTI-VORTEX DEVICE DESIGN 

.---PRESSURE RELIEF 

HOLES 13 mm DIA. 

(0.5 IN) DIA. > < _, 0 

D 

,.. .., 

SECTION A-A 

A 

20 mm (8 in) MIN. 

t 

I 

I 

ISOMETRIC 

TOP STIFFENERS (IF REQUIRED) 

IS _x_x_ ANGLE WELDED 

TO AND ORIENTED PERPINDICULAR 

TO CORRIGATlONS. 

TOP IS_ GAGE CORRUGATED METAL 

OR 3 mm (1/8 Inch) STEEL PLATE. 

PRESSURE RELIEF HOLES MAY BE 

OMITTED, IF ENDS OF CORRUGATIONS 

ARE LEFT FUU Y OPEN WHEN 

THE TOP IS ATTACHED. 

CYLINDER IS _GAGE CORRUGATED 

METAL PIPE OR FABRICATED FROM 

3 mm (1/8 Inch) STEEL PLATE. 

NOTES: 

1. THE CYLINDER MUST BE FIRMLY 

FASTENED TO THE TOP OF 

THE RISER. 

2. SUPPORT BARS ARE WELDED TO 

THE TOP OF THE RISER OR 

ATTACHED BY STRAPS BOLTED 

TO TOP OF RISER. 
TABLE 14-4 

CONCENTRIC TRASH RACK AND ANTI-VORTEX DESIGN TABLE 

Riser Cylinder Minimum Top 

Diameter, Height, Minimum Size 

inches Diameter Thickness, inches Support Bar Thickness Stiffener 

gage 

12 18 16 6 #6 Rebar or 1.5 x 1.5 16 ga. - x 3/16 angle (F&C) 

15 21 16 7 II II II II 

-

18 27 16 8 II II II II 

-

21 30 16 11 "" 16 ga.(C), - 14 ga. (F) 

24 36 16 13 II II II II 

-

27 42 16 15 II II II II 

-

36 54 14 17 #8 Rebar 14 ga.(C), - 12 ga. (F) 

42 60 16 19 II II II II 

-

48 72 16 21 1.25" pipe or 1.25 x 14 ga.(C}, - 1.25 x 0.25 angle 10 ga. (F) 

54 78 16 25 II II II II 

-

60 90 14 29 1.5" pipe or 1.5 x 1.5 12 ga.(C), - x 0.25 angle 8 ga. (F) 

66 96 14 33 2" pipe or 2 x 2 x 12 ga.(C), 2 X 2 X 0.25 

3/16 angle 8 ga. (F) angle 

w/stiffener 

72 102 14 36 II II II II 2.5 X 2.5 X 

0.25 angle 

78 114 14 39 2.5" pipe or 2 x 2 x 11 II II II 

0.25 angle 

84 120 12 42 2.5" pipe or 2.5 x 2.5 II II 2.5 X 2.5 X 

x 0.25 angle 5/16 angle 

Note 1: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the 

outside of the riser is equal to or greater than the area inside the riser. Therefore, the above table is 

invalid for use with concrete pipe risers. 

Note 2: Corrugation for 12"-36" pipe measures 2 2/3" x 1 /2"; for 42"-84" the corrugation measures 5" x 

1" or 8" x 1". 

Note 3: C = corrugated; F = flat. 

Conversion Units: Millimeters = inches x 25.4 

C-73 
FIGURE 14-6: NUMBER OF ANTI-SEEP COLLARS REQUIRED 

.μ 

Q) 

QJ 

4--

200 

.. 150 V, 

....J 

.. ..c 

.μ 

01 

C: 

QJ 100 ....J 

'"O 

a., 

.μ 

.,, 

s.. 

::, 

.μ 

50 .,, 

V) 

I) 

y VI V'1 , .... 7-1 I I I i.., 7 

7 7_, >--+- ..... _ ...... , __ ,._ ' c.. 

6 - - s -...... 4 I- It 3 ,- - 2 _,_ 1 c.. 

-- 1-,, - '? --:;, -::- +-7 ->--::;, c.. 

li.. _,,. I, 1.- I, I, 

,00 _., L, 

0'' 0'1 

-q,.~_., L ,. 2 Collars -+- I- 0<:)~ ✓ L, I• '--

...... ~'~- 7.3 1 7.3 1 '--

........ X ........ .......... , I, ,~ ✓ I/ I/ I, I/ I IL ,., V or ,,.. ✓ V ,,.. V 3 Collars 1-C.. 

L, L, 5.9 1 X 5.9 1 

L, 

L, V L, ,., 

,, V ,,.. 

- ,, 

I, 

Collar Projection, V • feet 

I 

' I 1 I 

' I 1 I 

"' I/ 

L.J_ I I " ' ,~ I, 

I I I , --

f+ ___._ U-H---- I V 

l/ I 

I 4 V :~ I e-, ~ 

I ,/1 .... ,,,,, I I I I 

I I I 7 ~f/j '--¥ _. V I I I I I 

H- H--~t i ' c.P c,, l+ .J- I ' rf1 - ·-1"-· ! ,, 

-- ~ ___ ,__ I I;)< ~I ' ,., ' i 

I (j", I ;-

~-.-- -- - I I "!>v HU- _,L.<1- 7 

V I . f::> 

---- -----H-· --1- --+- Li +- ' I y ~1>'- .,I I I 

I 1/, cP "' 1 I I I 

t-i h-'--,- -t I I/ i. / I I I , , . / ' I 

e-l- I ..,., 

' i/ y I V I ~ 

, ·, I 

' 1:, I i ~ ! 

r:- 7-;-r-r ._ i, +J.L _ I v ' I . ~ 

. co\\-a.~ - -"--h-+--l--i--1L t;,+- + IA 7 7 

i ' :,, I -1 7 i '\ ~ 7 

4+· -., ,, VI I .. I_,,,,. I I t-1""" ,, y I -r--1 -1 I 

f-l.. '---' + :, ,, ,, ' L,, 

' I I 

~ 17, ,,. ,__, L ·- I ' ,/ I I 

1------f--f, /_ __ ,,( I Note: This procedure ; s ,/ I I for 10% increase in ---,~ ,C__ . ,~ +- a ..... I I length of flow path. I~ ~-- -- - j_;_ _L ~- 1-r ._._ I-.-- I '' I ' 

* - Metric Conversion : meters = feet x 0.3048 

Nut1BER OF ANTI-SEEP COLLARS REQUIRED 

C-74 

the 

_._ '- I 

-

. 

.· 

11 

10 

9 

.μ 

8 QJ 

a., 

4--

7 

> 

6 QJ 

N 

•,-

5 V) 

s.. 

.,, 4 ,-

,-

0 

u 

3 0. 

CIJ 

CIJ 

2 V) 

I ,,-

.μ 

C: 

<( 

0 
D. Enter Table 14-6 with Ls. Move horizontally right until one of the lines 

is intersected. Move vertically until the correct line for barrel diameter 

is intersected. Move horizontally right to read P, the size of the antiseep collar. 

E. If more than one collar is used, the spacing between collars should be 

14 times the projection of the collar above the barrel. 

F. Collars should not be located closer than 600 millimeters (2 feet) to a 

pipe joint. 

XI. Anchoring the Principal Spillway 

A The principal spillway must be firmly anchored to prevent its floating. 

B. If the riser is over 3 meters (10 feet) high, the forces acting on the 

spillway must be calculated. A method of anchoring the spillway which 

provides a safety factor of 1.25 must be used ( downward forces = 1.25 

x upward forces). 

C. If the riser is 3 meters (10 feet) or less in height, choose one of the two 

methods in Figure 14-7 to anchor the principal spillway. 

XII. Dewatering 

A Refer to Figure 14-8 for details and orientation. 

B. Calculation of the diameter of the dewatering orifice: 

Use a modified version of the discharge equation for a vertical orifice 

and a basic equation for the area of a circular orifice. 

Naming the variables: 

A 

d 

h 

Q 

= 

= 

= 

= 

flow area of orifice, in square meters (square feet). 

diameter of circular orifice, in millimeters (inches). 

average driving head (maximum possible head 

measured from radius of orifice to crest of principal 

spillway divided by 2), in meters (feet) 

volumetric flowrate through orifice needed to 

achieve approximate 6-hour drawdown, cubic 

meters per second (cubic feet per second). 

C-75 
s 

Q 

= 

= 

total storage available in dry storage area, cubic 

meters (cubic feet). 

S / 21,600 seconds 

Use S for basin and find Q. Then substitute in calculated Q and find A: 

A=-----==Q'----- 1 

(64.32* h) 2 (0.6) 2 

Then, substitute in calculated A and find d: 

* 

1 

d*=2*(-A-) 2 

3.14 

Diameter of dewatering orifice should never be less than 75 millimeters 

(3 inches) in order to help prevent clogging by soil or debris. 

Note: Flexible tubing used should be at least 50 millimeters (2 inches) larger 

in diameter than the calculated orifice to promote improved flow 

characteristics. 

C-76 
FIGURE 14-7: RISER PIPE BASE CONDITIONS 

FOR EMBANKMENTS LESS THAN 

3 METERS (10 FEET) HIGH 

CONCRETE BASE FOR EMBANKMENT 3 METERS (10 feet) OR LESS IN HEIGHT 

3 METERS (10 feet) OR LESS 

2D~ ~- CONCRETE 

STEEL BASE FOR EMBANKMENT 3 METERS (10 feet) OR LESS IN HEIGH 

3 METERS (10 feet) OR LESS 

--- 6 mm (0.25 in.) STEEL PLATE 

C-77 
FIGURE 14-8: RECOMMENDED DEWATERING SYSTEM 

FOR SEDIMENT BASINS 

PR0\1DE AOEOUATE 

STRAPPING 

/ 

POL 'r'ETHVLENE CAP 

- ~-----.-

•• 

,_.. __ PERFORATED POLYETHYLENE• 

DRAINAGE TUBING, DIAMETER 

VARIES 

-- DEWATERING ORIFlCE, 

DEPTH 

VARIES AS 

REQUIRED 

FOR" DRY • 

STORAGE 

WET 

STORAGE 

SCHEDULE 40 STEEi .. STUB 1 -FOOT MINIMUM, 

DIAMETER VARIFS 

CORRUGATED METAL RISER 

NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB 

FOR DEWATERING ORIFICE 

•DRAINAGE: TUBING SHALL COMPLY WITH ASTM F667 

AND AASHTO M294 

C-78 
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 

(with or without an emergency spillway) 

Project-----------------------------

Basin # _________ _ Location _________ _ 

Total area draining to basin: ____ hectares (acres). 

Basin Volume Design 

Wet Storage: 

1. Minimum required volume = 127 cubic meters per hectare x Total 

Drainage Area (hectares). 

127 m3/hectare x hectares = m3 ---

(67 cubic yards per acre x ___ acres = ___ cubic yards) 

2. Available basin volume = m3 at elevation --- --- (From storage - elevation curve) 

3. Excavate ___ m3 to obtain required volume*. 

* Elevation corresponding to required volume = invert of the dewatering orifice. 

4. Available volume before cleanout required. 

63 m3 per hectare x 

(33 cubic yards per acre x 

hectares = m3 

--- ---

___ acres = ___ cubic yards) 

5. Elevation corresponding to cleanout level = ___ _ 

(From Storage - Elevation Curve) 

6. Distance from invert of the dewatering orifice to cleanout level = ___ ft. 

Min. = 0.3 meters (1.0 ft.) 

C-79 
Dry Storage: 

7. Minimum required volume = 127 cubic meters per hectare x Total 

Drainage Area (hectares). 

127 m3/hectare x ___ hectares = m3 

(67 cubic yards per acre x ___ acres = ___ cubic yards) 

8. Total available basin volume at crest of riser* = 

(From Storage - Elevation Curve) 

m3 

--- at elevation 

* Minimum = 254 cubic meters per hectare of total drainage area. 

* Minimum = 134 cubic yards per acre of total drainage area. 

9. Diameter of dewatering orifice= _____ millimeters (mm). 

10. Diameter of flexible tubing = ____ mm (diameter of dewatering orifice 

plus 50 mm). 

Preliminary Design Elevations 

11. Crest of Riser = -----

Top of Dam = 

Design High Water = 

Upstream Toe of Dam = 

Basin Shape 

12. Length of Flow 

Effective Width 

L 

We 

= 

If > 2, baffles are not required 

If < 2, baffles are required 

Runoff 

cubic meters per second (ems) 

14. 025 = ems 

C-80 
Principal Spillwav Design 

15. With emergency spillway, required spillway capacity QP = Q 2 = 

(riser and barrel) 

___ ems. 

Without emergency spillway, required spillway capacity QP = Q 25 = ___ ems. (riser and barrel) 

16. With emergency spillway: 

Assumed available head (h) = 

h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation 

Without emergency spillway: 

Assumed available head (h) = ____ m. (Using 0 25) 

h = Design High Water Elevation - Crest of Riser Elevation 

17. Riser diameter (Dr) = ___ mm Actual head (h) = 

(From Figure 14-3) 

Note: Avoid orifice flow conditions. 

18. Barrel length (I) = --- m 

Head (H) on barrel through embankment = 

(From Table 14-1). 

19. Barrel diameter = ___ mm 

m 

(From Table 14-2 [concrete pipe] or Table 14-1 [corrugated pipe]). 

20. Trash rack and anti-vortex device 

Diameter = ___ mm 

Height = ___ mm 

(From Table 14-4). 

Emergency Spillway Design 

Required spillway capacity Qe = Q 25 - QP = --- ems. 

m 

21. 

22. Bottom width (b) = m; the slope of the exit channel (s) = ____ m/meter; 

and the minimum length of the exit channel (x) = m (From Table 

14-3). 

C-81 
Anti-Seep Collar Design 

23. Depth of water at principal spillway crest (Y) = 

Slope of upstream face of embankment (Z) = 

___ m 

---

Slope of principal spillway barrel (Sb) = % ---

Length of barrel in saturated zone (L5) = ___ m 

24. Number of collars required = 

(from Figure 14-6). 

Final Design Elevations 

25. Top of Dam = 

Design High Water = 

Emergency Spillway Crest = 

Principal Spillway Crest = 

Dewatering Orifice Invert = 

Cleanout Elevation = 

---

Elevation of Upstream Toe of Dam 

or Excavated Bottom of "Wet Storage 

Area" (if excavation was performed) = 

C-82 

dimensions = 

: 1. 
BMP-15 

BMP: TEMPORARY SLOPE DRAIN 

Definition 

A flexible tubing or conduit extending from the top to the bottom of a cut or fill slope. 

Purpose 

To temporarily conduct concentrated stormwater runoff safely down the face of a cut 

or fill slope without causing erosion on or below the slope. 

Conditions Where Practice Applies 

On cut or fill slopes where there is a potential for upslope flows to move over the face 

of the slope causing erosion and preventing adequate stabilization. 

Planning Considerations 

There is often a significant lag between the time a cut or fill slope is completed and 

the time a permanent drainage system can be installed. During this period, the slope 

is usually not stabilized and is particularly vulnerable to erosion. This situation also 

occurs on slope construction which is temporarily delayed before final grade is 

reached. Temporary slope drains can provide valuable protection of exposed slopes 

until permanent drainage structures can be installed or vegetation can be established. 

Temporary slope drains can be used in conjunction with diversion dikes to convey 

runoff from the entire drainage area above a slope to the base of the slope without 

erosion. It is very important that these temporary structures ·be installed properly, 

since their failure will often result in severe gully erosion on the site and 

sedimentation below the slope. The entrance section must be securely entrenched, 

all connections must be watertight, and the conduit must be staked securely. 

C-83 
Design Criteria 

Drainage AreaThe maximum allowable drainage area per slope drain is 2 hectares (5 acres). 

Flexible ConduitThe slope drain shall consist of heavy-duty, flexible material designed for this 

purpose. The diameter of the slope drain shall be equal over its entire length. 

Reinforced hold-down grommets shall be spaced at 3 meter ( 10-foot) or less 

intervals. Slope drains shall be sized as listed in Table 15-1. 

TABLE 15-1 

SIZE OF SLOPE DRAIN 

Maximum Drainage Area Pipe Diameters 

Hectares Acres millimeters inches 

0.2 0.5 305 12 

0.6 1.5 457 18 

1.0 2.5 533 21 

1.4 3.5 610 24 

2.0 5.0 762 30 

Entrance SectionsThe entrance to the slope drain shall consist of a standard flared end-section for 

metal pipe culverts with appropriate inlet protection as set forth in CULVERT INLET 

PROTECTION, BMP-8. If ponding will cause a problem at the entrance and make 

such protection impractical, appropriate sediment removing measures shall be taken 

at the outlet of the pipe. Extension collars shall consist of 300 millimeter (12-inch) 

long corrugated metal pipe. Watertight fittings shall be provided (See Figure 15-1). 

Note: End-sections made of heavy-duty, flexible material may be utilized if 

determined by the Plan-Approving Authority to provide a stable inlet or outlet 

section. 

C-84 
Dike DesignAn earthen dike shall be used to direct stormwater runoff into the temporary slope 

drain and shall be constructed as set forth in DIVERSION, BMP-12. See Figure 15-1 

for placement of dike in relation to the slope drain. 

The height of the dike at the centerline of the inlet shall be equal to the diameter of 

the pipe plus 150 millimeters (6 inches). Where the dike height is greater than 450 

millimeters (18 inches) at the inlet, it shall be sloped at the rate of 3: 1 or flatter to 

connect with the remainder of the dike (see Figure 15-1). 

Outlet ProtectionThe outlet of the slope drain must be protected from erosion as set forth in OUTLET 

PROTECTION, BMP-18. 

Construction Specifications1. The measure shall be placed on undisturbed soil or well-compacted fill. 

2. The entrance section shall slope toward the slope drain at the minimum rate 

of 42 millimeters per meter (0.5 inches per foot). 

3. The soil around and under the entrance section shall be hand-tamped in 200 

millimeter (8-inch) lifts to the top of the dike to prevent piping failure around 

the inlet. 

4. The slope drain shall be securely staked to the slope at the grommets 

provided. 

5. The slope drain sections shall be securely fastened together and have 

watertight fittings. 

6. Install CULVERT INLET PROTECTION and OUTLET PROTECTION as per 

BMP-8 and BMP-18, respectively. 

Maintenance 

The slope drain structure shall be inspected weekly and after every storm, and 

repairs made if necessary. The contractor should avoid the placement of any 

material on and prevent construction traffic across the slope drain. 

C-85 
FIGURE 15-1: TEMPORARY SLOPE DRAIN 

CORRUGATED METAL 

EXTENSION COLLAR 

WATERPROOF SEAL 

EARTHEN DIKE 

(COMPACTED) 

PROVIDE INLET 

PROTECTION 7 

A 

STANDARD FLARED END SECTION 

SECTION VIEW 

NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING 

WILL CREATE PROBLEMS 

EARTHEN DIKE 

(COMPACTED) 

r 

D + 152 mm (8 In.) 

D 457mm 0+152mm(8In.) 

j T"·, 1 

SECTION A - A 

C-86 
BMP-16 

BMP: PAVED FLUME 

Definition 

A permanent paved channel constructed on a slope. 

Purpose 

To conduct stormwater runoff safely down the face of a slope without causing 

erosion problems on or below the slope. 

Conditions Where Practice Applies 

Wherever concentrated stormwater runoff must be conveyed from the top to the 

bottom of cut or fill slopes on a permanent basis and a riprap-lined channel is not 

capable of conveying the runoff without erosion. 

Planning-Considerations 

Paved flumes are used routinely on highway cuts and fills to convey concentrated 

stormwater runoff from the top to the bottom of the slope without erosion. 

Standards and specifications have been developed for these structures which apply 

to all secondary and primary highway construction projects. 

Consideration must be given to protecting structures against buoyancy failures. The 

potential for buoyancy failures due to hydrostatic uplift forces exists in channels 

constructed in periodically saturated areas (basically all channels will experience 

saturation of the subgrade by virtue of the function of the channel) and especially if 

a submerged outfall condition exists. 

Paved flumes should be utilized and constructed carefully. Field experience has 

shown a significant amount of post-construction problems with these controls. If the 

base contains some unsuitable material or is too "soft," the flume will be subject to 

undermining and fracturing. There are also many cases where the outlet velocities 

and flow rates of stormwater which travels in a paved flume are so great that 

erosion and flooding at the end of the structure are inevitable, no matter what type 

of treatment is installed at the outlet. In these cases, strong consideration should be 

C-87 
given to a riprapped channel or to a system of inlets, manholes, and pipe to safely 

convey the stormwater to the receiving channel or drainage structure. 

Design Criteria 

CapacityPaved flumes shall be capable of passing the peak flow expected from a 10-year 

frequency storm. 

Cross-SectionsFigure 16-1 illustrates a typical trapezoidal cross-section of a standard paved flume. 

Where additional flow capacity is required, larger trapezoidal cross-sections may be 

designed. The following criteria apply to all trapezoidal flume designs: 

1. The maximum slope of the structure shall be 1.5:1 (67%). 

2. Curtain Walls shall be provided at the beginning and end of all paved flumes 

not abutted to another structure. The curtain wall shall be as wide as the 

flume channel, extend at least 450 millimeters (18 inches) into the soil below 

the channel, and have a thickness of 150 millimeters (6 inches). Curtain 

walls shall be reinforced with #4 reinforcing steel bars placed on 100 

millimeter (4-inch) centers. 

3. Anchor Lugs shall be spaced at a maximum of 3 meters (10 feet) on center 

for the length of the flume. Where no curtain wall is required, an anchor lug 

shall be installed within 600 millimeters (2 feet) of the end of the flume. 

Anchor lugs are to be as wide as the bottom of the flume channel, extend at 

least 300 millimeters (1 foot) into the soil below the channel, and have a 

thickness of 150 millmeters (6 inches). Anchor lugs shall be reinforced with 

#4 reinforcing steel bars placed on 100 millimeter (4-inch) centers. 

4. The flume channel shall have at least a 100 millimeter (4-inch) thickness of 

class A-3 concrete with welded wire fabric 150 mm X 150 mm (6 in X 6 in) -

(W2.1 x W2.1) in the center for reinforcement. 

5. Expansion Joints shall be provided approximately every 30 meters (90 feet). 

At least 500 millimeter (18-inch) dowels of #4 reinforcing steel placed on 125 

millimeter (5-inch) centers shall be located at all required joints. 

C-88 
FIGURE 16-1: PAVED FLUME 

cl rs 

n.___ ___ ___,_ _______________ __jr 

A === A Lr----------------~:~-:-------rll _J 

' . ' 

LJ L 

PLAN VIEW 

7 

457mm 

WELDED WIRE FABRIC (16 in.) 

6x6-W2.1 xW2.1 __ _ _l 

r-- 150 mm (6 in.) 

ANCHOR LUG 

141----- BARS F 

SECTION A--A 

I CURTAIN WALL 

457mm 

(18 In.) 

~ 150 mm (6 in.) 

3 meters 1 o feet • 

• 3 meters (10 feet) C-C MAXIMUM TYPICAL SPACING BElWEEN ANCHOR LUGS. 

WHERE CURTAIN WALL IS NOT REQUIRED ANCHOR LUG IS TO BE A 

MAXIMUM OF 600 mm (2ft.) FROM END OF CHANNEL 

SCHEDULE OF REINFORCING STEEL 

MARK NO. LENGTH SIZE SPACING SHAPE 2: 1 1.5: 1 C-C 

355mm 355mm 4 100mm STRAIGHT F 3 (14 In.) (14in.) (4In.) 

G 432mm 432mm 4 152mm 

9 STRAIGHT 

f17in.\ 117in.\ (6 in.) 

DOWELS 10 457mm 457mm 4 127mm STRAIGHT 

118 in.\ 118 in.\ (5 in.) 

NO. SHOWN ARE FOR ONE ANCHOR LUG, CURTAIN WALL AND JOINT 

C-89 

WELDED WIRE FABRIC 

SECTION B---B 

BARS G 

~ CURTAIN 

WALL 

SECTION C---C 
OutletOutlets of paved flumes should be protected from erosion. The use of an energy 

dissipator with OUTLET PROTECTION (BMP-18) is recommended in order to 

temporarily reduce the existing velocity of the flow, thus preventing undermining of 

the structure and providing a stable transition zone between the flume and the 

receiving channel or drainage structure at the base of the slope. OUTLET 

PROTECTION should still be utilized with the use of a standard energy dissipating 

structure to further dissipate flow energy and to provide a smooth transition into the 

receiving channel. Larger energy dissipator systems may be similarly designed for 

larger flume cross-sections. 

Construction Specifications 

1. The subgrade shall be constructed to the required elevations. All soft 

sections and unsuitable material shall be removed and replaced with suitable 

material. The subgrade shall be thoroughly compacted and shaped to a 

smooth, uniform surface. The subgrade shall be moist at the time the 

concrete is poured. 

2. Anchor lugs and curtain walls shall be formed to be continuous with the 

channel lining. 

3. Traverse joints for crack control should be provided at approximately 6 meter 

(20-foot) intervals and when more than 45 minutes elapses between 

consecutive concrete placements. All sections should be at least 2 meters (6 

feet) long. Crack control joints may be formed by using a 3 millimeter (1/8-

inch) thick removable template, by scoring or sawing to a depth of at least 20 

millimeters (3/4 inch) or by an approved "leave-in" type insert. 

Maintenance 

Prior to permanent stabilization of the slope, the structure should be inspected after 

each rainfall. Damages to the slope, flume or outlet area must be repaired 

immediately. After the slope is stabilized, the structure should be inspected to 

ensure continued adequate functioning (see potential problems noted in Planning 

Considerations). 

C-90 
BMP-17 

BMP: STORMWATER CONVEYANCE CHANNEL 

Definition 

A permanent, designed waterway, shaped, sized, and lined with appropriate 

vegetation or structural material used to safely convey stormwater runoff within or 

away from a developing area. 

Purpose 

To provide for the conveyance of concentrated surface runoff water to a receiving 

channel or system without damage from erosion. 

Conditions Where Practice Applies 

Generally applicable to man-made channels, including roadside ditches and 

intermittent natural channels, that are constructed or are modified to accommodate 

flows generated by land development. The implementation of this control should 

come only after a channel adequacy analysis for capacity and velocity has been 

performed. The measure should be installed and stabilized prior to the introduction 

of post-development flows. This practice is not generally applicable to continuous 

flowing natural streams. Major streams need full design considerations and 

calculations. Provisions for protecting the banks of such streams are described in 

VEGETATIVE STREAMBANK STABILIZATION, BMP-22 and STRUCTURAL 

STREAMBANK STABILIZATION, BMP-23. 

Planning Considerations 

The design of a channel cross-section and lining is based primarily upon the volume 

and velocity of flow expected in the channel. If conditions are appropriate, grass or 

riprap channels are preferred over concrete. While concrete channels are efficient 

and easy to maintain, they remove runoff so quickly that channel erosion and 

flooding often result downstream. Grass or riprap channels reduce this problem by 

more closely duplicating a natural system. 

Besides the primary design considerations of capacity and velocity, a number of 

other important factors should be taken into account when selecting a cross-section 

and lining. These factors include land availability, compatibility with land use and 

C-91 
surrounding environment, safety, maintenance requirements, outlet conditions, and 

soil erodibility factor. If the riprap design is chosen, filter fabric must be used to act 

as a separator and stabilizer between the stone and the earth. 

Cross-section designVee-shaped ditches are generally used where the quantity of water to be handled is 

relatively small, such as roadside ditches. A grass or sod lining will suffice where 

velocities in the ditch are low. For steeper slopes where high velocities are 

encountered, a riprap, concrete or bituminous concrete lining may be appropriate. 

Parabolic channels are often used where the quantity of water to be handled is 

larger and where space is available for a wide, shallow channel with low velocity 

flow. Riprap should be used where higher velocities are expected and where some 

dissipation of energy (velocity) is desired. Combinations of grass and riprap are 

also useful where there is a continuous low flow in the channel. 

Trapezoidal channels are often used where the quantity of water to be carried is 

large and conditions require that it be carried at a relatively high velocity. 

Trapezoidal ditches are generally lined with concrete or riprap. 

Outlet designOutlet conditions for all channels must be considered. This is particularly important 

for the transition from a man-made lining, such as concrete and riprap, to a 

vegetated or nonvegetated lining. Appropriate measures must be taken to dissipate 

the energy of the flow to prevent scour of the receiving channel. (See OUTLET 

PROTECTION, BMP-18). 

CapacityAll channels shall be designed in accordance with accepted engineering practices. 

If channel modifications are necessary, the capacity of the channel must be 

sufficient to convey the 10-year frequency design storm (24-hour duration) without 

overtopping the banks. If predevelopment flooding problems exist, the 

consequences of flooding are severe, or drainage systems which convey larger 

storms converge with the channel in question, consideration should be given to 

increasing the capacity beyond the 10-year frequency storm capacity. 

VelocityChannels should be designed so that the velocity of flow expected from a 2-year 

frequency storm shall not exceed the permissible velocity for the type of lining used. 

C-92 
While concrete-lined channels can usually be smaller than grass-lined channels, the 

increased velocity will produce more erosion and flooding downstream. 

Grass-lined channels provide good protection against erosion, while they provide an 

aesthetic setting for conveyance of runoff. However, the velocities that grass linings 

can handle are much lower than those which can be withstood by riprap or 

concrete-lined channels. For grass linings, the type of vegetation chosen shall be 

appropriate for the site conditions: i.e., drainage tolerance, shade tolerance, 

maintenance requirements, etc. (See PERMANENT SEEDING, BMP-32 and 

SODDING, BMP-33). Where there will be a base flow in grass-lined channels, a 

stone center, a subsurface drain, or other suitable means to handle the base flow 

shall be provided. Refer to RIPRAP, BMP-19 to choose the correct stone size and 

for filter fabric specifications. Permissible velocities for grass-lined channels are 

shown in Table 17-:1. 

Riprap-lined channels can be designed to withstand most flow velocities by choosing 

a stable stone size. The procedures for selecting a stable stone size for channels 

and installation is contained in BMP-19, RIPRAP. All riprap must be installed with a 

filter fabric or gravel (granular) underlining. Transition from a riprap lining to grass 

and earth linings must be carefully designed to meet the allowable velocities of each 

type of lining. 

Concrete-lined channels are not usually limited in the velocity they can carry; 

however, it should be kept in mind that the flow velocity at the outlet of the paved 

section must not exceed the permissible velocity of the receiving channel. See 

OUTLET PROTECTION, BMP-18. 

DepthThe design water surface elevation of a channel receiving water from diversions or 

other tributary channels shall be equal to or less than the design water surface 

elevation of the diversion or other tributary channel at the point of intersection. 

The top width of parabolic and vee-shaped, grass-lined channels shall not exceed 9 

meters (30 feet), and the bottom width of trapezoidal, grass-lined channels shall not 

exceed 5 meters (15 feet) unless multiple or divided waterways, riprap center, or 

other means are provided to control meandering of low flows. 

C-93 
TABLE 17-1: PERMISSIBLE VELOCITIES FOR 

GRASS LINED CHANNELS 

CHANNEL LINING PERMISSIBLE 

SLOPE VELOCITY. 

Bermudagrass 2 meters/sec 

(6 ft./sec) 

Reed canarygrass 1.5 meters/sec 

Tall fescue (5 ft./sec) 

0-5% Kentucky bluegrass 

Grass-legume mixture 1.2 meters/sec 

(4 ft./sec) 

Red fescue 

Redtop 0. 75 meters/sec 

Sericea lespedeza (2.5 ft./sec) 

Annual lespedeza 

Small grains (temporary) 

Bermudagrass 1.5 meters/sec 

(5 ft./sec) 

5 - 10 % Reed canarygrass 1.2 meters/sec 

Tall fescue (4 ft./sec) 

Kentucky bluegrass 

Grass-legume misture 1 meter/sec 

(3 ft./sec) 

Bermudagrass 1.2 meters/sec 

(4 ft./sec) 

Greater than 10% Reed canarygrass 1 meter/sec 

Tall fescue (3 ft./sec) 

Kentucky bluegrass 

· for highly erodible soils, permissible velocities should be 

decreased by 25%. An erodibility factor (K) greater than 

0.35 would indicate a highly erodible soil. 

C-94 
OutletThe outlets of all channels shall be protected from erosion (see OUTLET 

PROTECTION, BMP-18). 

Construction Specifications 

General1. All trees, brush, stumps, roots, obstructions and other unsuitable material 

shall be removed and disposed of properly. 

2. The channel shall be excavated or shaped to the proper grade and crosssection. 

3. Any fills shall be well compacted to prevent unequal settlement. 

4. Any excess soil shall be removed and disposed of properly. 

Grass-lined ChannelsThe method used to establish grass in the ditch or channel will depend upon the 

severity of the conditions encountered. The methods available for grass 

establishment are set forth in PERMANENT SEEDINGS, BMP-32 and SODDING, 

BMP-33. 

Riprap-lined ChannelsRiprap shall be installed in accordance with RIPRAP, BMP-19. 

Concrete-lined ChannelsConcrete-lined channels must be constructed in accordance with all acceptable 

engineering specifications. The following items highlight those specifications: 

1. The subgrade should be moist at the time the concrete is poured. 

2. Traverse joints for crack control should be provided at approximately 6 meter 

(20-foot) intervals and when more than 45 minutes elapses between 

consecutive concrete placements. All sections should be at least 2 meters (6 

feet) long. Crack control joints may be formed by using a 3 millimeter (1/8-

inch) thick removable template, by scoring or sawing to a depth of at least 20 

millimeters (3/4 inch) or by an approved "leave-in" type insert. 

C-95 
3. Expansion joints shall be installed every 30 meters (100 feet). 

Maintenance 

Grass-lined ChannelsDuring the initial establishment, grass-lined channels should be repaired immediately 

and grass re-established if necessary. After grass has become established, the 

channel should be checked periodically to determine if the grass is withstanding flow 

velocities without damage. If the channel is to be mowed, it should be done in a 

manner that will not damage the grass. 

Riprap-lined ChannelsRiprap-lined channels should be checked periodically to ensure that scour is not 

occurring beneath fabric underlining of the riprap layer. The channel should also be 

checked to determine that the stones are not dislodged by large flows. 

Concrete-lined ChannelsConcrete-lined channels should be checked periodically to ensure that there is no 

undermining of the channel. Particular attention should be paid to the outlet of the 

channel. If scour is occurring at the outlet, appropriate outlet protection shall be 

installed. See OUTLET PROTECTION, BMP-18. 

Sediment DepositionIf the channel is below a high sediment-producing area, sediment should be trapped 

before it enters the channel. Field experience has demonstrated that many newly 

constructed conveyance channels become damaged and require costly repairs as a 

result of improper upslope controls. If sediment is deposited in a grass-lined 

channel, it should be removed promptly to prevent damage to the grass. Sediment 

deposited in riprap and concrete-lined channels should be removed when it reduces 

the capacity of the channel. 

C-96 
BMP-18 

BMP: OUTLET PROTECTION 

Definition 

Structurally lined aprons or other acceptable energy dissipating devices placed at 

the outlets of pipes or paved channel sections. 

Purpose 

To prevent scour at stormwater outlets, to protect the outlet structure, and to 

minimize the potential for downstream erosion by reducing the velocity and energy 

of concentrated stormwater flows. 

Conditions Where Practice Applies 

Applicable to the outlets of all pipes and engineered channel sections. 

Planning Considerations 

The outlets of pipes and structurally lined channels are points of critical erosion 

potential. Stormwater which is transported through man-made conveyance systems 

at design capacity generally reaches a velocity which exceeds the capacity of the 

receiving channel or area to resist erosion. To prevent scour at stormwater outlets, 

a flow transition structure is needed which will absorb the initial impact of the flow 

and reduce the flow velocity to a level which will not erode the receiving channel or 

area. 

The most commonly used device for outlet protection is a structurally lined apron. 

These aprons are generally lined with riprap, grouted riprap or concrete. They are 

constructed at a zero grade for a distance which is related to the outlet flow rate and 

the tailwater level. 

Where flow is excessive for the economical use of an apron, excavated stilling 

basins may be used. 

C-97 
Design Criteria 

The design of structurally lined aprons at the outlets of pipes and paved channel 

sections applies to the immediate area or reach below the pipe or channel and does 

not apply to continuous rock linings of channels or streams (See STORMWATER 

CONVEYANCE CHANNEL, BMP-17). Notably, pipe or channel outlets at the top of 

cut slopes or on slopes steeper than 10% should not be protected using just outlet 

protection as a result of the reconcentration and large velocity of flow encountered 

as the flow leaves the structural apron. Outlet protection shall be designed 

according to the following criteria: 

Pipe Outlets (See Figure 18-1)-

1. Tailwater depth: The depth of tailwater immediately below the pipe outlet 

must be determined for the design capacity of the pipe. Manning's Equation 

may be used to determine tailwater depth. If the tailwater depth is less than 

half the diameter of the outlet pipe, it shall be classified as a Minimum 

Tailwater Condition. If the tailwater depth is greater than half the pipe 

diameter, it shall be classified as a Maximum Tailwater Condition. Pipes 

which outlet onto flat areas with no defined channel may be assumed to have 

a Minimum Tailwater Condition. 

2. Apron length: The apron length shall be determined from the curves 

according to the tailwater condition: 

Minimum Tailwater - Use Figure 18-2 

Maximum Tailwater - Use Figure 18-3 

3. Apron width: When the pipe discharges directly into a well-defined channel, 

the apron shall extend across the channel bottom and up the channel banks 

to an elevation 0.3 meters (1 foot) above the maximum tailwater depth or to 

the top of the bank (whichever is less). 

If the pipe discharges onto a flat area with no defined channel, the width of 

the apron shall be determined as follows: 

a. The upstream end of the apron, adjacent to the pipe, shall have a width 

three times the diameter of the outlet pipe. 

b. For a Minimum Tailwater Condition, the downstream end of the apron 

shall have a width equal to the pipe diameter plus the length of the 

apron. 

C-98 
FIGURE 18-1: PIPE OUTLET CONDITIONS 

A A 

3d0 -------------

do 

PLAN VIEW 

SECTION A-A FILTER -CLOTH 

A 

PLAN VIEW 

SECTION A-A 

FILTER CLOTH 

PIPE OUTLET TO FLAT 

AREA WITH NO DEFINED 

CHANNEL 

_J_ 

d 

T 

KEY IN 150 - 230 mm (6 - 9 In.); 

RECOMMENDED FOR ENTIRE PERIMETER 

i 

A 3d0 (MIN.) 

PIPE OUTLET TO WELL 

DEFINED CHANNEL 

_j_ 

d 

T 

NOTES: 1 APRON LINING MAY BE R!PRAP, GROUTED RIPRAP, GABION 

BASKET, OR CONCRETE. 

KEY IN 150 - 230 mm (8-9 In.); 

RECOMMENDED FOR 

2. La ENTIRE PERIMETER. IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED 

USING PLATES 3.18-3 AND 3.18-4. 

3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER. BUT NOT 

LESS THAN 150 mm (6 in.). C-99 
() 

I 

...... 

0 

0 

FIGURE 18-2 

UESIGN OF OUTLET PROTECTION FRc»1 A ROU~D PIPE FLOWING FULL 

MHHMUM TAILWATER COllUITION (Tw-= 0.5 DIAMETER) 

Outlet 

Pipe 

Diameter, 

METRIC CONVERSIONS: 

Cubic meters per second - cfs x 35.3357 

meter - feet x 0.3048 

millimeters = inches x 25.4 

10 

0 

3 5 10 20 50 J 100 

Discharge, ft./sec. 

200 

·,,_; :; 

9~. 

I 

3 

... 

"' 

... "' 

,; 

2 ... 

-

Vl 

Q. 

... 

L 

Q. 

~ 

0 

.,, 

.., 

i---

' I 0 

500 1000 
(") 

I 

...... 

0 

...... 

FIGURE 18-3 

DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL 

MAXIMUM TAILWATER CONDITION ( Tw?: 0. 5 DIAMETER) 

120 

Outlet 

Pipe 

Diameter, D0 

J~----ij 

\ol 

1 J Min. Do + 0.4La 

La---41J 

===c;-"?-.!t!]!!.~ff.: § _g.5D0 

METRIC CONVERSIONS: 

Cubic meters per second • cfs x 35.3357 

meter= feet x 0.3048 

milimeters • inches x 25.4 

20 

10 

3 5 10 

110 -..... 

, •·••·•·l••• 

•. I •• ,,.!. 

100 

20 50 J 100 

Discharge, ft./sec. 

'3 

..., 

QI 

QI 

.... 

; 

N 

VI 

Q. 

"' ... 

Q. 

a:: 

0 

.,, 

-0 

0 

200 500 1000 
4. 

5. 

6. 

7. 

8. 

c. For a Maximum Tailwater Condition, the downstream end shall have a 

width equal to the pipe diameter plus 0.4 times the length of the 

apron. 

Bottom grade: The apron shall be constructed with no slope along its length 

(0.0% grade). The invert elevation of the downstream end of the apron 

shall be equal to the elevation of the invert of the receiving channel. There 

shall be no overfall at the end of the apron. 

Side slopes: If the pipe discharges into a well-defined channel, the side 

slopes of the channel shall not be steeper than 2: 1 (horizontal: vertical). 

Alignment: The apron shall be located so there are no bends in the horizontal 

alignment. 

Materials: The apron may be lined with riprap, grouted riprap, concrete, or 

gabion baskets. The median sized stone for riprap shall be determined from 

the curves in Figures 18-3 and 18-4, according to the tailwater condition. 

The gradation, quality and placement of riprap shall conform to BMP-19, 

RIPRAP. 

Filter cloth: In all cases, filter cloth shall be placed between the riprap and 

the underlying soil to prevent soil movement into and through the riprap. 

The material must meet or exceed the physical properties for filter cloth 

found in BMP-19, RIPRAP. See Figure 18-1 for orientation details. 

Paved Channel Outlets (See Figure 18-4) -

1 . The flow velocity at the outlet of paved channels flowing at design capacity 

must not exceed the permissible velocity of the receiving channel (see 

Tables 18-1 and 18-2). 

C-102 
FIGURE 18-4: PAVED CHANNEL OUTLET 

PAVED CHANNEL TRANSITION RIPRAP APRON RECEIVING 

FILTER FABRIC ---

NOTES: 

CHANNEL 

j 

~Jillll 

KEY IN 150 - 230 mm (6-9 in.); 

RECOMMENDED FOR 

ENTIRE PERIMETER 

1. RIPRAP APRON REDUCES THE FLOW VELOCITY BELOW THE 

PERMISSIBLE VELOCITY OF THE NATURAL RECEIVING CHANNEL. 

2. TRANSITION SIDE DIVERGENCE IS 1 IN 3F, WHERE 

V 

F = FROUDE NUMBER = j gd WHERE 

V = VELOCITY AT THE BEGINING OF THE TRANSITION 

d :: DEPTH OF FLOW AT THE BEGINING OF THE TRANSITION 

g • 9.82 m/sec~ (32.2 ft/sad ) 

C-103 
2. The end of the paved channel shall merge smoothly with the receiving 

channel section. There shall be no overfall at the end of the paved section. 

Where the bottom width of the paved channel is narrower than the bottom 

width of the receiving channel, a transition section shall be provided. The 

maximum side divergence of the transition shall be 1 in 3F where; 

where, 

F 

V 

d 

9 

= 

= 

= 

= 

Froude number 

V F=--

Jga 

Velocity at beginning of transition, meters/sec (feet/sec) 

depth of flow at beginning of transition, meters (feet) 

9.82 meters/sec. 2 (32.2 feet/sec. 2) 

3. Bends or curves in the horizontal alignment at the transition are not allowed 

unless the Froude number (F) is 1.0 or less, or the section is specifically 

designed for turbulent flow. 

C-104 
BMP-19 

BMP: RIPRAP 

Definition 

A permanent, erosion-resistant ground cover of large, loose, angular stone with filter 

fabric or granular underlining. 

Purposes 

1. To protect the soil from the erosive forces of concentrated runoff. 

2. To slow the velocity of concentrated runoff while enhancing the potential for 

i nfi ltratio n. 

3. To stabilize slopes with seepage problems and/or non-cohesive soils. 

Conditions Where Practice Applies 

Wherever soil and water interface and the soil conditions, water turbulence and 

velocity, expected vegetative cover, etc., are such that the soil may erode under the 

design flow conditions. Riprap may be used, as appropriate, at stormdrain outlets, 

on channel banks and/or bottoms, roadside ditches, drop structures, at the toe of 

slopes, as transition from concrete channels to vegetated channels, etc. 

Planning 

Graded vs. Uniform RiprapRiprap is classified as either graded or uniform. A sample of graded riprap would 

contain a mixture of stones which vary in size from small to large. A sample of 

uniform riprap would contain stones which are all fairly close in size. 

For most applications, graded riprap is preferred to uniform riprap. Graded riprap 

forms a flexible self-healing cover, while uniform riprap is more rigid and cannot 

withstand movement of the stones. Graded riprap is cheaper to install, requiring 

only that the stones be dumped so that they remain in a well-graded mass. Hand or 

mechanical placement of individual stones is limited to that necessary to achieve the 

proper thickness and line. Uniform riprap requires placement in a more or less 

uniform pattern, requiring more hand or mechanical labor. 

C-105 
Riprap sizes can be designed by either the diameter or the weight of the stones. It 

is often misleading to think of riprap in terms of diameter, since the stones should be 

angular instead of spherical. However, it is simpler to specify the diameter of an 

equivalent size of spherical stone. Table 19-1 lists some typical stones by weight, 

spherical diameter and the corresponding rectangular dimensions. These stone 

sizes are based upon an assumed specific weight of 2,645 kg/m3 (165 lbs./ft3). 

Since graded riprap consists of a variety of stone sizes, a method is needed to 

specify the size range of the mixture of stone. This is done by specifying a diameter 

of stone in the mixture for which some percentage, by weight, will be smaller. For 

example, d85 refers to a mixture of stones in which 85% of the stone by weight 

would be smaller than the diameter specified. Most designs are based on d50 . In 

other words, the design is based on the average size of stone in the mixture. Table 

19-2 lists classes of standard graded riprap sizes by diameter and weight of the 

stone. 

TABLE 19-1 

SIZE OF RIPRAP STONES 

I 

Weight 

I 

Mean Spherical I Angular 

I 

Shape: 

Diameter Length Width, Height 

Kg lbs m ft m ft m ft 

20 50 0.2 0.8 0.4 1.4 0.1 0.5 

45 100 0.3 1.1 0.5 1.8 0.2 0.6 

70 150 0.4 1.3 0.6 2.0 0.2 0.7 

135 300 0.5 1.6 0.8 2.6 0.3 0.9 

225 500 0.6 1.9 0.9 3.0 0.3 1.0 

455 1000 0.7 2.2 1.1 3.7 0.4 1.2 

680 1500 0.8 2.6 1.4 4.7 0.5 1.5 

910 2000 0.9 2.8 1.6 5.4 0.5 1.8 

1815 4000 1.1 3.6 1.8 6.0 0.6 2.0 

2725 6000 1.2 4.0 2.1 6.9 0.7 2.3 

3630 8000 1.4 4.5 2.3 7.6 0.8 2.5 

9080 20000 1.8 6.1 3.0 10.0 1.0 3.3 

C-106 
To ensure that stone of substantial weight is used when implementing riprap 

structures, specified weight ranges for individual stones and composition 

requirements should be followed. Such guidelines will help to prevent inadequate 

stone from being used in construction of the measures and will promote more 

consistent stone classification statewide. Table 19-3 notes these requirements. 

Sequence of ConstructionSince riprap is used where erosion potential is high, construction must be 

sequenced so that the riprap is put in place with the minimum possible delay. 

Disturbance of areas where riprap is to be placed should be undertaken only when 

final preparation and placement of the riprap cari follow immediately behind the 

initial disturbance. ·Where riprap is used for outlet protection, the riprap should be 

placed before or in conjunction with the construction of the pipe or channel so that it 

is in place when the pipe or channel begins to operate. 

Design Criteria 

GradationThe riprap shall be composed of a well-graded mixture down to the 25 millimeter 

(1-inch) size particle such that 50% of the mixture by weight shall be larger than the 

d50 size as determined from the design procedure. A well-graded mixture as used 

herein is defined as a mixture composed primarily of the larger stone sizes but with 

a sufficient mixture of other sizes to fill the progressively smaller voids between the 

stones. The diameter of the largest stone size in such a mixture shall be 1.5 times 

the d50 size. 

TABLE 19-2 

GRADED RIPRAP - DESIGN VALUES 

Riprap D1s Mean D15 Spherical Mean D50 Spherical 

Class Weight Diameter Diameter 

Kg lbs m ft m ft 

Class Al 11 25 0.2 0.7 0.3 0.9 

Class I 23 50 0.2 0.8 0.3 1.1 

Class II 68 150 0.4 1.3 0.5 1.6 

Class Ill 227 500 0.6 1.9 0.7 2.2 

Type I 680 1,500 0.8 2.6 0.9 2.8 

Type II 2,725 6,000 1.2 4.0 1.4 4.5 

C-107 
The designer, after determining the riprap size that will be stable under the flow 

conditions, shall consider that size to be a minimum size and then, based on riprap 

gradations actually available in the area, select the size or sizes that equal or exceed 

the minimum size. The possibility of damage by children shall be considered in 

selecting a riprap size, especially if there is nearby water or a gully in which to toss the 

stones. 

ThicknessThe minimum thickness of the riprap layer shall be 2 times the maximum stone 

diameter, but not less than 150 millimeters (6 inches). 

Quality of StoneStone for riprap shall consist of field stone or rough unhewn quarry stone of 

approximately rectangular shape. The stone shall be hard and angular and of such 

quality that it will not disintegrate on exposure to water or weathering and it shall be 

suitable in all respects for the purpose intended. The specific gravity of the individual 

stones shall be at least 2.5. 

Rubble concrete may be used provided it has a density of at least 2,400 kilograms per 

cubic meter (150 pounds per cubic foot), and otherwise meets the requirement of this 

Best Management Practice. 

TABLE 19-3 

GRADED RIPRAP - WEIGHT ANALYSIS 

Riprap Weight Requirements for 

Class/Type Range* Stone Mixture 

Class Al 11-34 kg Max. 10% > 34 kg 

(25-75 lbs) (Max. 10% > 75 lbs) 

Class I 23-68 kg 60% > 45 kg 

(50-150 lbs) (60% > 100 lbs) 

Class II 68-227 kg 50% > 136 kg 

(150-500 lbs) (50% > 300 lbs) 

Class Ill 227- 681 kg 50% > 409 kg 

(500-1,500 lbs) (50% > 900 lbs) 

Type I 681-1,816 kg Av. wt. = 908 kg 

(1,500-4,000 lbs) (Av. wt. = 2,000 lbs.) 

Type II 2,724- 9,080 kg Av. wt. = 3,632 kg 

(6,000-20,000 lbs) (Av. wt. = 8,000 lbs.) 

*In all classes/types of riprap, a maximum 10% of the stone in 

the mixture may weigh less than the lower end of the range. 

C-108 
Filter Fabric UnderliningA lining of engineering filter fabric (geotextile) shall be placed between the riprap and 

the underlying soil surface to prevent soil movement into or through the riprap. Table 

19-4 notes the minimum physical properties of the filter fabric. 

Filter fabric shall not be used on slopes greater than 1.5: 1 as slippage may occur and 

should be used in conjunction with a layer of course aggregate (granular filter blanket 

is described below) when the riprap to be placed is Class II or larger. 

Granular FilterAlthough the filter cloth underlining or bedding is the preferred method of installation, 

a granular (stone) bedding is a viable option when the following relationship exists: 

and, 

d15 f il ter d15 f il ter 

----<5<----<40 d85 base d15base 

d50 fil ter 

----<40 d50base 

In these relationships, filter refers to the overlying material and base refers to the 

underlying material. The relationships must hold between the filter material and the 

base material and between the riprap and the filter material. In some cases, more than 

one layer of filter material may be needed. Each layer of filter material should be 

approximately 150 millimeters (6-inches) thick. 

Riprap at OutletsDesign criteria for sizing the stone and determining the dimensions of riprap pads used 

at the outlet of drainage structure are contained in OUTLET PROTECTION (BMP-18). 

A filter fabric underlining is required for riprap used as outlet protection. 

C-109 
TABLE 19-4 

REQUIREMENTS FOR FILTER FABRIC USED WITH RIPRAP 

Physical Property 

Equivalent 

Opening Size 

Tensile Strength* 

@ 20% (maximum) 

in.) 

Puncture Strength 

Test Method 

Corps of Engineers 

cwo 2215-77 

VTM-52 

ASTM D751* 

Requirements 

Equal or greater than 

U.S. No. 50 sieve 

0.5 kg/linear 

millimeter (30 lbs./linear 

minimum 

36 kg (80 lbs) (minimum) 

* Tension testing machine with ring clamp, steel ball replaced with 7.9 millimeter 

(5/16 inch) diameter solid steel cylinder with hemispherical tip centered within 

the ring clamp. 

Seams shall be equal in strength to basic material. 

Additional fabric material or non-corrosive steel wire may be incorporated into 

the fabric to increase overall strength. 

Riprap for Channel StabilizationRiprap for channel stabilization shall be designed to be stable for the condition of bankfull flow in the reach of channel being stabilized. This method establishes the stability 

of the rock material relative to the forces exerted upon it. 

Riprap shall extend up the banks of the channel to a height equal to the maximum 

depth of flow or to a point where vegetation can be established to adequately protect 

the channel. 

The riprap size to be used in a channel bend shall extend upstream from the point of 

curvature and downstream from the bottom of the channel to a minimum depth equal 

to the thickness of the blanket and shall extend across the bottom of the channel the 

same distance (see Figure 19-1). 

C-110 
Freeboard and Height of BankFor riprapped and other lined channels, the height of channel lining above the water 

surface should be based on the size of the channel, the flow velocity, the curvature, 

inflows, wind action, flow regulation, etc. 

The height of the bank above the water surface varies in a similar manner, depending 

on the above factors plus the type of soil. 

Figure 19-2 is based on information developed by the U.S. Bureau of Reclamation for 

average freeboard and bank height in relation to channel capacity. This chart should 

be used by the designer to obtain a minimum freeboard for placement of riprap and top 

of bank. 

Riprap for Slope StabilizationRiprap for slope stabilization shall be designed so that the natural angle of repose of 

the stone mixture is greater than the gradient of the slope being stabilized (see Figure 

19-3). 

Riprap for Lakes and Ponds Subject to Wave ActionRiprap used for shoreline protection on lakes and ponds may be subject to wave 

action. The waves affecting the shoreline may be wind-driven or created by boat 

wakes. 

Riprap for Installations Subject to Tidal and Wave ActionA riprap design for shoreline protection in tidal areas must meet all applicable state and 

federal requirements and should be carried out by a qualified professional. 

Construction Specifications 

Subgrade Preparation: The subgrade for the riprap or filter shall be prepared to the 

required lines and grades. Any fill required in the subgrade shall be compacted to a 

density approximately that of the surrounding undisturbed material. Brush, trees, 

stumps and other objectionable material shall be removed. 

C-111 
FIGURE 19-1: TOE REQUIREMENTS FOR 

BANK STABILIZATION 

FILTER CLOTH UNDERLINER (PREFERRED) 

KEY IN 

FILTER CLOTH 

150-230 mm (6- 9 In.) 

FILTER CLOTH 

GRANULAR FILTER 

MIN. 

co.eSE 

THICKNESS 

,ccRECATE = 150 ~ mm (6 In.) 

C-112 

T 

MIN. 
FIGURE 19-2: RECOMMENDED FREEBOARD AND 

HEIGHT OF BANK OF LINED CHANNELS 

5 

3 

2 

i.-"' 

i.,.,--

~ 

-

0 

10 20 30 50 

METRIC CONVERSIONS: 

Cubic meters per second - ds x 35.3357 

meter - feet x 0.3048 

mllllmeters - Inches x 25.4 

I!--~ 

IC 1\,1 

ll i-1" i.,1-" 

,,..( N-c,. 

.\'I,. ,r-

,_ ~ - i.,., 

1,..J: ~- ~ V'" ...... ...... 

- .~,~ 

(' - ~"' 

,-) ·' ..,,,. ' ... ,,,.,,,. ~:,..,-

100 200 

CAPACITY, CF"S. 

300 500 

C-113 

I.,, .. 

... "" 

~ 

-~ I).~ 

... ~ 

1., b. ' ~ 

,_ LI' i, i.. ... 

~ I, 

,_ I,; 

1000 2000 4000 
FIGURE 19-3: ANGLE OF REPOSE FOR RIPRAP STONES 

45 

~ 35 l/l 

0 

Cl. 

(lJ 

er: 

6 30 

c::n 

C: 

ex: 2S 

-

0.25 mm 

0.01 In. 

------

L..-----

2.54mm 

0.1 in. 

~ 

L.---

25mm 

10 in. 

MEAN DIAMETER 

-----

254mm 

10 in. 

1: 1 

- 11⁄2: 1 

- 2: 1 

Filter Fabric or Granular Filter: Placement of the filter fabric should be done 

immediately after slope preparation. For granular filters, the stone should be spread 

in a uniform layer to the specified depth, normally 150 millimeters (6 inches). Where 

more than one layer of filter material is used, the layer should be spread so that there 

is minimal mixing of the layers. 

When installing geotextile filter cloths, the cloth should be placed directly on the 

prepared slope. The edges of the sheets should overlap by at least 300 millimeters (12 

inches). Anchor pins, 400 millimeters (15 inches) long, should be spaced every meter 

(3 feet) along the overlap. The upper and lower ends of the cloth should be buried at 

least 300 millimeters. Care should be taken not to damage the cloth when placing the 

riprap. If damage occurs, that sheet should be removed and replaced. For large stone 

(Class II or greater), a 150 millimeter (6-inch) layer of granular filter will be necessary 

to prevent damage to the cloth. 

Stone Placement: Placement of riprap should follow immediately after placement of the 

filter. The riprap should be placed so that it produces a dense well-graded mass of 

stone with a minimum of voids. The desired distribution of stones throughout the mass 

may be obtained by selective loading at the quarry, controlled dumping of successive 

loads during final placing, or by a combination of these methods. The riprap should be 

placed to its full thickness in one operation. The riprap should not be placed in layers. 

The riprap should not be placed by dumping into chutes or 

C-114 
similar methods which are likely to cause segregation of the various stone sizes. Care 

should be taken not to dislodge the underlying material when placing the stones. 

The finished slope should be free of pockets of small stone or clusters of large stones. 

Hand placing may be necessary to achieve the required grades and a good distribution 

of stone sizes. Final thickness of the riprap blanket should be within plus or minus 1/4 

of the specified thickness. 

Maintenance 

Once a riprap installation has been completed, it should require very little maintenance. 

It should, however, be inspected periodically to determine if high flows have caused 

scour beneath the riprap or filter fabric or dislodged any of the stone. Care must be 

taken to properly control sediment-laden construction runoff which may drain to the 

point of the new installation. If repairs are needed, they should be accomplished 

immediately. 

C-115 
BMP-20 

BMP: ROCK CHECK DAMS 

Definition 

Small temporary stone dams constructed across a swale or drainage ditch. 

Purpose 

To reduce the velocity of concentrated stormwater flows, thereby reducing erosion of 

the swale or ditch. This practice also traps sediment generated from adjacent areas 

or the ditch itself, mainly by ponding of the stormwater runoff. Field experience has 

shown it to perform more effectively than silt fences or straw bales in the effort to 

stabilize "wet-weather" ditches. 

Conditions Where Practice Applies 

This practice, utilizing a combination of stone sizes, is limited to use in small open 

channels which drain 4 hectares (10 acres) or less. It should not be used in a live 

stream as the objective should be to protect the live watercourse. Some specific 

applications include: 

1. 

2. 

3. 

4. 

Temporary ditches or swales which, because of their short length of service, 

cannot receive a non-erodible lining but still need protection to reduce erosion. 

Permanent ditches or swales which, for some reason, cannot receive a 

permanent non-erodible lining for an extended period of time. 

Either temporary or permanent ditches or swales which need protection during 

the establishment of grass linings. 

An aid in the sediment trapping strategy for a construction site. This practice 

is not a substitute for major perimeter trapping measures such as a SEDIMENT 

TRAP (BMP-13) or a SEDIMENT BASIN (BMP-14). 

C-116 
Planning Considerations 

Check dams are effective in reducing flow velocity and thereby the potential for channel 

erosion. It is usually better to establish a protective vegetative lining before flow is 

confined or to install a structural channel lining than to install check dams. However, 

under circumstances where this is not feasible, check dams are useful. 

Check dams installed in grass-lined channels may kill the vegetative lining if 

submergence after rains is too long and/or silting is excessive. 

If check dams are used in grass-lined channels which will be mowed, care should be 

taken to remove all the stone when the dam is removed. This should include any stone 

which has washed downstream. 

As previously mentioned, they have been found to be an effective aid in trapping 

sediment particles by virtue of their ability to pond runoff. 

Specifications 

No formal design is required for a check dam; however, the following criteria should be 

adhered to when specifying check dams: 

1. The drainage area of the ditch or swale being protected shall not exceed 8,000 

square meters (2 acres) when coarse aggregate is used alone and shall not 

exceed 40,500 square meters (10 acres) when a combination of Class I Riprap 

(added for stability) and coarse aggregate is used. Refer to Figure 20-1 for 

orientation of stone and a cross-sectional view of the measure. An effort should 

be made to extend the stone to the top of channel banks. 

2. The maximum height of the dam shall be 1 meter (3 feet). 

3. The center of the check dam must be at least 150 millimeters (6 inches) lower 

than the outer edges. Field experience has shown that many dams are not 

constructed to promote this "weir" effect. Stormwater flows are then forced to 

the stone-soil interface, thereby promoting scour at that point and subsequent 

failure of the structure to perform its intended function. 

4. For added stability, the base of the check dam can be keyed into the soil 

approximately 150 millimeters (6 inches). 

5. The maximum spacing between the dams should be such that the toe of the 

upstream dam is at the same elevation as the top of the downstream dam. 

C-117 
6. Stone should be placed according to the configuration in Figure 20-1. Hand or 

mechanical placement will be necessary to achieve complete coverage of the 

ditch or swale and to insure that the center of the dam is lower than the edges. 

7. Filter cloth may be used under the stone to provide a stable foundation and to 

facilitate the removal of the stone. See BMP-19, RIPRAP, for required physical 

properties of the filter cloth. 

Sediment Removal 

Sediment should be removed from behind the check dams when it has accumulated 

to one half of the original height of the dam. 

Removal of Practice 

Unless they will be incorporated into a permanent stormwater management control, 

check dams must be removed when their useful life has been completed. In temporary 

ditches and swales, check dams should be removed and the ditch filled in when they 

are no longer needed. In permanent structures, check dams should be removed when 

a permanent lining can be installed. In the case of grass-lined ditches, check dams 

should be removed when the grass has matured sufficiently to protect the ditch or 

swale. The area beneath the check dams should be seeded and mulched immediately 

after they are removed. The use of filter cloth underneath the stone will make the 

removal of the stone easier. 

Maintenance 

Check dams should be checked for sediment accumulation after each runoff-producing 

storm event. Sediment should be removed when it reaches one half of the original 

height of the measure. 

Regular inspections should be made to insure that the center of the dam is lower than 

the edges. Erosion caused by high flows around the edges of the dam should be 

corrected immediately. 

C-118 
FIGURE 20-1: ROCK CHECK DAM 

8,000 SQUARE METERS (2 ACRES) OR LESS OF DRAINAGE AREA: 

FILTER CLOTH 

(OPTIONAL) 

COARSE AGGREGATE 

FLOW 

150 mm (6 In.) 

1 meter (3 ft)_/ 

(DOWNSTREAM VIEW) 

1 meter (3 ft) 

8,000 - 40,500 SQUARE METERS OR LESS 

OF DRAINAGE AREA (2-10 ACRES) 

FILTER CLOTH 

(OPTIONAL) 

COARSE AGGREGATE 

FLOW 

(DOWNSTREAM VIEW) 

C-119 

1 meter (3 ft) 

1 meter (3 ft) 

CLASS I RIPRAP 
BMP-21 

BMP: LEVEL SPREADER 

Definition 

An outlet for dikes and diversions consisting of an excavated depression 

constructed at zero grade across a slope. 

Purpose 

To convert concentrated runoff to sheet flow and release it uniformly onto areas 

stabilized by existing vegetation. 

Conditions Where Practice Applies 

Where there is a need to divert stormwater away from disturbed areas to avoid 

overstressing erosion control measures; where sediment-free storm runoff can be 

released in sheet flow down a stabilized slope without causing erosion. 

This practice applies only in those situations where the spreader can be 

constructed on undisturbed soil and the area below the level lip is uniform with a 

slope of 10% or less and is stabilized by natural vegetation. The runoff water 

should not be allowed to reconcentrate after release unless it occurs during 

interception by another measure (such as a permanent pond or detention basin) 

located below the level spreader. 

Planning Considerations 

The TEMPORARY DIVERSION DIKE, (BMP-9) and the TEMPORARY RIGHT-OFWA Y DIVERSION, (BMP-11) each call for a stable outlet for concentrated 

stormwater flows. The level spreader is a relatively low-cost structure to release 

small volumes of concentrated flow where site conditions are suitable. 

The outlet area must be uniform and well-vegetated with slopes 10% or less. 

Particular care must be taken to construct the outlet lip completely level in a 

stable, undisturbed soil. Any depressions in the lip will concentrate the flow, 

resulting in erosion. Under higher design flow conditions, a rigid outlet lip design 

should be used to create the desired sheet flow conditions. Runoff water 

C-120 
containing high sediment loads must be treated in a sediment trapping device 

before being released to a level spreader. 

Design Criteria 

No formal design is required. The following criteria must be met: 

Spreader DimensionsDetermine the capacity of the spreader by estimating the peak flow expected. from 

a 10-year storm (010). 

Select the appropriate length, width and depth of the spreader from Table 21-1. 

For design flows greater than 0.6 cubic meters per second (20 cfs), the measure 

should be designed by a qualified engineer. 

A 6 meter (20-foot) transition section should be formed in the diversion channel so 

that the width of the diversion will smoothly tie in with the width of the spreader 

to ensure more uniform outflow. 

The depth of the level spreader, as measured from the lip, shall be at least 155 

millimeters (6 inches). The depth may be made greater to increase temporary 

storage capacity, improve trapping of debris and to enhance settling of any 

suspended solids. 

TABLE 21-1 

MINIMUM DIMENSIONS FOR LEVEL SPREADER 

Design Flow Depth Width of Lower Length 

O,o Side Slope of 

Spreader 

m3/sec cfs m ft m ft m ft 

0-0.3 0-10 0.15 0.5 1.8 6 3 10 

0.3-0.6 10-20 0.18 0.6 1.8 6 6 20 

C-121 
Grade1. The grade of the channel for the last 6 meters (20 feet) of the dike or 

diversion entering the level spreader shall be less than or equal to 1 %. 

2. The grade of the level spreader channel shall be 0%. 

Spreader LipThe release of the stormwater will be over the level lip onto an undisturbed wellvegetated area with a maximum slope of 10%. The level lip should be of uniform 

height and zero grade over the length of the spreader. 

The level spreader lip may be stabilized by vegetation or may be of a rigid nonerodible material depending on the expected design flow: 

Spreader lip 

Vegetated 

Rigid 

Design Flow 

m3/sec (cfs) 

0 - 0.1 0 - 4 

0.1 - 0.6 5 - 20 

A vegetated level lip must be constructed with an erosion-resistant material, such 

as jute or excelsior blankets, to inhibit erosion and allow vegetation to become 

established. 

For higher design flows and permanent installations, a rigid lip of non-erodible 

material, such as pressure-treated timbers or concrete curbing, should be used. 

Construction Specifications 

1 . Level spreaders must be constructed on undisturbed soil (not fill material). 

2. The entrance to the spreader must be shaped in such a manner as to insure 

that runoff enters directly onto the 0% channel. 

3. Construct a 6 meter (20-ft) transition section from the diversion channel to 

blend smoothly to the width and depth of the spreader. 

4. The level lip shall be constructed at 0% grade to insure uniform spreading of 

stormwater runoff. 

C-122 
5. Protective covering for vegetated lip should be a minimum of 1 meter (4 

feet) wide extending 150 millimeters (6 inches) over the lip and buried 150 

millimeters (6 inches) deep in a vertical trench on the lower edge. The upper 

edge should butt against smoothly cut sod and be securely held in place 

with closely spaced heavy duty wire staples. 

6. Rigid level lip should be entrenched at least 50 millimeters (2 inches) below 

existing ground and securely anchored to prevent displacement. An apron of 

Coarse Aggregate should be placed to top of level lip and extended 

downslope at least 1 meter (3 feet). Place filter fabric under stone and use 

galvanized wire mesh to hold stone securely in place. 

7. The released runoff must outlet onto undisturbed stabilized areas with slope 

not exceeding 10%. Slope must be sufficiently smooth to preserve sheet 

flow and prevent flow from concentrating. 

8. Immediately after its construction, appropriately seed and mulch the entire 

disturbed area of the spreader. 

Maintenance 

The measure shall be inspected after every rainfall and repairs made, if required. 

Level spreader lip must remain at 0% slope to allow proper function of measure. 

The contractor should avoid the placement of any material on and prevent 

construction traffic across the structure. If the measure is damaged by 

construction traffic, it shall be repaired immediately. 

C-123 
BMP-22 

BMP: VEGETATIVE STREAMBANK STABILIZATION 

Definition 

The use of vegetation in stabilizing streambanks. 

Purpose 

To protect streambanks form the erosive forces of flowing water. 

Conditions Where Practice Applies 

Along banks in creeks, streams and rivers subject to erosion from excess runoff. 

This practice is generally applicable where bankfull flow velocity does not exceed 

1.5 meters per second (5 ft./sec) and soils are erosion resistant. Above 1.5 meters 

per second, structural measures are generally required. This practice does not 

apply where tidal conditions exist. 

Planning Considerations 

A primary cause of stream channel erosion is the increased frequency of bank-full 

flows which often result from upstream development. Most natural stream channels 

are formed with a bank-full capacity to pass the runoff from a storm with a 11 /2 to 2-

year recurrence interval. However, in a typical urbanizing watershed, stream 

channels are subject to a 3 to 5-fold increase in the frequency of bank-full flows. As 

a result, stream channels that were once parabolic in shape and covered with 

vegetation are often transformed into wide rectangular channels with barren banks. 

In recent years, a number of structural measures have evolved to strengthen and 

protect the banks of rivers and streams. These methods, if employed correctly, 

immediately insure a satisfactory protection of the banks. However, many such 

structures are expensive to build and to maintain and frequently cause downstream 

velocity problems. Without constant upkeep, they are exposed to progressive 

deterioration by natural agents. The materials used often prevent the reestablishment of native plants and animals, especially when the design is executed 

according to standard cross-sections which ignore natural variations of the stream 

system. Very often these structural measures destroy the appearance of the site. 

C-124 
In contrast, the utilization of living plants instead of or in conjunction with structures 

has many advantages. The degree of protection, which may be low to start with, 

increases as the plants grow and spread. The repair and maintenance of structures 

is unnecessary where self-maintaining streambank plants are established. The 

protection provided by natural vegetation is more reliable and effective where the 

cover consists of natural plant communities which are native to the site. Planting 

vegetation is less damaging to the environment than installing structures. 

Vegetation also provides habitat for fish and wildlife and is aesthetically pleasing. 

Plants provide erosion protection to streambanks by reducing stream velocity, 

binding soil in place with a root mat and covering the soil surface when high flows 

tend to flatten vegetation against the banks. For these reasons, vegetation should 

always be considered first. 

One disadvantage of vegetation is that it lowers the carrying capacity of the channel, 

which may promote flooding. Therefore, maintenance needs and the consequences 

of flooding should be considered. The erosion potential for the stream needs to be 

evaluated to determine the' best solutions. The following items should be 

considered in the evaluation: 

1. The frequency of bankfull flow based on anticipated watershed development. 

2. The channel slope and flow velocity, by design reaches. 

3. The antecedent soil conditions. 

4. Present and anticipated channel roughness ("n") values. 

5. The location of channel bends along with bank conditions. 

6. The location of unstable areas and trouble spots. Steep channel reaches, 

high erosive banks and sharp bends may require structural stabilization 

measures such as riprap, while the remainder of the streambank may require 

only vegetation. 

Where streambank stabilization is required and velocities appear too high for the 

use of vegetation, one should consider structural measures (see BMP-23, 

STRUCTURAL STREAMBANK STABILIZATION) or the use of permanent erosion 

control matting (see BMP-36, SOIL STABILIZATION MATTING). Notably, any 

applicable approval or permits from other state or federal agencies must be obtained 

prior to working in such areas. 

C-125 
Vegetation Zones Along WatercoursesAt the edge of all natural watercourses, plant communities exist in a characteristic 

succession of vegetative zones, the boundaries of which are dependent upon site 

conditions such as the steepness and shape of the bank and the seasonal and local 

variations in water depth and flow rate. Streambanks commonly exhibit the 

following zonation: 

1. 

2. 

3. 

4. 

Aquatic Plant Zone - This zone is normally permanently submerged. In MidAtlantic states, this zone is inhabited by plants such as pondweeds and water 

lilies, which reduce the water's flow rate by friction. The roots of these plants 

help to bind the soil, and they further protect the channel from erosion 

because the water flow tends to flatten them against the banks and bed of the 

stream. 

Reed-Bank Zone - The lower part of this zone is normally submerged for only 

about half the year. In Mid-Atlantic states, this zone is inhabited by rushes, 

reed grasses, cattails, and other plants which bind the soil with their roots, 

rhizomes and shoots and slow the water's flow rate by friction. 

Shrub Zone - This zone is flooded only during periods of average high water. 

In Mid-Atlantic states, the shrub zone is inhabited by trees and shrubs--such 

as willow, alder, dogwood and viburnum--with a high regenerative capacity. 

These plants hold the soil with their root systems and slow water speed by 

friction. They also protect tree trunks from damage caused by breaking ice 

and help to prevent the formation of strong eddies around large trees during 

flood flows. Shrub zone vegetation is particularly beneficial along the impact 

bank of a stream meander, where maximum scouring tends to occur. 

Infringement of shrub vegetation into the channel tends to reduce the channel 

width, increasing probability of floods. However, brief flooding of riverside 

woods and undeveloped bottomlands does no significant damage, and the silt 

deposits in these wooded areas are less of a problem than failed banks. 

Tree Zone - This zone is flooded only during periods of very high water (i.e., 

the 2 year bank-full flow or greater flows). Typical plants in the Mid-Atlantic 

states are trees in the ashelm, alder-ash, and oak-hornbeam associations. 

These trees hold soil in place with their root systems. 

C-126 
Design Criteria 

Table 22-1 provides general guidelines for maximum allowable velocities in streams 

to be protected by vegetation. 

1. Ensure that channel bottoms are stable before stabilizing channel banks. 

2. Keep velocities at bankfull flow non-erosive for the site conditions. 

3. Provide mechanical protection such as rip-rap on the outside of channel 

bends if bankfull stream velocities approach the maximum allowable for site 

conditions. 

4. Be sure that requirements of other state or federal agencies are met in the 

design in the case that other approvals or permits are necessary. 

TABLE 22-1 

CONDITIONS WHERE VEGETATIVE 

STREAMBANK STABILIZATION IS ACCEPTABLE 

Frequency of Bankfull Max. Allowable Velocity Max. allowable Velocity 

Flow in meters per second in meters per second 

(m/sec) for Highly (m/sec) for Erosion 

Erodible Soil Resistant Soil 

> 4 times/yr. 1.2 m/sec (4 ft/sec) 1 . 5 m/sec ( 5 ft/sec) 

1 to 4 times/yr. 1.5 m/sec (5 ft/sec) 1.8 m/sec (6 ft/sec) 

< 1 time/yr. 1.8 m/sec (6 ft/sec) 1.8 m/sec (6 ft/sec) 

Planting Guidelines 

Guidelines will be presented only for the reed-bank and shrub zones. The aquatic 

plant zone is difficult to implant and establish naturally when reed-bank vegetation is 

present. There are presently many experts in this field at the federal, state, and 

private sector levels who can be consulted concerning successful establishment of 

plants in the aquatic zone. The tree zone is least significant in terms of protecting 

banks from more frequent erosion-force flows, since this zone is seldom flooded. 

Also, shade from trees in this zone can prevent adequate establishment of 

vegetation in other zones. 

C-127 
1. Establishing Reed-Bank Vegetation 

There are various ways of planting reed-bank vegetation. The following 

plants are considerable suitable: 

Common Reed 

Reed Canary Grass 

Great Bulrush 

Common Cattail 

(Phragmites communis) 

(Phalaris arundinacae) 

(Scirpus lacustris) 

(Typha latifolia) 

The greatest protection seems to be provided by the Common Reed. It is a very 

robust plant whose stems become woody in the autumn, resulting in continued 

protection during the winter. Because the shoots and rhizomes are deeply and 

strongly rooted and densely intertwined, they bind the soil more firmly than any 

other reed. The stems and roots have dormant buds at the nodes and are capable 

of sprouting when planted. However, the Common Reed does grow high and thick, 

and periodic maintenance may be needed in order to achieve a neat appearance. 

a. Planting in Clumps: The oldest and most common method of planting 

reeds is planting in clumps. The stems of the reed colony are scathed. 

Then square clumps are cut out of the ground and placed in pits 

prepared in advance on the chosen site. The clumps are planted at a 

depth where they will be submerged to a maximum of two-thirds of 

their height. 

b. Planting Rhizomes and Shoots: Less material is needed for the 

planting of rhizomes and shoots, a procedure which can be used to 

establish the Common Reed, Reed Grass, Bulrush, Cattail and other 

plants. Slips are taken from existing beds during the dormant season, 

after the stems have been cut. Rhizomes and shoots are carefully 

removed from the earth without bruising the buds or the tips of the 

sprouts. They are placed in holes or narrow trenches, along the line of 

the average summer water level, so that only the stem sprouts are 

showing above the soil. 

c. Planting Stem Slips: It is possible to plant stem slips of the Common 

Reed along slow-moving streams. Usually, three slips a"re set in a pit 

0.3 to 0.5 meters (1 to 0.8 feet) deep. If the soil is packed or strong, 

the holes must be made with a dibble bar or some other metal planting 

tool. The pits should be located approximately 0.3 meters (1 foot) 

apart. 

C-128 
2. 

d. Reed Rolls: In many cases, the previously described methods do not 

consolidate the banks sufficiently during the period immediately after 

planting. Combined structures have therefore been designed, in which 

protection of the bank is at first insured by structural materials. Along 

slow to fairly fast streams, the most effective method of establishing 

reed-bank vegetation has been found to be the use of Reed Rolls. A 

trench 0.5 meters (1.5 feet) wide and deep is dug behind a row of 

stakes. Wire netting, such as 13 millimeter (0.5 inch) hardware cloth, 

is then stretched from both sides of the trench between upright planks. 

Onto this netting is dumped fill material such as coarse gravel, sod, or 

soil and other organic material. This material is then covered by reed 

clumps until the two edges of the wire netting can just be held together 

with wire. The upper edge of the roll should be no more than 50 

millimeters (2 inches) above the level of the water. Finally, the planks 

are taken out, and any gaps along the sides of the roll are filled in with 

earth. This method provides greater protection from the possibility of a 

heavy flow washing away the vegetative materials before they have a 

chance to become established. 

e. Seeding: Reed Canary Grass can be sown 13 millimeters (0.5 inches) 

deep on very damp bank soil, provided that the seeded surface is not 

covered by water for six months after sowing. Seed at a rate of 2.2 -

2.8 kg/ha (12-15 lbs/acre). Reed Canary Grass is a cool season grass 

and should not be seeded in the summer. 

f. Vegetation and Stone Facing: Reed-bank and other types of 

vegetation can be planted in conjunction with rip-rap or other stone 

facing by planting clumps, rhizomes or shoots in the crevices and gaps 

along the line of the average summer water level. 

Establishing Shrub Zone Vegetation: Stands of full-grown trees are of little 

use for protecting streambanks apart from the binding of soil with their roots. 

Shrubwood provides much better protection; and in fact, riverside stands of 

willow trees are often replaced naturally by colonies of shrub-like willows. 

Plants should be used which can easily adapt to the stream and site 

conditions. 

a. Seeding and Sodding: Frequently, if the stream is small and a good 

seedbed can be prepared, grasses can be used alone to stabilize the 

streambanks. To seed the shrub zone, first grade eroded or steep 

streambanks to a maximum slope of 2:1 (3:1 preferred). Existing trees 

greater than 100 millimeters (4 inches) in diameter should be retained 

whenever possible. Topsoil should be conserved for reuse. Seeding 

mixtures should be selected and operations performed according to 

C-129 
BMP-32, PERMANENT SEEDING. Some type of erosion control 

blanket, such as jute netting, excelsior blankets, or equivalent should 

be installed according to BMP-36, SOIL STABILIZATION BLANKETS & 

MATING. Sod can also be placed in areas where grass is suitable. 

Sod should be selected and installed according to BMP-33, SODDING. 

Turf should only be used where the gras~ will provide adequate 

protection, necessary maintenance can be provided, and establishment 

of other streambank vegetation is not practical or possible. 

b. Planting Cuttings and Seedlings: Shrub willows, shrub dogwoods and 

alders can be put into the soil as cuttings, slips or stems. In dense 

shade, shrubs such as the Blue Arctic Willow (Salix purpurea nana) 

and the Silky Dogwood (Camus amomum) or evergreen ground covers 

such as Lily Turf (Liriope Muscari) or Hall's Honeysuckle (Linicera 

hallsiana) are appropriate. The Silky Dogwood also works well in 

sunny areas. On larger streams, "Streamco" Purpleosier Willow (Salix 

purpurea "Streamco") and Bankers' Dwarf Willow (Salix x Cotteti) have 

been widely used with success. Two native river alders (Alnus 

serrulata and Alnus rugosa), which occur throughout the northeast, also 

show great promise for streambank stabilization, although they have 

not been fully tested. Again, the first step in the planting process is to 

grade eroded or steep slopes to a maximum slope of 2:1 (3:1 

preferred), removing overhanging bank edges. 

Willows can be planted as 1-year old, nursery-grown, rooted cuttings or 

as fresh hardwood cuttings gathered from local mother-stock plantings. 

Silky Dogwood and the alders should be nursery-grown seedlings 1 or 

2 years old. Fresh cuttings should be 10 to 13 millimeters (3/8- to 1/2-

inch) thick and 300 to 450 millimeters (12 to 18 inches) long. They 

should be kept moist. If not used at once, they should be stored in 

cool moist sand. 

Streambanks are often difficult to plant, even when they are wellsloped. This is especially true in gravelly or strong banks. Where 

mattocks or shovels are unsatisfactory tools, a stiff steel bar, such as a 

crowbar, is better. The best tool for this purpose is a dibble bar, a 

heavy metal tool with a blade and a foot pedal. It is thrust into the 

ground to make a hole for the plant. 

Rooted cuttings should be planted vertically in the bank with 25 or 50 

millimeters (1 or 2 inches) of wood protruding above the ground 

surface. They should be stuck in a hole large enough to accommodate 

the root system when well spread. The plant roots must be 

maneuvered into the bottom of the hole so they will grow down instead 

C-130 
of up. The roots should not be twisted, nor should they be exposed 

above the ground surface. After the plant is placed, the dibble bar can 

be installed a few inches away from the plant to close the hole. Slowrelease fertilizer should be applied on the surface, not in the hole. The 

soil should be tamped adequately to provide complete contact between 

the soil and the cutting. Cuttings should be planted 0.3 meters (1 foot) 

on center in at least 3 rows located at the top, middle and bottom of 

the shrub zone. 

Plant seedings of the river alders vertically in the bank to the depth 

they were growing in the nursery. Use the same procedure described 

previously. Plant one row of alders at 0.6 meter (2-foot) intervals at the 

base of the shrub zone, not more than 0.5 to 1 meters (1.5 to 3 feet) 

from the average summer water level or from the reeds. A greater 

distance is of no use unless a belt of tall perennial herb colonies is 

established between the reeds and the alders. Plant the next row 0.3 

meters (2 feet) up the slope, with a third row 1.2 meters (4 feet) up the 

slope. Plant at least 3 rows. Locate the plants in a diamond pattern. 

Since these plants are generally not effective for the first two years, 

grasses can be seeded immediately following their planting to provide 

initial streambank protection. 

The seedbed should be roughened with rakes and fertilized with 90 to 

180 kg/hectare (500 to 1000 pounds per acre) of 10-10-10, adjusted to 

meet the needs of the site. Special care should be used when 

fertilizing next to water sources to avoid any unnecessary introduction 

of nitrogen/phosphorus into the water. Seed should be broadcast, 

covered lightly and mulched with 735 kg of straw per hectare {4,000 lbs 

per acre) approximately 2-3 bales per 100 square meters or a minimum 

of 275 kilograms of wood fiber mulch per hectare (1500 pounds per 

acre), although it is prefrred to use 370 kilograms per hecatare (2000 

pounds per acre). If straw is used, it should be properly anchored with 

netting or an effective tackifier. Erosion control blankets/mats are often 

very effective aids in the establishment of grasses or plant material 

along streambanks (see BMP-36, SOIL STABILIZATION BLANKETS & 

MATTING). 

Willows and other softwoods can also be bound together in 

various ways in order to insure immediate protection of the 

streambank. 

C-131 
c. Fascine Rolls: Fascine rolls are bundles of brushwood and sticks, 

without branches if possible, that are filled with coarse gravel and 

rubble and wired tightly around the outside. They are 4 to 18 meters 

(12 to 60 feet) long and 100 to 400 millimeters (4 to 16 inches) in 

diameter. They are set against the bank so that the parts which are to 

take root touch the ground above the water level and are able to get 

sufficient moisture. Covering with earth improves the contact with the 

ground and retards the loss of moisture from the wood. 

d. Willow Mattresses: The degree of streambank protection can be 

increased by using willow mattresses or packed fascine work. Willow 

mattresses consist of 100 to 200 millimeter (4 to 8 inch) thick layers of 

growing branches set perpendicular to the direction of the current or 

sloping downstream. With the broad ends of the branches oriented 

downwards. The branches are held together with interweaving wire or 

other branches at intervals of 0.6 to 0.8 meters (2 to 2.7 feet), set 

parallel to the direction of the currerit or at an angle of 30 degrees. If 

several layers of mattress are necessary, the tops of the lower layers 

should cover the bases of the upper layers. The bottom layer is fixed 

at the base in a trench previously dug at the base of the softwood 

zone. The whole mattress structure should be covered with 50 to 255 

millimeters (2 to 10 inches) of earth or fine gravel. 

e. Packed Fascine-Work: Packed fascine-work consists essentially of 

layers of branches laid one across the other to a depth of 200 to 300 

millimeters (8 to 12 inches) and covered with fascine rolls. The spaces 

between the fascine rolls are filled with gravel, stones and soil so that 

no gaps remain; and a layer of soil and gravel 200 to 300 millimeters 

thick is added on top. Packed fascine-work is particularly suitable for 

repairing large breaches in the banks of streams with high water levels. 

f. Combination with Stone Facing: In many places, the bank is not 

adequately protected by vegetation until the roots are fully developed, 

and temporary protection must be provided by inanimate materials. 

There is a wide choice of methods, including the planting of woody 

plants in the crevices of stone facing. For structural protection 

measures, see BMP-23, STRUCTURAL STREAMBANK 

PROTECTION. 

C-132 
Maintenance 

Streambanks are always vulnerable to new damage. Repairs are needed 

periodically. Banks should be checked after every high-water event is over. Gaps 

in the vegetative cover should be fixed at once with new plants, and mulched if 

necessary. Fresh cuttings from other plants on the bank can be used, or they can 

be taken from mother-stock plantings if they are available. Trees that become 

established on the bank should be removed at once. 

C-133 
BMP-23 

BMP: STRUCTURAL STREAMBANK STABILIZATION 

Definition 

Methods of stabilizing the banks of live streams with permanent structural measures. 

Purpose 

To protect streambanks from the erosive forces of flowing water. 

Conditions Where Practice Applies 

Applicable to streambank sections which are subject to excessive erosion due to 

increased flows or disturbance during construction. Generally applicable where flow 

velocities exceed 1.5 meters/sec (5 ft/sec) or where vegetative streambank 

protection is inappropriate. 

Planning Considerations 

Stream channel erosion problems vary widely in type and scale and there are many 

different structural stabilization techniques which have been employed with varying 

degrees of effectiveness. The purpose of this specification is merely to point out 

some of the practices which are available and to establish some broad guidelines 

for their selection and design. Such structures should be planned and designed in 

advance by an engineer or some other qualified individual with appropriate 

experience. Many of the practices referenced here involve the use of manufactured 

products and should be designed and installed in accordance with the 

manufacturers' specifications. 

Before selecting a structural stabilization technique, the designer should carefully 

evaluate the possibility of using vegetative stabilization (BMP-22) alone or in 

conjunction with structural measures, to achieve the desired protection. Vegetative 

techniques are generally less costly and more compatible with natural stream 

characteristics. 

C-134 
General Guidelines 

Since each reach of channel requiring protection is unique, measures for 

streambank protection should be installed according to a plan and adapted to the 

specific site. Designs should be developed according to the following principles: 

1. Protective measures to be applied shall be compatible with improvements 

planned or being carried out by others. 

2. The bottom scour should be controlled, by either natural or artificial means, 

before any permanent type of bank protection can be considered feasible. 

This is not necessary if the protection can be safely and economically 

constructed to a depth well below the anticipated lowest depth of bottom 

scour. 

3. Streambank protection should be started and ended at a stabilized or 

controlled point on the stream. 

4. Changes in channel alignment shall be made only after an evaluation of the 

effect upon land use, interdependent waste water systems, hydraulic 

characteristics and existing structures. 

5. Special attention should be given to maintaining and improving habitat for fish 

and wildlife. 

6. The design velocity should be that of the peak discharge of the 10-year 

storm. Structural measures must be effective for this design flow and must 

be capable of withstanding greater flows without serious damage. 

7. All requirements of state law and permit requirements of local, state and 

federal agencies must be met. 

8. Stabilize all areas disturbed by construction as soon as the structural 

measures are complete. 

Streambank Protection Measures 

Riprap - heavy angular stone placed (preferably) or dumped onto the streambank to 

provide armor protection against erosion .. Riprap shall be designed and installed 

according to the practice entitled RIPRAP (BMP-19). 

Gabions - rectangular, rock-filled wire baskets are pervious, semi-flexible building 

blocks which can be used to armor the bed and/or banks of channels or to divert 

C-135 
flow away from eroding channel sections. Gabions should be designed and 

installed in accordance with manufacturer's standards and specifications. At a 

minimum, they should be constructed of a hexagonal triple twist mesh of heavily 

galvanized steel wire (galvanized wire may also receive a polyvinyl chloride coating). 

The design water velocity for channels utilizing gabions should not exceed those 

listed as follows: 

Gabion Thickness Maximum Velocity 

meters feet meters ger second feet ger second 

0.15 0.5 1.8 6 

0.22 0.75 3.4 11 

0.30 1.0 4.3 14 

Deflection (groins or jetties) - Structural barriers which project into the stream to 

divert flow away from eroding streambank sections. Figure 23-1 contains general 

guidelines for designing and installing deflectors. 

Installation of Structures Under Wave and/or Tidal Action 

The installation of riprap, gabions or deflectors under significant wave action or 

under tidal conditions requires special design considerations to ensure stability of 

the measure and the area it protects. For situations where there is significant wave 

action affecting the shoreline of a nontidal lake or Pond, the design parameters 

presented in BMP-19, RIPRAP, should be used. Notably, there are many other site 

sgecific factors which should be incorporated into a design; hence, it is 

recommended that the design parameters presented only be used as minimum 

requirements and that a qualified professional be consulted when the installation of 

such a structure is contemplated. 

Reinforced Concrete - may be used to armor eroding sections of the streambank by 

constructing retaining walls or bulk heads. Positive drainage behind these 

structures must be provided. Reinforced concrete may also be used as a channel 

lining (see BMP-17, STORMWATER CONVEYANCE CHANNEL). 

Log Cribbing - a retaining structure built of logs to protect streambanks from erosion. 

Log cribbing is normally built on the outside of stream bends to protect the 

streambank from the impinging flow of the stream. 

Grid Pavers - modular concrete units with interspersed void areas which can be 

used to armor the streambank while maintaining porosity and allowing the 

establishment of vegetation. These structures may be obtained in precast blocks or 

C-136 
mats, or they may be formed and poured in place. Design and installation should 

be in accordance with manufacturer's instructions. 

Maintenance 

All structures should be maintained in an "as built" condition. Structural damage 

caused by storm events should be repaired as soon as possible to prevent further 

damage to the structure or erosion of the streambank. 

C-137 
BMP-24 

BMP: TEMPORARY VEHICULAR STREAM CROSSING 

Definition 

A temporary structural span installed across a flowing watercourse for use by 

construction traffic. Structures may include bridges, round pipes, pipe arches, or 

oval pipes. 

Purposes 

1. To provide a means for construction traffic to cross flowing streams without 

damaging the channel or banks. 

2. To keep sediment generated by construction traffic out of the stream. 

Conditions Where Practice Applies 

Generally applicable to flowing streams with drainage areas less than 260 hectares 

(1 square mile). Structures which must handle flow from larger drainage areas 

should be designed by methods which more accurately define the actual hydrologic 

and hydraulic parameters which will affect the functioning of the structure. 

Planning Considerations 

Temporary stream crossings are necessary to prevent construction vehicles from 

damaging streambanks and continually tracking sediment and other pollutants into 

the flow regime. These structures are, however, also undesirable in that they 

represent a channel constriction which can cause flow backups or washouts during 

periods of high flow. For this reason, the temporary nature of stream crossings is 

stressed. They should be planned to be in service for the shortest practical period 

of time and to be removed as soon as their function is completed. 

The specifications contained in this section pertain primarily to flow capacity and 

resistance to washout of the structure. From a safety and utility standpoint, the 

designer must also be sure that the span is capable of withstanding the expected 

loads from heavy construction equipment which will cross the structure. The 

designer must also be aware that such structures are subject to the rules and 

regulations of the U. S. Army Corps of Engineers for in-stream modifications (404 

permits). 

C-138 
A temporary bridge crossing is a structure made of wood, metal, or other materials 

which provides access across a stream or waterway. It is the preferred method for 

temporary waterway crossings. Normally, bridge construction causes the least 

amount of disturbance to the stream bed and banks when compared to the other 

types of crossings. They can also be quickly removed and reused. In addition, 

temporary bridges pose the least chance for interference with fish migration when 

compared to the other temporary access waterway crossings. A temporary culvert 

crossing is a structure consisting of stone and a section(s) of circular pipe, pipe 

arches, or oval pipes of reinforced concrete, corrugated metal, or structural plate, 

which is used to convey flowing water through the crossings. Temporary culverts 

are used where the channel is too wide for normal bridge construction or the 

anticipated loading of construction vehicles may prove unsafe for single span 

bridges. There is some disturbance within the stream during construction and 

removal of the temporary culvert crossing. The stone, along with the temporary 

culverts, can be salvaged and reused. 

Design Criteria 

1. Temporary Bridge Crossing 

a. Structures may be designed in various configurations. However, the 

materials used to construct the bridge must be able to withstand 

loading of the construction traffic. Figure 24-1 shows on example of 

such a crossing. 

b. Crossing Alignment - The temporary waterway crossing shall be at right 

angles to the stream. Where approach conditions dictate, the crossing 

may vary 15degrees from a line drawn perpendicular to the center line 

of the stream at the intended crossing location. 

c. The centerline of both roadway approaches shall coincide with the 

crossing alignment centerline for a minimum distance of 15 meters (50 

feet) from each bank of the waterway being crossed. If physical or 

right-of-way restraints preclude the 15 meter minimum, a shorter 

distance may be provided. All fill materials associated with the 

roadway approach shall be limited to a maximum height of 0.6 meters 

(2 feet) above the existing flood plain elevation. 

C-139 
FIGURE 24-1: TEMPORARY BRIDGE CROSSING 

15ffl (50'> 

C-140 
d. A water diverting structure such as a dike or swale shall be constructed 

(across the roadway on both roadway approaches) 15 meters (50 feet) 

(maximum) on either side of the waterway crossing. This will prevent 

roadway surface runoff from directly entering the waterway. The 15 

meter distance is measured from the top of the waterway bank. 

Design criteria for this diverting structure shall be in accordance with 

BMP-11, TEMPORARY RIGHT OF WAY DIVERSION or BMP-9, 

TEMPORARY DIVERSION DIKE. If the roadway approach is 

constructed with a reverse grade away from the waterway, a separate 

diverting structure is not required. 

e. Appropriate perimeter controls such as SILT FENCE (BMP-5) or 

TURBIDITY CURTAIN (BMP-27) must be employed when necessary 

along banks of stream parallel to the same. 

f. All crossings shall have one traffic lane. The minimum width shall be 

3.7 meters (12 feet) with a maximum width of 6 meters (20 feet). 

9. Further design/construction recommendations for temporary bridge 

construction may be found in Construction Specifications. 

2. Temporary Culvert Crossing 

a. Where culverts are installed, Coarse Aggregate or larger will be used 

to form the crossing. The depth of stone cover over the culvert shall 

be equal to one-half the diameter of the culvert or 300 millimeters (12 

inches), whichever is greater. To protect the sides of the stone from 

erosion, riprap shall be used and designed in accordance with BMP-19, 

RIPRAP (see Figure 242). 

b. If the structure will remain in place for up to 14 days, the culvert shall 

be large enough to convey the flow from a 2-year frequency storm 

without appreciably altering the stream flow characteristics. See Table 

24-1 for aid in selecting an appropriate culvert size (note all 

assumptions). If the structure will remain in place 14 days to 1 year, 

the culvert shall be large enough to convey the flow from a 10-year 

frequency storm. In this case, the hydrologic calculation and 

subsequent culvert size must be done for the specific watershed 

characteristics. If the structure must remain in place over 1 year, it 

must be designed as a permanent measure by a qualified professional. 

c. Multiple culverts may be used in place of one large culvert if they have 

the equivalent capacity of the larger one. The minimum-sized culvert 

that may be used is 458 millimeters (18 inches). 

C-141 
FIGURE 24-2: TEMPORARY CULVERT CROSSING 

1/2 DIAMETER OF PIPE COURSE AGGREGATE 150mm (6j DEEP 

OR 300mm (12") WHICHEVER \ 

"GAEA"" ~ 

COARSE 

AGGREGATE 

DMRSI0N />ND/ 

OR SW,\LE 

ELEVATION 

PLAN VIEW 

C-142 

CAPACITY OF PIPE CULVERTS 

TOCETHER • FLOW 

EARTH fill. COVERED 

BY LARGE AN CUV.R 

ROCK 

TOP Of BANK 

DIVERSION AND/ 

OR SWAI..E 
TABLE 24-1: 

PIPE DIAMETER FOR STREAM CROSSING a 

Drainage Area, Average Slope of Watershed 

hectares (Acres) 1% 4% 8% 16% 

1-10 (1-25) 610 (24) 610 (24) 760 (30) 760 (30) 

11-20 (26-50) 610 (24) 760 (30) 915 (36) 915 (36) 

21-40 (51-100) 760 (30) 915 (36) 1068 (42) 1220 (48) 

41-60 (101-150) 760 (30) 1068 (42) 1220 (48) 1220 (48) 

61-80 (151-200) 915 (36) 1068 (42) 1220 (48) 1372 (54) 

120-140 (301-350) 1068 (42) 1220 (48) 1524 (60) 1524 (60) 

141-160 (351-400) 1068 (42) 1372 (54) 1524 (60) 1524 (60) 

161-200 (451-500) 1068 (42) 1372 (54) 1524 (60) 1830 (72) 

201-220 (501-550) 1220 (48) 1524 (60) 1524 (60) 1830 (72) 

221-240 (551-600) 1220 (48) 1524 (60) 1524 (60) 1830 (72) 

241-260 (601-640) 1220 (48) 1524 (60) 1830 (72) 1830 (72) 

a Note: Table is based on Graphical Peak Discharge Method for 2-year frequency storm event, 

CN = 65; Rainfall depth = 9 millimeters (3.5) inches. Drainage areas listed are in hectares and 

(acres). Pipe diameters listed are in millimeters, mm and (inches). 

d. All culverts shall be strong enough to support their cross-sectioned 

area under maximum expected loads. 

e. The length of the culvert shall be adequate to extend the full width of 

the crossing, including side slopes. 

f. The slope of the culvert shall be at least 20 millimeters per meter (0.25 

inches per foot). 

g. Crossing Alignment - The temporary waterway crossing shall be at right 

angles to the stream. Where approach conditions dictate, the crossing 

may vary 15 degrees from a line drawn perpendicular to the centerline 

of the stream at the intended crossing location. 

h. The centerline of both roadway approaches shall coincide with the 

crossing alignment centerline for a minimum distance of 15 meters (50 

feet) from each bank of the waterway being crossed. If physical or 

C-143 
right-of-way restraints preclude the 15 meter minimum, a shorter 

distance may be provided. All fill materials associated with the 

roadway approach shall be limited to a maximum height of 0.6 meters 

(2 feet) above the existing flood plain elevation. 

i. The approaches to the structure shall consist of stone pads meeting 

the following specifications: 

1) Minimum thickness: 150 millimeters (6 inches). 

2) Minimum width: equal to the width of the structure. 

j. A water diverting structure such as a swale shall be constructed across 

the roadway on both roadway approaches, 15 meters (50 feet) 

maximum on either side of the waterway crossing. This will prevent 

roadway surface runoff from directly entering the waterway. The 15 

meter distance is measured from the top of the waterway bank. 

Design criteria for this diverting structure shall be in accordance with 

BMP-11, TEMPORARY Right OF WAY DIVERSION or BMP-9, 

TEMPORARY DIVERSION DIKE. If the roadway approach is 

constructed with a reverse grade away from the waterway, a separate 

diverting structure is not required. · 

Construction Specifications 

Temporary Bridge Crossing (see Figure 24-1) 

a. Clearing and excavation of the stream bed and banks shall be kept to 

a minimum. 

b. The temporary bridge structure shall be constructed at or above bank 

elevation to prevent the entrapment of floating materials and debris. 

c. Abutments shall be placed parallel to and on stable banks. 

d. Bridges shall be constructed to span the entire channel. If the channel 

width exceeds 2.5 meters (8 feet), as measured from top-of-bank to 

top-of-bank, then a footing, pier or bridge support may be constructed 

within the waterway. One additional footing, pier or bridge support will 

be permitted for each additional 2.5 meter width of the channel. No 

footing, pier or bridge support will be permitted within the channel for 

waterways which are less than 2.5 meters wide. 

C-144 
e. Stringers shall either be logs, sawn timber, prestressed concrete 

beams, metal beams, or other approved materials. 

f. Decking materials shall be of sufficient strength to support the 

anticipated load. All decking members shall be placed perpendicular to 

the stringers, butted tightly, and securely fastened to the stringers. 

Decking materials must be butted tightly to prevent any soil material 

tracked onto the bridge from falling into the waterway below. 

g. Run planking (optional) shall be securely fastened to the length of the 

span. One run plank shall be provided for each track of the equipment 

wheels. Although run planks are optional, they may be necessary to 

properly distribute loads. 

h. Curbs or fenders may be installed along the outer sides of the deck. 

Curbs or fenders are an option which will provide additional safety. 

i. Bridges shall be securely anchored at only one end using steel cable 

or chain. Anchoring at only one end will prevent channel obstruction in 

the event that floodwaters float the bridge. Acceptable anchors are 

large trees, large boulders, or driven steel anchors. Anchoring shall be 

sufficient to prevent the bridge from floating downstream and possibly 

causing an obstruction to the flow. 

j. All areas disturbed during installation shall be stabilized within 7 

calendar days of that disturbance. 

k. When the temporary bridge is no longer needed, all structures including 

abutments and other bridging materials should be removed 

immediately. 

I. Final clean-up shall consist of removal of the temporary bridge from the 

waterway, protection of banks from erosion, and removal of all 

construction materials. All removed materials shall be stored outside 

flood plain of the stream. Removal of the bridge and clean-up of the 

area shall be accomplished without construction equipment working in 

the waterway channel. 

C-145 
2. Temporary Culvert Crossings 

a. Clearing and excavation of the stream bed and banks shall be kept to 

a minimum. 

b. The invert elevation of the culvert shall be installed on the natural 

streambed grade to minimize interference with fish migration. 

c. Filter cloth shall be placed on the streambed and streambanks prior to 

placement of the pipe culvert(s) and aggregate. The filter cloth shall 

cover the streambed and extend a minimum of 150 millimeters (6 

inches) and a maximum of one 300 millimeters (1 foot) beyond the end 

of the culvert and bedding material. Filter cloth reduces settlement and 

improves crossing stability. See BMP-19, RIPRAP, for required 

physical qualities of the filter cloth. 

d. The culvert(s) shall extend a minimum of 300 millimeters (1 foot) 

beyond the upstream and downstream toe of the aggregate placed 

around the culvert. In no case shall the culvert exceed 12 meters (40 

feet) in length. 

e. The culvert(s) shall be covered with a minimum of 0.3 meters (1 foot) 

of aggregate. If multiple culverts are used, they shall be separated by 

at least 300 millimeters (12 inches) of compacted aggregate fill. At a 

minimum, the bedding and fill material used in the construction of the 

temporary access culvert crossings shall conform with the aggregate 

requirements cited in part "i" under "Temporary Culvert Crossing." 

f. When the crossing has served its purpose, all structures including 

culverts, bedding and filter cloth materials s.hall be removed. Removal 

of the structure and clean-up of the area shall be accomplished without 

construction equipment working in the waterway channel. 

g. Upon removal of the structure, the stream shall immediately be shaped 

to its original cross-section and properly stabilized. 

Maintenance 

Both structures shall be inspected after every rainfall and at least once a week, 

whether it has rained or not, and all damages repaired immediately. 

C-146 
BMP-25 

BMP: UTILITY STREAM CROSSING 

Definition 

A strategy for crossing small waterways when in-stream utility construction is 

involved. 

Purposes 

1. To help protect sediment from entering the stream from construction within 

approach areas. 

2. To minimize the amount of disturbance within the stream itself 

Conditions Where Practice Applies 

Generally applicable to flowing streams with drainage areas less than 260 hectares 

( 1 square mile). Structures or methodology for crossing streams with larger 

drainage areas should be designed by methods which more accurately define the 

actual hydrologic and hydraulic parameters which will affect the functioning of the 

structure. 

Planning Considerations 

Utility construction, by virtue of its sprawling, linear nature, frequently crosses and 

impacts live streams. There is a potential for excessive sediment loss into a 

stream by both the disturbance of the approach areas and by the work with the 

stream-bed and banks. 

It is often a difficult task to decide what type of control to use as a utility stream 

crossing. A method such as the "boring and jacking" of pipe below a streambed, 

which would prevent disturbance within the watercourse, is a preferred method if 

it is practical. However, in cases where in-stream work is unavoidable, 

consideration must be given to providing adequate mitigation of sediment loss 

while minimizing the amount of encroachment and time spent working in the 

channel. There is some "give and take" as far as the installation of controls -

sometimes there is less damage to the environment created by providing 

substantial controls for the approach areas and refraining from installing extensive 

C-147 
measures in the stream itself. However, when the installation of the utility line 

within streambed and banks will take an extended period of construction time, 

consideration should be given to substantial in-stream controls or stream diversion 

in order to prevent excessive sedimentation damage. 

As a result of the difficulty in choosing the right method for a utility stream 

crossing, designers and plan reviewers should always make site visits of proposed 

crossing to ensure that the most appropriate method is chosen. The designer and 

plan reviewer should also be aware that such modifications are subject to other 

state and federal construction permits. 

The following are several methods for dealing with utility stream crossings (with 

varying construction time and stream size scenarios) which allow for "work in the 

dry" to prevent excessive sedimentation damage. By no means are these methods 

all inclusive. As with other control measures, site-specific design and innovative 

variations are encouraged. 

Design Criteria (All methods) 

1. The drainage area should be no greater than 260 hectares (640 acres). 

2. All filter cloth used in the construction of the utility crossing must conform 

to physical requirements noted in BMP-19, RIPRAP. 

3. Water diverting structures should be used at all trenching and/or 

construction road approaches 15 meters (50 feet) on either side of the 

crossing) as per BMP-24, VEHICULAR STREAM CROSSING. 

4. Design criteria more specific to each particular crossing can be found in 

Figure 25-1 through 25-4. 

C-148 
FIGURE 25-1: 

See Figure 25-2 

For Cross-Section A-A 

VEHICULAR STREAM 

CROSSING 

(TO BE LOCATED AT 

ORIGINAL STREAMBED 

FOR INITIAL CROSSINGS) . 

DIVERSION CHANNEL CROSSING 

FORMER LOCATION 

OF FLOW BARRIER 

PL.N;E 

RIPRAP 

AT 

TRANSITION 

---~--- ORICIN.t.L 

FLOW B>.RRIER . (RIPRAP, SANDBAGS. . 

PLYWOOD, JERSEY 

BARRIERS OR SHEET 

PILING) 

'"'-4~ .... ~~ ~~ ~~'t-~'t,~t_ct,._. ___ PLACE RIPRAP , AT TRANSffiON 

STRE.t.MBEO 

·.,_ 

· N'PROACHING 

TRENCHING 

OPERATION 

PERSPECTIVE VIEW 

C-149 
FIGURE 25-2: DIVERSION CHANNEL CROSSING 

ACCEPTABLE LININGS 

(CROSS SECTION A-A OF FIGURE 25-1) 

SLT FENCE POST 

TYPE A DIVERSION 

POLYETH'(LENE (5 MIL. MIN.) 

Oft 

Gl'll\5S LNl!:11 

I- -I 

TYPE B DIVERSION 

RIPRAP FLTER CLOTH 

1- -I 

TYPE C DIVERSION 

ROCK OR SAN08,\G LINER 

I- -I 

POST SILT FENCE 

•• 

* 2m (6') MIN. OR WIDTH OF EXISTING STREAM WHICHEVER IS LESS 

** ENTRENCH SILT FENCE AND FILTER CLOTH IN SAME TRENCH 

C-150 
FIGURE 25-3: FLUME PIPE CROSSING 

I 

I 

WA~ FL.OW 

PLAN VIEW 

l 

EROSION CONTROL 

MEASURES TO BE 

l.OCATED BELOW 

APPROACH AREAS 

FLOW 

-----

EXCAVATED TRENCH 

·~~·-~ MEASURES TO BE 

LOCATED BELOW 

APPROACH AREAS 

! 

CREEK rwnc CREEK BANK CREEK BANK 

WA R 

CREEK __ BOTTOM __f!lf)~_EUH[ ~• 

EXCWAlED TRENOI 

SECTION 11A-A" 

WAl£R 1.£\€1. 

C-151 

\ 

SECTION "8-8" 
FIGURE 25-4: COFFERDAM CROSSING 

I... EXISTING STREAM WIDTH (W) --1 

,.. 

L__ 

(0) 

PERIMETER 

CONTROLS 

• (D) 

t.4INIMUM DISTANCE TO 

BE 25% or TOTAL 

WIDTH (W) or THE 

STREAM. 

~~ t ALTER CLOTI, 

PLAN 

w 

A 

..... -:':---:,t- AGGREGATE OR 

5'NO 

DEWAlERINC DEVICE, SEE STD. &: SPEC. 3.26 

I 

I 

I TRENCI-UNE 

PERIMETER 

CONTROLS 

L-------------------------------

SECTION A-A 

C-152 
Construction Specifications 

1 . Diversion Channel Crossing - Preferred method if construction will remain in 

area of stream for an extended period (longer than 72 hours) and site 

conditions (such as width of stream) make diversion practical. 

a. The diversion channel crossing must be operational before work is 

done in the stream (construction will be performed "in the dry"). 

b. Minimum width of bottom shall be 2 meters (6 feet) or equal to 

bottom width of existing streambed, whichever is less. Refer to 

Figures 25-1 and 25-2. 

c. Maximum steepness of side slopes shall be 2: 1. Depth and grade 

may be variable, dependent on site conditions, but shall be sufficient 

to ensure continuous flow of water in the diversion. 

d. There are three types of diversion channel linings which can be used, 

based upon expected velocity of bankfull flow. Refer to Figure 25-2 

and the following table: 

TABLE 25-1: DIVERSION CHANNEL LININGS 

Lining Material 

Filter Cloth*, 

Polyethylene 

or Grass 

Filter Cloth* 

Riprap and 

Filter Cloth* 

Classification 

TYPE A 

TYPE B 

TYPE C 

Acceptable 

Velocity Range 

0 - 0.6 m.p.s. 

(0 - 2.5 f.p.s.) 

0.75 -2.75 m.p.s. 

(2.5 - 9.0 f.p.s.) 

2.75 - 4.0 m.p.s. 

(9.0 - 13.0 f.p.s.) 

* Filter Cloth must meet the minimum physical requirements noted in BMP 

19, RIPRAP. 

C-153 
e. Type A stream diversions may be seeded with a standard seed mix for 

the type of soils encountered and the time of year seed is sown. An 

average growth of 50 millimeters (2 inches) in height shall be achieved 

throughout the diversion with an 85% cover before water is turned 

through it. 

f. Stream diversion liners shall be secured at the upstream and 

downstream sides with non-erodible weights such as riprap. These 

weights shall allow normal flow of the stream. Soil shall not be mixed 

in with stream diversion weights. Weights may also be needed along 

the stream diversion's length to secure liner. 

g. Stream diversion liners should be overlapped when a continuous liner 

is not available or is impractical. Overlaps should be such that 

continuous flow of the steam is maintained. An upstream section 

should overlap a downstream section by a minimum of 500 millimeters 

(18 inches). Overlaps alon~ the cross-section should be made such 

that a liner is placed in the steam diversion bottom first and additional 

pieces of liner on the slopes overlap the bottom piece by a minimum of 

500 millimeters (18 inches). 

h. Stream diversion liners shall be entrenched at the top of the diversion 

slopes (slopes breaks) along with a line of silt fence. Silt fence may be 

excluded if the diversion liner is extended to such a point that siltation 

of the stream will not occur. If silt fence is excluded, the diversion liner 

must be secured. Liners shall extend from slope break to slope break 

as shown in Figure 25-2. 

i. Staples used in securing SOIL STABILIZATION BLANKETS AND 

MATING (see BMP-36) or non-erodible weights (riprap) shall be used 

as necessary to anchor stream diversion liners to the side slopes of the 

diversion. Wooden stakes should not be used on the diversion's 

bottom or side slopes. 

j. Non-erodible materials such as riprap, jersey barriers, sandbags, 

plywood, or sheet piling, shall be used as flow barriers to divert the 

stream away from its original channel and to prevent or reduce water 

backup into a construction area. 

k. The downstream flow barrier is to be removed prior to the upstream 

barrier when opening a stream diversion for the transport of water. 

C-154 
I. Streams should be rediverted upon completion of the utility crossing for 

which the diversion was built. Prior to rediversion, any materials (flow 

barrier) used to prevent water backup into the downstream end of the 

original streambed shall be removed. This material should not be 

placed in the downstream end of the diversion until after water has 

been rediverted to the original waterway. The stream should then be 

rediverted by removing all of the materials damming the upstream end 

of the original streambed and then placing it in the upstream end of the 

stream diversion. The diversion should be sealed off at the 

downstream end and then backfilled. 

Once started, any work to relocate a stream shall not be discontinued 

until it is completed. 

m. Stream should be rediverted only after backfilling and restabilization of 

original streambed and banks is completed. Restabilization shall 

consist of the installation of ungrouted riprap on all disturbed 

stream bank areas ( or on the area 2 meters on both sides of the 

centerline of its utility trench, whichever is greater) with slopes of 3: 1 or 

greater. Refer to BMP-19, RIPRAP, for installation requirements. For 

slopes of 3:1 or less, vegetative stabilization may be used, pending 

approval by the Plan-Approving Authority or inspection authority. 

Stabilization of its streambed and banks and the approach areas 

should occur immediately following the attainment of final grade. 

n. Any dewatering discharge from this operation shall be placed into an 

approved DEWATERING STRUCTURE (see BMP-26). 

2. Flume Pipe Crossing - To be used when in-stream construction will last less 

than 72 hours and stream is narrow, less than 3 meters (10 feet) wide, 

making "cofferdam" construction impractical. 

a. The flume pipe crossing must be made operational prior to the start of 

construction in the stream. 

b. The materials used (culvert(s), stone and filter fabric) must meet the 

physical constraints of those used in VEHICULAR STREAM 

CROSSING, BMP-24. 

c. A large flume pipe (or culvert) of an adequate size to support normal 

water channel flow ( see Table 24-1) shall then be installed in the 

stream bed across the proposed pipeline trench centerline. Coarse 

aggregate (minimum size) or riprap shall be placed close to each end 

C-155 
of the flume pipe so as to dam off the creek forcing the water to flow 

through the flume pipe (see Figure 25-3). 

d. The entrapped water can then be pumped from the creek within the 

dammed off area and in the proposed trench centerline into an 

approved DEWATERING STRUCTURE (see BMP-26). The trench can 

then be dug under the flume pipe. The pipe sections will then be 

installed to the proper depth under the flume pipe. After pipe sections 

are installed, the ditch will be backfilled and restabilization shall be 

carried out. 

e. Restabilization shall consist of the installation of ungrouted riprap on all 

disturbed stream bank areas ( or on the area 3 meters on both sides of 

the centerline of the utility trench, whichever is greater) with slopes of 

3:1 or greater. Refer to BMP-19, RIPRAP, for installation 

requirements. For slopes of 3: 1 or less, vegetative stabilization may be 

used, pending approval by the Plan-Approving Authority or inspection 

authority. Stabilization of its streambed and banks and the approach 

areas should occur immediately following the attainment of final grade. 

f. After completion of backfilling operation and restoration of stream/creek 

banks and leveling of stream bed, the flume pipe can then be removed. 

The gravel can be removed or spread in the stream bed depending on 

permit requirements. Sediment control in approach areas shall not be 

removed until all construction is completed in stream/creek crossing 

area. All ground contours shall be returned to their original condition. 

3. Cofferdam Utility Crossing - To be used when stream diversion is not 

practical and stream is wide enough (3 meters or wider) to make cofferdam 

installation practical. 

a. Construction is to be performed in low flow periods. 

b. Crossing shall be accomplished in a manner that will not prohibit the 

flow of the stream. (See Figure 25-4). 

c. As with all utility line crossings, approach areas must be controlled with 

perimeter measures such as silt fence or straw bales. 

d. Remove large rocks, woody vegetation, or other material from the 

streambed and banks that may get in the way of placing the riprap, 

sandbags, sheet metal, or wood planks or installing the utility pipe or 

line. 

C-156 
e. Form a cofferdam by placing the riprap (or other non-erodible 

materials) in a semicircle along the side of the stream in which the 

utility installation will begin. It must be surrounded and underlain with 

filter cloth as shown in Figure 25-4. The height of and area within the 

dam will depend upon the size of the work area and the amount of 

steam flow. Stack materials as high as will be necessary to keep water 

from overtopping the dam and flooding the work area. When the 

stream flow is successfully diverted by the cofferdam, dewater the work 

area and stabilize it with aggregate or sand. Make sure to discharge 

the water into a sediment trapping device (see DEWATERING 

STRUCTURE, BMP-26). 

g. Install the utility pipe or line in half the streambed as noted in Figure 

25-4. Remove the riprap or other materials and begin placing them on 

the other side of the stream. 

h. Restabilization shall consist of the installation of ungrouted riprap on all 

disturbed streambank areas (or on the area 6 feet on both sides of the 

centerline of its utility trench, whichever is greater) with slopes of 3: 1 or 

greater. Refer to BMP-19, RIPRAP, for installation requirements. For 

slopes of 3:1 or less, vegetative stabilization may be used, pending 

approval by Plan-Approving Authority or inspection authority. 

Stabilization of its streambed and banks and the approach areas 

should occur immediately following the attainment of final grade. 

Maintenance 

Care must be taken to inspect any steam crossing area at the end of each day to 

make sure that the construction materials are positioned securely. This will ensure 

that the work area stays dry and that no construction materials float downstream. 

C-157 
BMP-26 

BMP: DEWATERING STRUCTURE 

Definition 

A temporary settling and filtering device for water which is discharged from 

dewatering activities. 

Purpose 

To filter sediment-laden water prior to the water being discharged off-site. 

Conditions Where Practice Applies 

Wherever sediment-laden water must be removed from a construction site by means 

of pumping. 

Planning Considerations 

Water which is pumped from a construction site usually contains a large amount of 

sediment. A dewatering structure is designed to remove the sediment before water 

is released off-site. 

This practice includes several types of dewatering structures which have different 

applications dependent upon site conditions and types of operation. Other 

innovative techniques for accomplishing the same purpose are encouraged, but only 

after specific plans and details are submitted to and approved by the Plan-Approving 

Authority. 

A dewatering structure may not be needed if there is a well-stabilized, vegetated 

area onsite to which water may be discharged. The area must be stabilized so that 

it can filter sediment and at the same time withstand the velocity of the discharged 

water without eroding. A minimum filtering length of 23 meters (75 feet) must be 

available in order for such a method to be feasible. 

C-158 
Design Criteria 

1. A dewatering structure must be sized (and operated) to allow pumped water 

to flow through the filtering device without overtopping the structure. 

2. Material from any required excavation shall be stored in an area and 

protected in a manner that will prevent sediments from eroding and moving 

off-site. 

3. An excavated basin (applicable to "Straw Bale/Silt Fence Pit") may be lined 

with filter fabric to help reduce scour and to prevent the inclusion of soil from 

within the structure. 

4. Design criteria more specific to each particular dewatering device can be 

found in Figures 26-1 through 26-3. 

Construction Specifications 

1. Portable Sediment Tank (see Figure 26-1) 

a. The structure may be constructed with steel drums, sturdy wood or other 

material suitable for handling the pressure exerted by the volume of 

water. 

b. Sediment tanks will have a minimum depth of 600 mm (2 ft.). 

c. The sediment tank shall be located for easy clean-out and disposal of 

the trapped sediment and to minimize the interference with construction 

activities. 

d. The following formula shall be used to determine the storage volume of 

the sediment tank: 

Pump discharge (liter/min.) x 0. 12 = cubic meters of storage required 

(Pump discharge (gallons/min.) x 16 = cubic feet of storage required) 

e. Once the water level nears the top of the tank, the pump must be shut 

off while the tank drains and additional capacity is made available. 

f. The tank shall be designed to allow for emergency flow over top of the 

tank. 

C-159 
FIGURE 26-1: PORTABLE SEDIMENT TANK 

2081. (55 gal.) DRUMS, OR SIMULAR. WELDED END TO END 

ENDS or ~LS CVT TO N::T Ml B,t,FFl£'S (lYP) 

• flLTER rABRIC 

76mm (3j INTAKE FROM SUMP PUMP 130mm (5j DIA. HOSE TO 

SUITABLE OUTLET----' 

50mm x 100mm (2"x4j 

WOODCRADLE 

ELEVATION 

I ~---~Im c12, (APPROX.) CLEANOIJT SlOT 

. . 

CROSS-SECTION A-A 

C-160 

APPROX. :S/ Ir DIA. 

BARREL Et-I> TO 

Acr AS IW'flf 
2. 

g. Clean-out of the tank is required once one-third of the original capacity 

is depleted due to sediment accumulation. The tank shall be clearly 

marked showing the clean-out point. 

Filter Box (see Figure 26-2) 

a. The box selected should be made of steel, sturdy wood or other 

materials suitable to handle the pressure requirements imposed by the 

volume of water. Normally readily available 208 liter (55 gallon) drums 

welded top to bottom will suffice in most cases. 

b. Bottom of the box shall be made porous by drilling holes ( or some other 

method). 

c. Coarse aggregate shall be placed over the holes at a minimum depth of 

300 millimeters (12 inches), metal "hardware" cloth may need to be 

placed between the aggregate and the holes if holes are drilled larger 

than the majority of the stone. 

d. As a result of the fast rate of flow of sediment-laden water through the 

aggregate, the effluent must be directed over a well-vegetated strip of at 

least 15 meters (50 feet) after leaving the base of the filter box. 

e. The box shall be sized as follows: 

Pump discharge (liter/min.) x 0. 12 = cubic meters of storage required 

(Pump discharge (gallons/min.) x 16 = cubic feet of storage required) 

f. Once the water level nears the top of the box, the pump must be shut off 

while the box drains and additional capacity is made available. 

g. The box shall be designed/constructed to allow for emergency flow over 

the top of this box. 

h. Clean-out of the box is required once one-third of the original capacity is 

depleted due to sediment accumulation. The tank shall be clearly 

marked showing the clean-out point. 

i. If the stone filter does become clogged with sediment so that it no longer 

adequately performs its function, the stones must be pulled away from 

the inlet, cleaned and replaced. 

NOTE: Using a filter box only allows for minimal settling time for sediment particles; 

therefore, it should only be used when site conditions restrict the use of the other 

methods. 

C-161 
300mm (12") MIN. 

300mm (12") MIN. 

(FROM OUTLET 

HOLES) 

FIGURE 26-2: FILTER BOX 

INCOMING 

SEDIMENTLADEN 

WATER 

208 L. (55 gal.) STEEL DRUMS OR 

SIMILAR, WELDED TOP TO 

BOTTOM 

COARSE AGGREGATE 

WOODEN BASE 2- 50mm x 100mm (2"x4") 

STUDS NAILED TOGETHER 

------EXFILTRATION ACROSS WELLELEVATION VIEW 

C-162 

VEGETATED AREA WHICH HAS 

A MIN. 15m (501 LENGTH 
3. Straw Bale./Silt Fence Pit (see Figure 26-3) 

a. Measure shall consist of straw bales, silt fence, a stone outlet (a 

combination of riprap and aggregate) and a wet storage pit oriented as 

shown in Figure 26-3. 

b. The structure must have a capacity which is dictated by the following 

formula: 

Pump discharge (liter/min.) x 0. 12 = cubic meters of storage required 

(Pump discharge (gallons/min.) x 16 = cubic feet of storage required) 

In calculating the capacity, one should include the volume available from 

the floor of the excavation to the crest of the stone weir. 

c. In any case, the excavated area should be a minimum of 1 meter (3 feet) 

below the base of the perimeter measures (straw bales or silt fence). 

d. The perimeter measures must be installed as per the guidelines found in 

BMP-4, STRAW BALE BARRIER and BMP-5, SILT FENCE. 

e. Once the water level nears the crest of the stone weir (emergency 

overflow), the pump must be shut off while the structure drains down to 

the elevation of the wet storage. 

f. The wet storage pit may be dewatered only after a minimum of 6 hours 

of sediment settling time. This effluent should be pumped across a well 

vegetated area or through a silt fence prior to entering a watercourse. 

g. Once the wet storage area becomes filled to one-half of the, excavated 

depth, accumulated sediment shall be removed and properly disposed 

of. 

h. Once the device has been removed, ground contours will be returned to 

original condition. 

Maintenance (All dewatering structures) 

1. The filtering devices must be inspected frequently and repaired or replaced 

once the sediment build-up prevents the structure from functioning as 

designed. 

2. The accumulated sediment which is removed from a dewatering device must 

be spread on-site and stabilized or disposed of at an approved disposal site 

as per approved plan. 

C-163 
FIGURE 26-3: STRAW BALE/SILT FENCE PIT 

FILTER CLOTH 

PUMP DISCHARGE 

HQitL F'ILTER CLOTH 

CMRs ENTIRE 

INSIDE F'ACE or 

SlRAW ~ DIKES. 

2m (6':_0") MIN. 

SQUARE 

I ~r r\ l __ _ 

PLAN VIEW 

CLASS A 1 RIPRAP SPLASH 

BLOCK 300mm (1,DEPTH 

1m (3'-0") 

AGGREGATE 

CROSS-SECTION A-A 

460mm (1 '-6") ---j 

DRY RtPRAP 

CIASS Al 

AGGREGATE DEPTH 100mm (4") 

CROSS-SECTION 8-8 

C-164 
BMP-27 

BMP: TURBIDITY CURTAIN 

Definition 

A floating geotextile material which minimizes sediment transport from a disturbed 

area adjacent to or within a body of water. 

Purpose 

To provide sedimentation protection for a watercourse from up-slope land 

disturbance or from dredging or filling within the watercourse. 

Conditions Where Practice Applies 

Applicable to non-tidal and tidal watercourses where intrusion into the watercourse 

by construction activities and subsequent sediment movement is unavoidable. 

Planning Considerations 

Soil loss into a watercourse results in long-term suspension of sediment. In time, 

the suspended sediment may travel large distances and affect wide-spread areas. 

A turbidity curtain is designed to deflect and contain sediment within a limited area 

and provide enough residence time so that soil particles will fall out of suspension 

and not travel to other areas. 

Turbidity curtain types must be selected based on the flow conditions within the 

water body - whether it be a flowing channel, lake, pond, or a tidal watercourse. 

The specifications contained within this practice pertain to minimal and moderate 

flow conditions where the velocity of flow may reach 1.5 meters per second (5 feet 

per second), or a current of approximately 6 kilometers per hour (3 knots). For 

situations where there are greater flow velocities or currents, a qualified engineer 

and product manufacturer should be consulted. 

Consideration must also be given to the direction of water movement in channel flow 

situations. Turbidity curtains are not designed to act as water impoundment dams 

and can not be expected to stop the flow of a significant volume of water. 

They are designed and installed to trap sediment, not to halt the movement of the 

water itself. In most situations, turbidity curtains should not be installed across 

channel flows. 

C-165 
In tidal or moving water conditions, provisions must be made to allow the volume of 

water contained within the curtain to change. Since the bottom of the curtain is 

weighted and external anchors are frequently added, the volume of water contained 

within the curtain will be much greater at high tide verses low tide and measures 

must be taken to prevent the curtain from submerging. In addition to allowing for 

slack in the curtain to rise and fall, water must be allowed to flow through the curtain 

if the curtain is to remain in roughly the same spot and to maintain the same shape. 

Normally, this is achieved by constructing part of the curtain from a heavy woven 

filter fabric. The fabric allows the water to pass through the curtain, but retains the 

sediment pollutants. Consideration should be given to the volume of water that 

must pass through the fabric and sediment particle size when specifying fabric 

permeability. 

Sediment which has been deflected and settled out by the curtain may be removed 

if so directed by the on-site inspector or the Plan-Approving Authority. However, 

consideration must be given to the probable outcome of the procedure - will it create 

more of a sediment problem resuspension of particles and by accidental dumping of 

the material by the equipment involved? It is, therefore, recommended that the soil 

particles trapped by a turbidity curtain only be removed if there has been a 

significant change in the original contours of the affected area in the watercourse. 

Regardless of the decision made, soil particles should always be allowed to settle 

for a minimum of 6-12 hours prior to their removal by equipment or prior to removal 

of a turbidity curtain. 

It is imperative that the intended function of the other controls in this chapter, to 

sediment out of the watercourse, be the strategy used in every erosion control plan. 

However, when proximity to the watercourse makes successfully mitigating sediment 

loss impossible, the use of the turbidity curtain during land disturbance is essential. 

Design Criteria 

1. Type I configuration (see Figure 27-1) should be used in protected areas 

where there is no current and the area is sheltered from wind and waves. 

2. Type II configuration (see Figure 27-1) should be used in areas where there 

may be small to moderate current running up to 4 km/hr or 1 m/sec (2 knots 

or 3.5 feet per second) and/or wind and wave action can effect the curtain. 

3. Type Ill configuration (see Figure 27-2) should be used in areas where 

considerable current up to 6 km/hr or 1.5 m/sec (3 knots or 5 feet per second) 

may be present, where tidal action may be present and/or where the curtain 

is potentially subject to wind and wave action. 

C-166 
FIGURE 27-1: TURBIDITY CURTAIN 

TYPE I 

16mm (5/8') POLYPROPYLENE ROPE 

6mm {1/4") TIE ROPE 

F'OUlS F'OR COl.f'ACT STORAGE 

DEPTH ACCORDING TO NEED 

NYLON REINFORCED 'IIINYL 

ECONOMY FABRICS AVAILABLE 

STANDARD FABRICS 610g (18oz.) 

5.4kg/mm (300 lb/In) 

Fl..O,t.TATION 

,t,LL Sr....MS HEAT S!'.Al.ED 

(8L""-U, OF '""'"-' COtKCTKlH) ~ 

TYPE Il 

610g (18oz.) OR 625g (22oz.) 

VINYL COVERED NYLON 

Pv'C SLOT-CONNECTO.R 

DEPTH N:CORDING TO NEED 

GALVANIZED f24- SAF'ElY HOOK 

WATER 

SEAL 

TOP LOAD LINE 8mm (5/16") 

VINYL COATED CABLE 

FOLDS EVERY 2m (6') 

STRESS BAND STRESS PLATE 

C-167 

8mm (5/16') CHAIN BALLAST & 

LOAD LINE 
FIGURE 27-2: TURBIDITY CURTAIN 

625g (22oz.) NYLON REINFORCE VINYL 

OEP'Tli ACCORDING TO NEED 

8mm (5/16") VINYL COATED CABLE 

(ON BOTH SIDES OF CURTIN TO 

REDUCE STRAIN) 

TYPE III 

ORIENTATION WHEN 

(TIDAL SITUATION 

NOTE: ANCHORING WITH BUOYS, 

p,s SHOWN. REMOVES AU. 

VERTICAL FORCES FROM 1HE 

CURTAIN. HENCE, THE CURTAIN ~ f ,v"' WILL NOT SINK FROM WINO OR -........,: -

CURRENT LOADS. V 

600mm (2~ MIN.-----i _ 

Q 0 Q Q 0 

0 Q ,0 

ATTACH LINES 

TO SHACKLE 

0 0 0 0 ,0 00 0 Q 0 Q 0 Q 0 0 0 0 Q Q 

Q 0 Q o,Q 

0 0 ,0 0 Q Q 0 0 0 Q 0 Q 

0 

C-168 

8mm (5/16") CHAIN 

INSTALLED 

TYPE Ill) 

Q 

0 

Q 

0 

AUTOMATIC A.ASHING 

LIGHT (ON AT DUSKOFF AT DAWN) I 00' 

ON CENTER SHALL BE 

USED ti NAVIGABLE 

CHANNELS ONLY 

---- STANDARD CONTAtlL4ENT SYSTEMS UOHT BUOY 

Q Q 0 Q Q Q 

0 Q 9Q Q q 0 0 Q Q Q 0 Q Q ,0 

Q Q 0 0 Q Q 0 0 

0 
4. Turbidity curtains should extend the entire depth of the watercourse whenever 

the watercourse in question is not subject to tidal action and/or significant 

wind and wave forces. 

5. In tidal and/or wind and wave action situations, the curtain should never be so 

long as to touch the bottom. A minimum 300 millimeter (1-foot) "gap" should 

exist between the weighted lower end of the skirt and the bottom at "mean" 

low water. Movement of the lower skirt over the bottom due to tidal reverses 

or wind and wave action on the flotation system may fan and stir sediments 

already settled out. 

6. In tidal and/or wind and wave action situations, it is seldom practical to extend 

a turbidity curtain depth lower than 3 to 4 meters (10 to 12 feet) below the 

surface, even in deep water. Curtains which are installed deeper than this 

will be subject to very large loads with consequent strain on curtain materials 

and the mooring system. In addition, a curtain installed in such a manner can 

"billow up" towards the surface under the pressure of the moving water, which 

will result in an effective depth which is significantly less than the skirt depth. 

7. Turbidity curtains should be located parallel to the direction of flow of a 

moving body of water. Turbidity Curtains should not be placed across the 

main flow of a significant body of moving water. 

8. When sizing the length of the floating curtain, allow an additional 10-20% 

variance in the straight line measurements. This will allow for measuring 

errors, make installing easier and reduce stress from potential wave action 

during high winds. 

9. An attempt should be made to avoid an excessive amount of joints in the 

curtain; a minimum continuous span of 15 meters (50 feet) between joints is a 

good "rule of thumb." 

10. For stability reasons, a maximum span of 30 meters (100 feet) between joints 

(anchor or stake locations) is also a good rule to follow. 

11. The ends of the curtain, both floating upper and weighted lower, should "tend 

well up into the shoreline, especially if high water conditions are expected. 

The ends should be secured firmly to the shoreline (preferably to rigid bodies 

such as trees or piles) to fully enclose the area where sediment may enter the 

water. 

12. When there is a specific need to extend the curtain to the bottom of the 

watercourse in tidal or moving water conditions, a heavy woven pervious filter 

fabric may be substituted for the normally recommended impervious 

C-169 
geotextile. This creates a "flow-through" medium which significantly reduces 

the pressure on the curtain and will help to keep it in the same relative 

location and shape during the rise and fall of tidal waters. 

13. Typical alignments of turbidity curtains can be seen in Figure 27-3. The 

number and spacing of external anchors may vary depending on current 

velocities and potential wind and wave action; manufacturer's 

recommendations should be followed. 

Construction Specifications 

Materials1. Barriers should be a bright color (yellow or "international" orange are 

recommended) that will attract the attention of nearby boaters. 

2. The curtain fabric must meet the minimum requirements noted in Table 27-1. 

3. Seams in the fabric shall be either vulcanized welded or sewn, and shall 

develop the full strength of the fabric. 

4. Floatation devices shall be flexible, buoyant units contained in an individual 

floatation sleeve or collar attached to the curtain. Buoyancy provided by the 

floatation units shall be sufficie.nt to support the weight of the curtain and 

maintain a freeboard of at least 3 inches above the water surface level (see 

Figure 27-2). 

TABLE 27-1 

PHYSICAL PROPERTIES OF TURBIDITY CURTAIN FABRIC 

I Physical Property I Requirement 

I Thickness I 45 mills 

Weight grams per square meter ounces per square yard 

Type I 610 18 

Type II 610 or 746 18 or 22 

Type Ill 746 22 

Grab Tensile Strength 136 kilograms 300 pounds 

I UV Inhibitor I Must be included 

C-170 

I 

I 

I 
FIGURE 27-3: TURBIDITY CURTAIN 

TYPICAL LAYOUTS: 

STREAMS, PONDS & LAKES (PROTECTED & NON-TIDAL) 

-+ STAKE OR ANCHOR, EVERY 

30m (100') (TYPICAL) 

~ rill AREA 

30m (100') TYP. * 

• THIS DISTANCE IS VARIABLE 

TIDAL WATERS AND/OR HEAVY WIND & WAVE ACTION 

r-FlOOO 

EBB__, 

SHORElJNE 

ANCHOR PT. 

• THIS DISTANCE IS VARIABLE 

<> 

EXISTING 

CAUSEWAY 

-

ANCHOR 8c 

ANCHOR BUOY 

BARRIER MOVEMENT 

DUE TO TIDAL CHANGE 

~ F'ILL AREA 

C-171 

----

-

SHORELINE 

ANCHOR PT. 
5. Load lines must be fabricated into the bottom of all floating turbidity curtains. 

Type II and Type Ill must have load lines also fabricated into the top of the 

fabric. The top load line shall consist of woven webbing or vinyl-sheathed 

steel cable and shall have a break strength in excess of 4,500 kilograms 

(10,000 pounds). The supplemental (bottom) loadline shall consist of a chain 

incorporated into the bottom hem of the curtain of sufficient weight to serve as 

ballast to hold the curtain in a vertical position. Additional anchorage shall be 

provided as necessary. The load lines shall have suitable connecting devices 

which develop the full breaking strength for connecting to load lines in 

adjacent sections (see Figures 27-1 and 27-2 which portray this orientation). 

6. External anchors may consist of wooden or metal stakes 50 x 100 millimeters 

(2 x 4 inch) or 60 millimeter (2.5-inch) minimum diameter wood or 2 kilogram 

per linear meter steel (1.33 pounds/linear foot) when Type I installation is 

used; when Type II or Type Ill installations are used, bottom anchors should 

be used. 

7. Bottom anchors must be sufficient to hold the curtain in the same position 

relative to the bottom of the watercourse without interfering with the action of 

the curtain. The anchor may dig into the bottom (grappling hook, plow or 

fluke-type) or may be weighted (mushroom type) and should be attached to a 

floating anchor buoy via an anchor line. The anchor line would then run from 

the buoy to the top load line of the curtain. When used with Type Ill 

installations, these lines must contain enough slack to allow the buoy and 

curtain to float freely with tidal changes without pulling the buoy or curtain 

down and must be checked regularly to make sure they do not become 

entangled with debris. As previously noted, anchor spacing will vary with 

current velocity and potential wind and wave action; manufacturer's 

recommendations should be followed. See orientation of external anchors 

and anchor buoys for tidal installation in Figure 27-2. 

Installation 

1. In the calm water of lakes or ponds (Type I installation) it is usually sufficient 

to merely set the curtain end stakes or anchor points (using anchor buoys if 

bottom anchors are employed), then tow the curtain in the furled condition out 

and attach it to these stakes or anchor points. Following this, any additional 

stakes or buoyed anchors required to maintain the desired location of the 

curtain may be set and these anchor points made fast to the curtain. 

the furling lines should be cut to let the curtain skirt drop. 

2. In rivers or in other moving water (Type II and Type Ill installations) it is 

important to set all the curtain anchor points. Care must be taken to ensure 

C-172 
that anchor points are of sufficient holding power to retain the curtain under 

the existing current conditions, prior to putting the furled curtain into the water. 

Again, anchor buoys should be employed on all anchors to prevent the 

current from submerging the flotation at the anchor points. If the moving 

water into which the curtain is being installed is tidal and will subject the 

curtain to currents in both directions as the tide changes, it is important to 

provide anchors on both sides of the curtain for two reasons: 

a) Curtain movement will be minimized during tidal current reversals. 

b) The curtain will not overrun the anchors and pull them out when the 

tide reverses. 

When the anchors are secure, the furled curtain should be secured to the 

upstream anchor point and then sequentially attached to each next 

downstream anchor point until the entire curtain is in position. At this point, 

and before unfurling, the "lay" of the curtain should be assessed and any 

necessary adjustments made to the anchors. Finally, when the location is 

ascertained to be as desired, the furling lines should be cut to allow the skirt 

to drop. 

3. Always attach anchor lines to the flotation device, not to the bottom of the 

curtain. The anchoring line attached to the floatation device on the 

downstream side will provide support for the curtain. Attaching the anchors 

to the bottom of the curtain could cause premature failure of the curtain due 

to the stresses imparted on the middle section of the curtain. 

4. There is an exception to the rule that turbidity curtains should not be installed 

across channel flows; it occurs when there is a danger of creating a silt buildup in the middle of a watercourse, thereby blocking access or creating a sand 

bar. Curtains have been used effectively in large areas of moving water by 

forming a very long sided, sharp "V" to deflect clean water around a work site, 

confine a large part of the silt-laden water to the work area inside the "V' and 

direct much of the silt toward the shoreline. Care must be taken, however, 

not to install the curtain perpendicular to the water current. 

5. See Figure 27-3 for typical installation layouts. 

C-173 
Removal 

1. Care should be taken to protect the skirt from damage as the turbidity curtain 

is dragged from the water. 

2. The site selected to bring the curtain ashore should be free of sharp rocks, 

broken cement, debris, etc. so as to minimize damage when hauling the 

curtain over the area. 

3. If the curtain has a deep skirt, it can be further protected by running a small 

boat along its length with a crew installing furling lines before attempting to 

remove the curtain from the water. 

Maintenance 

1. The developer/owner shall be responsible for maintenance of the filter curtain 

for the duration of the project in order to ensure the continuous protection of 

the watercourse. 

2. Should repairs to the geotextile fabric become necessary, there are normally 

repair kits available from the manufacturers; manufacturer's instructions must 

be followed to ensure the adequacy of the repair. 

3. When the curtain is no longer required as determined by the inspector, the 

curtain and related components shall be removed in such a manner as to 

minimize turbidity. Remaining sediment shall be sufficiently settled before 

removing the curtain. Sediment may be removed and the original depth (or 

plan elevation) restored. Any spoils must be taken to upland area and be 

stabilized. 

C-174 
BMP-28 

BMP: SUBSURFACE DRAIN 

Definition 

A perforated conduit such as pipe, tubing or tile installed beneath the ground to 

intercept and convey ground water. 

Purposes 

1. To prevent sloping soils from becoming excessively wet and subject to 

sloughing. 

2. To improve the quality of the growth medium in excessively wet areas by 

lowering the water table. 

3. To drain stormwater detention areas or structures. 

Conditions Where Practice Applies 

Wherever excess water must be removed from the soil. The soil must be deep and 

permeable enough to allow an effective system to be installed. Either a gravity 

outlet must be available or pumping must be provided. These standards do not 

apply to foundation drains. 

Planning Considerations 

Subsurface drainage systems are of two types, relief drains and interceptor drains. 

Relief drains are used either to lower the water table in order to improve the growth 

of vegetation, or to remove surface water. They are installed along a slope and 

drain in the direction of the slope. They can be installed in a gridiron pattern, a 

herringbone pattern, or a random pattern (see Figure 28-1). 

Interceptor drains are used to remove water as it seeps down a slope to prevent the 

soil from becoming saturated and subject to slippage. They are installed across a 

slope and drain to the side of the slope. They usually consist of a single pipe or 

series of single pipes instead of a patterned layout (see Figure 28-2). 

C-175 
FIGURE 28-1: SURFACE DRAIN OUTLET 

FIGURE 28-2: EFFECT OF SUBSURFACE 

DRAINAGE ON THE WATER TABLE 

---- WATER TABLE BEFORE DRAINAGE 

WATER TABLE AFTER DRAINAGE 

INTERCEPTOR DRAIN 

~~~---~,.~~--..;:-. SEEPAGE AREA 

..... ······ ........................... ············ 

}~:~~~:::w.+#.(~i~;:~:}};::{{:~{:}~:}~:}::)7?::::::::: ....... :·:·:-:•:-:·:-:·:·:·:·:-:-:-:-:-: ... · ·········· ··········· ........... ,,, ....................... , ·························· 

C-176 
Design Criteria 

Location -

Tree roots can often clog subsurface drain systems. Consequently, sub-surface 

drains should be located such that there are no trees within 15 meters (50 feet) of 

the drain. 

Relief Drains - Relief drains should be located through the center of wet areas. 

They should drain in the same direction as the slope. 

Interceptor drains - Interceptor drains should be located on the uphill side of wet 

areas. They should be installed across the slope and drain to the side of the slope. 

Capacity of Drains -

The required capacity of a subsurface drain depends upon its use. 

Relief Drains - Relief drains installed in a uniform pattern should remove a minimum 

of 25 millimeters (1 inch) of groundwater in 24 hours, approximately 0.003 cubic 

meters per hectare (0.042 cubic feet per acre). The design capacity must be 

increased accordingly to accommodate any surface water which enters directly into 

the system (see Figure 28-3). 

Intercepts - Interceptor drains or relief drains installed in a random pattern should 

remove a minimum of 0.1 cubic meters per second per 1000 meter of length (1.5 

cfs/1000 feet of length). This value should be increased for sloping land according 

to the values in Table 28-1. In addition, if a flowing spring or surface water enters 

directly into the system, this flow must be accommodated and the design capacity 

must be increased accordingly to take care of this flow (see Figure 28-4). 

TABLE 28-1 

WATER REMOVAL RATES FOR SLOPING LAND* 

Land Slope Water Removal Rates in cubic meters per second 

(ems) per 1000 meters (m) 

2-5% 0. 15 cms/1000 m 1.65 cfs/1000 ft 

6 - 12% 0.17 cms/1000 m 1.80 cfs/1000 ft 

> 12% 0.18 cms/1000 m 1.95 cfs/1000 ft 

* These rates depend on the soil types where the drains are installed. 

Heavier soils may result in slower water removal rates. 

C-177 
FIGURE 28-3: SURFACE INLETS 

SOD OR COARSE AGGREGATE 

NATURAL INLET 

-~* 

GRATED INLET 

C-178 

COARSE AGGREG\TE 
Size of DrainsSubsurface drains should be sized for the required capacity using Table 28-4 and 

28-5 in Appendix BMP28-a. The minimum diameter for a subsurface drain shall be 

100 millimeters (4 inches). 

Depth and Spacing -

Relief Drains - Relief drains installed in a uniform pattern should have equal spacing 

between drains and the drains should be at the same depth. Maximum depth is 

limited by the allowable load on the pipe, depth to impermeable layers in the soil, 

and outlet requirements. The minimum depth is 0.6 meters (2 foot) under normal 

conditions. The 0.6 meter depth is acceptable where the drain will not be subject to 

equipment loading or frost action. Spacing between drains is dependent on soil 

permeability and the depth of the drain. In general, however, a depth of 1 meter (3 

feet) and a spacing of 15 meters (50 feet) will be adequate. A more economical 

system may be designed, if the necessary information is available, by using the 

equations found in Appendix 28-a. 

Interceptor drain - The depth of installation of an interceptor drain is influenced 

mainly by the depth to which the water table is to be lowered. The maximum depth 

is limited by the allowable load on the pipe and the depth to an impermeable layer. 

Minimum depth should be the same as for relief drains. 

One interceptor drain is usually sufficient. However, if multiple drains are to be 

used, determining the required spacing can be difficult. The best approach is to 

install the first drain - then if seepage or high water table problems occur 

downslope, install an additional drain a suitable distance downslope. This distance 

can be calculated from equations found in Appendix 28-a. 

Velocity and Grade -

The minimum velocity required to prevent silting is 0.4 meters/sec (1.4 ft/sec). The 

line should be graded to achieve at least this velocity. Steep grades should be 

avoided. Table 28-2 lists maximum velocities for various soil textures. 

Envelopes -

Envelopes shall be used around all drains for proper bedding and improved flow of 

groundwater into the drain. The envelope shall consist of 75 millimeters (3 inches) 

of aggregate placed completely around the drain. The stone shall be encompassed 

by a filter cloth separator in order to prevent the migration of surrounding soil 

particles into the drain (see Figure 28-4). Filter cloth must meet the physical 

requirements noted in BMP-19, RIPRAP. 

C-179 
TABLE 28-2 

MAXIMUM VELOCITIES FOR VARIOUS SOIL TEXTURES 

Maximum Velocity 

Soil Texture 

meters per second feet per second 

Sandy and Sandy Loam 1.1 3.5 

Silt and Silt Loam 1.5 5.0 

Silty Clay Loam 1.8 6.0 

Clay and Clay Loam 2.1 7.0 

Coarse Sand or Gravel 2.7 9.0 

Surface Water -

Figure 28-3 shows two types of surface water inlets. The grated inlet should not be 

used where excessive sedimentation might be a problem. 

Outlet -

The outlet of the subsurface drain shall empty into a channel or some other 

watercourse which will remove the water from the outlet. It shall be above the mean 

water level in the receiving channel. It shall be protected from erosion, 

undermining, damage from periods of submergence, and the entry of small animals 

into the drain. 

The outlet shall consist of a 3 meter (10-foot) section of corrugated metal, cast iron, 

steel or schedule 40 PVC pipe without perforations. No envelope material shall be 

used around the pipe. At least two-thirds of the outlet pipe length shall be buried. 

Materials -

Acceptable materials for subsurface drains include perforated, continuous closedjoint conduits of corrugated plastic, concrete, corrugated metal, asbestos cement, 

and bituminous fiber. The strength and durability of the pipe shall meet the 

requirements of the site in accordance with the manufacturers specifications. 

C-180 
Construction Specifications 

1. The trench shall be constructed on a continuous grade with no reverse 

grades or low spots. 

2. Soft or yielding soils under the drain shall be stabilized with gravel or other 

suitable material. 

3. Deformed, warped, or otherwise unsuitable pipe shall not be used. 

4. Envelopes or filter material shall be placed as specified with at least 75 

millimeters (3 inches) of material on all sides of the pipe. 

5. Backfilling shall be done immediately after placement of the pipe. No 

sections of pipe should remain uncovered overnight or during a rainstorm. 

Backfill material shall be placed in the trench in such a manner that the drain 

pipe is not displaced or damaged. 

6. The outlet section of the drain shall consist of at least 3 meters (10 feet) of 

non-perforated corrugated metal, cast iron, steel or schedule 40 PVC pipe. At 

least two-thirds of its length shall be buried. 

Maintenance 

1. Subsurface drains should be checked periodically to ensure that they are 

free-flowing and not clogged with sediment. 

2. The outlet should be kept clean and free of debris. 

3. Surface inlets should be kept open and free of sediment and other debris. 

4. Trees located too close to a subsurface drain often clog the system with their 

roots. If a drain becomes clogged, relocate the drain or remove the trees. 

5. Where drains are crossed by heavy vehicles, the line should be checked to 

ensure that it is not crushed. 

C-181 
APPENDIX 28-a 

Subsurface drains are not generally designed to flow under pressure and the 

hydraulic gradient is parallel with the grade line. Consequently, the flow is 

considered to be open channel and Manning's Equation can be used. The metric 

conversion of this appendix has been delayed until standardized metric nomographs 

and charts are readily available. Typical metric conversions are listed where 

applicable. The required drain size can be determined by the following procedure: 

1. Determine the flow the drain must carry. 

2. Determine the gradient of the drain 

3. From Table 28-3, determine "n" for the type of drain pipe to be 

used. Choose the correct Table (28-4 through 28-6) for the "n" just 

determined. 

4. Enter the appropriate plate with the gradient of the pipe and the flow 

in the pipe. The intersection of the two lines must be to the right of 

the line for 1.4 ft/sec. If it is not, increase the gradient or flow capacity 

or both. 

Example 1 -

Given: 

A random subsurface drain is to be installed on a 1.0% grade, 700 feet in length, 

and using corrugated plastic pipe. 

Calculate: The required size of the drain pipe. 

Solution: 

From the BMP, the required capacity of the pipe is: 

1.5 ft3/sec/1000 ft 

Capacity= 7 OOft · xl. 5ft. 3 / sec=l. 05ft 3 I sec 

1000ft. 

C-182 
From Table 28-3, n = 0.015 for corrugated plastic pipe. 

From Table 28-5, choose a 8-inch pipe (200 millimeter). 

Example 2 -

Given: 

A relief drain installed in a gridiron pattern of 8 laterals, 500 feet long, 0.5% grade, 

and 50 feet on centers. A main 400 feet in length on a 0.5% grade will connect to 

the laterals. Use bitumenized fiber pipe for the main and laterals. 

Calculate: The required size of the drain pipe. 

Solution: 

The drainage area for each lateral is 25 feet on either side of the pipe times the 

length. Therefore: 

50ftx500ft =0. 57 acre 

43,560~ 

acre 

From the BMP, the drains must remove a minimum of 1 inch of groundwater in 24 

hours or 0.042 cfs/acre. 

0.042 cfs/acre x 0.57 acre = 0.02 cfs 

From Table 28-3, n = 0.013 for bituminized fiber pipe. 

From Table 28-5, a 4-inch pipe (100 millimeter) must be used for the laterals. 

The first 25 feet of the main will drain 25 feet on either side of the pipe. The 

remaining 375 feet will drain only 25 feet on the side opposite from the laterals. In 

addition, the main will drain the laterals. 

C-183 
Drainage from main: 

25ftx50ft + 375ftx25ft. =o. 24 acre 

43, 56 Oft 2 I acre 43, 56 Oft 2 / acre 

Drainage from laterals: 

Required capacity: 

8 x 0.57 acre = 4.56 acre 

Total= 0.24 + 4.56 = 4.8 acre 

0.042 ft.lsec.lacre x 4.8 acre = 0.20 cfs 

From Table 28-4, choose a 5-inch pipe (125 millimeter) for the main. 

TABLE 28-3 

"n" VALUES FOR SUBSURFACE DRAIN PIPES 

Composition of 

Pipe or Tubing 

Asbestos Cement 

Bitumenized Fiber 

Concrete 

Corrugated Plastic 

Corrugated Metal 

Spacing of Relief Drains 

"n" Value 

0.013 

0.013 

0.015 

0.015 

0.025 

If the necessary information is known, the following equation can be used to 

calculate drain spacing in lieu of the recommended standard: 

S=~ 

4k (M2 +2AM) 

q 

C-184 
Where, 

S = drain spacing, feet 

k = average hydraulic conductivity, inches per hour (for practical purposes, 

hydraulic conductivity is equal to permeability). 

M = vertical distance, after drawdown, of water table above drain at midpoint between lines, feet. 

A = depth of barrier below drain, feet. 

q = drainage coefficient, rate of water removal, inches/hour (in/hr). 

Spacing of Interceptor Drains -

If one interceptor drain is not sufficient, the spacing of multiple drains can be 

calculated by the following equation: 

ki Le=- (de-dw+W2 ) 

q 

Where, 

Le = the distance downslope from the drain to the point where the water 

table is at the desired depth after drainage, feet. The second drain 

should be located at this point. 

k = the average hydraulic conductivity of the subsurface profile to the depth 

of the drain, in./hr. 

q = drainage coefficient, rate of water removal, in./hr. 

1 = the hydraulic gradient of the water table before drainage, feet/foot. 

de = the effective depth of the drain, feet. 

dw = the desired minimum depth to water table after drainage, feet. 

W2 = the distance from the ground surface to the water table, before 

drainage, at the distance (Le) downslope from the drain, feet. 

C-185 
.... 

0 

0 

..... 

...... 

.... 

CII 

CII 

..... 

.... 

C 

CII 

TABLE 28-5: SUBSURFACE DRAIN CAPACITY, n = 0.015 

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ITTf,, :,:, _:. =-.•· :,: •· ·,• "'".• _:_.ft 1. ,,:.·. '-", ·,:, r:1 :,• :, :; ::: •. :, :. :"°, ,'.•, 1, -,: •i_•,.• i: :,. ! , ,. 1· iii! i::i:::li I! 1! I :! 11 !Fl I/ i:U!/ Ii I :11 1r1Ji:::; ,: ! !i:! ' 

lljjj:,:·,1:1:.·,i: ;::;!:.i;,::1: •1· ;i j~ ;·_'. "· 1:;:.\:11!· I 11:.1111,:;·v .i 1/. Ii Ji; 1''', 1r'1:•11L;:i: .-•:.1.J.,':_::_·1:::_· !f11 ji!;;:,:•:· ii:11:flJilll~:n· .~ ,:l;l'./ii! (!!!:!1 ti - '_j Y- · ··1--"1H··~1--#--l 

l

!:J,::::1::l!:1:;11i!l.,::: ,;~ .11:• !'·1·1,U:ll•lll,;Lil\!,, ·,~. llfii1/l:1,.·::J!; ;11:::i:· 0.002 ,," :,.: :;:( :i: i:! ;viii'-::' I/ !:-;-1' : i, ;i il~~t!, ii! !f 1i,i/ !11 : : ; .j:, :: ! ;': F: :; 

.

,·.·.· :! ·.:! ·.::,!'.i .. ;•:;::!!f~ly. : \1

1

1 :ll' ._ ,. 1

1 :11;![,,;: 1:m;,11, y: '.::: :/::;·~•, ... ,::!'.~•:' . . ,., · I ... , •:· .,,,.,1, -, . , , .. J ;! ! I' I,: , .. ,, ,_,, l:i ,~, ,.,,, , ......... , ... .. 

1: .. ·:: 1•· ,._ ... ,1i1•r' • i •·~, •: 11 :!'·· 1-,i •'d ':!' :rlilii'h, : lr•· · t' , .... 1. · · 

I ""I/·· ..... ,, 'fl.,!/i''. I ;i: j .. \!Jj:1,.,.,.,.,,,,,, .. ,1"·• .I/: :1. '·i·"'·v• '· .. · ·' 1: :,,•j, ,-::1:/ i !I • i ;, ·'ii "'i.·:,! .. •·;•11~':• ti'· 1:, .. ,r--, .. ''!/' " .... .... . , ,--1· ·11· '·.··:""I· '' I ' I I'' '" ', .. , .... ,., ·•11 ,, 111•··•. ·V·"'i.. ~ :_ i_ .. '.· ._.:._ ·. 

, , j ·, "' ' , • ; i ' , Ii 1jl! I., I · i' ' I ' · II · i' I , w Ii , :.,, ,! · j ! I; ! , .. •: · · " 0.001 ;,· 1. t '·''1,i !!Iii I •I 1,, 11 : 1!1 1:: I!, •. _j' ' 

0.03 0.05 0.1 0.2 0.5 1.0 

Capacfty, ft. 3/sec. 

2.0 

SUBSURFACE DRAIN CAPACITY, n = 0.015 

Typical Metric Conversions: 

Cubic meters per second = cubic feet per second x 35.3357 

meter = feet x 0.3048 

millimeters = inches x 25.4 

C-186 

5.0 
TABLE 28-6: SUBSURFACE DRAIN CAPACITY, n = 0.025 

0.01 .--,.,..,....,.-..,.......,..,-,-rr,,-r-r~,---,.----r-,-r---,,-,--,,...,.,...,-,...,.,.,.,.,......,-r,...,T'"""'""--r,...,..,....._..,..,.,--,,_.,,...,...,,...T"'."l.r""· ~-r-'T'!:I 

·. • .' • I.. • I I /; 

::. ::,: ;; ':: l: ;: '/ I :::: :::: ::~ :.::::.. ... . ::;; /· :.· :. /'" .......... :I' ! . . . . . , j::, .,.. I , , • • • • • , :, •. , .::: : : : : :1.: :::. :::: .:;: I , ·J : : . '. • : . •:: : : . : :: :·. : ! : ! . : ::j ::· •I• 

0.05 ~;:;.;.;.,:i;.;:,4;:.;;:,-R-,,,+; .;.;.; 114, ;.;.;, 11'+: .~" +-4,.;;,.i,::i--;-.;....;..~....:...;..-+-,-,""_,+-_.;..._ +. ,.,....:-,+• rl:,,mi,, ;;*:;...i;1if,,nt,..,.;., ,,:c+,,-rl;,r;;t-,-...-,--.1-1_+-:-,_ i...,..•-.+-:--,-,1T1r:-:1r-:1!~t-'-"1", :T;t;.~-t:,.r.,-t-:1 

1·::;!::;::W;:'·:,::::):) :::: :::,:::::::):,1r:::.~1rrr;: //: ;,,jn\::/ · :::~,, .. : 

!l!iilll1li i!j1!!:(J; .... 1 ·•· ,j:i.: :.::·:,:;"i::::q;: ..... __ :; /:.: il!i~i:\;!;:il:.l:! ... r ::::'.:::::: 

Hfi+it++, 'll-: R-,11H; 1+, ,++n+mtl l+.,:ftilttli !~i'!'.t-+ri ~: .,..-!: h1,~,r j.--t-:-t:. ~• ;~;_~: :, 111' ~:,;'I :,ti:-:-tr:_._:~"J/ .. : ./ '::. ;:,_ '>1 :,:_:.:,; Cb_· ,,· :. :. j I : J ! ! j : j ! : ff; : : l . ii , I: : i:; : : :: : ~- ! :111i 1 , :: I 1111!, - j•t' II..:-· II ,"/l ti 1 l!Jlll•t•"'••••"• ":"•'I•••"/' 

... 1 :•,·:: :·:j':1- - .:: ·

1

:,. 11 1:.1'.c..~'.:

1

!!: , w11:• 1 1 :: iv:111~ 1 :if

1

:! 1

1

:::1 1'i:H: 1:::1:::,:::r;:;h -~ 0_

02 1+w-'1++'-li:. f1⁄2il'H1'1-HHH-m-~1

il!il~i1f!Hi'.f-:++-' ....,· H-+:-t-1·++++++'+r'tti-+++'11t . ., n·1,1 ,. , , • -a, 11. i1:, ... 1 .... 1 . .:., •L .. 1•• 

1

-!11 

~ '\·J1! 11 ••11''··. 1· ::I •,!I tl-1:f!',:'.:'.:,. ,;_t 1'1.-1:',:,!11t:: !_:_W'.!!:jl•!_,:l::::Jf.:_ :,:,:_1i1:,~_:t111:: ~ '' 11!' 11111'. - . 1•1· r!lf1. I·. t'· '•·- ·:i I., ·1:c\,1, .... , .. ~;!'··:--•1•· ,.,,,1;1, a, 1

1,:i11, ! i:: 1nl,:·- ;i :11: 1 -:!i .. !t:... ., :,,,,_ ':1 .,, ..... · :, ·' ,· 1::t·:t·•·· ·:-1:'•'·,· 

~ H-f+'-l!lttll~-, :~l;flfJi "'"ve'-'-'l.uoc..,i""t""y""=~l."-::4.._f~t ...... /.,..s,_.e_._c ...... ...;..--t-l"!'tt: ~,ttt'! c.-/ i1 · 1'1· · · - t," 'l !" · /I ·;;''! 1 · fi-' ;- ·:·· ·. : • l!i ·1!' if:' j"' J ... 1!:1; 1

;:11:FullFlowAssumed! 1 ,1:: '.~~ .. ::_( .. :

1

.!!::· .. :;".: \:.· !),!:: ~1···

1

· 1:; .. ::1.: 1;•·:· 

C i ;. " :,,_:: ilil 11. J . I l : I I!! 1-.. 1Q• J, I • -/ ' ' ' • / • ' • , • '" •• ' I/ ... 

~ 0.01 . :; . , . ] : . f: •· / '. / f ~=~ · ,, f '! I ; : T) : . : : : i;; 'J ; . . I I ii ~ 1--'-:- UI :''i ,·i ;:~~ :': I,,:: · .. · I /' i I ~ •J: :I: r--..._, , /' J: /. 

f I : / '~ I ; I , . , ·/. ~ 0. 005 ::::::::.,,:.t,_+....:.-'-'--+;:_;_..J.;:_t-_-:_-. -. +--. ,.,__I...;;f.-i-, -1-i:....;· fih,=l--1:---+,_ -i"4:: pl!,: .~rc:;-1:,:.,,lo. r .... +,-..:--..:..,11-__ -:-_. +-_....:._- __ -I_ ~-,7t_ -: __ -I_ r __ -1_ · /--ft--__ re-_t-/-,~~· _-:-i,_-t:---t-__ 1' __ ::1: 

: : ::i:: 1/! ::: / \ r::: :: J\ :=(~,: -~-j ~~ f-- ,--·,~)~-~.-4 

0

·

001 0.03 0.05 0.1 0.2 0.5 1.0 

Capacity. ft. 3/sec. 

SUBSURFACE 0RAIN CAPCITY, n • 0.025 

Typical Metric Conversions: 

Cubic meters per second = cubic feet per second x 35.3357 

meter = feet x 0.3048 

millimeters = inches x 25.4 

C-187 

2.0 5.0 10. 
BMP-29 

BMP: SURFACE ROUGHENING 

Definition 

Providing a rough soil surface with horizontal depressions created by operating a 

tillage or other suitable implement on the contour, or by leaving slopes in a 

roughened condition by not fine-grading them. 

Purposes 

1. To aid in establishment of vegetative cover with seed. 

2. To reduce runoff velocity and increase infiltration. 

3. To reduce erosion and provide for sediment trapping. 

Conditions Where Practice Applies 

1. All slopes steeper than 3:1 require surface roughening, either stair-step 

grading, grooving, furrowing, or tracking if they are to be stabilized with 

vegetation. 

2. Areas with grades less steep than 3: 1 should have the soil surface lightly 

roughened and loose to a depth of 25 to 50 millimeters (2 to 4 inches) prior to 

seeding. 

3. Areas which have been graded and will not be stabilized immediately may be 

roughened to reduce runoff velocity until seeding takes place. 

4. Slopes with a stable rock face do not require roughening or stabilization. 

Planning Considerations 

Graded areas with smooth, hard surfaces give a false impression of "finished 

grading" and a job well done. It is difficult to establish vegetation on such surfaces 

due to reduced water infiltration and the potential for erosion. Rough slope surfaces 

with uneven soil and rocks left in place may appear unattractive or unfinished at 

first, but encourage water infiltration, speed the establishment of vegetation, and 

decrease runoff velocity. 

C-188 
Rough loose soil surfaces give lime, fertilizer and seed some natural coverage. 

Niches in the surface provide microclimates which generally provide a cooler and 

more favorable moisture level than hard flat surfaces; this aids seed germination. 

There are different methods for achieving a roughened soil surface on a slope, and 

the selection of an appropriate method depends upon the type of slope. 

Roughening methods include stair-step grading, grooving, and tracking. Factors to 

be considered in choosing a method are slope steepness, mowing requirements, 

and whether the slope is formed by cutting or filling. 

1. Disturbed areas which will not require mowing may be stair-step graded, 

grooved, or left rough after filling. 

2. Stair-step grading is particularly appropriate in soils containing large amounts 

of soft rock. Each "step" catches material which sloughs from above, and 

provides a level site where vegetation can become established. 

3. Areas which will be mowed (these areas should have slopes less steep than 

3:1) may have small furrows left by discing, harrowing, raking, or seedplanting machinery operated on the contour. 

4. It is important to avoid excessive compacting of the soil surface when 

scarifying. Tracking with bulldozer treads is preferable to not roughening at 

all, but is not as effective as other forms of roughening, as the soil surface is 

severely compacted and runoff is increased. 

Specifications 

Cut Slope Applications For Areas Which Will Not Be Mowed -

Cut slopes with a gradient steeper than 3: 1 shall be stair-step graded or grooved 

(Figures 29-1 and 29-2). 

1. Stair-step grading may be carried out on any material soft enough to be 

ripped with a bulldozer. Slopes consisting of soft rock with some subsoil are 

particularly suited to stair-step grading. 

The ratio of the vertical cut distance to the horizontal distance shall be less 

than 1: 1 and the horizontal portion of the "step" shall slope toward the vertical 

wall. 

Individual vertical cuts shall not be more than 75 millimeters (30 inches) on 

soft soil materials and not more than 1,000 millimeters (40 inches) in rocky 

materials. 

C-189 
FIGURE 29-1: STAIR STEPPING CUT SLOPES 

1,000 - 1,270 mm 

(40 - 50 in.) 

\ 

WATER, SOIL AND FERTILIZER 

ARE HELD BY STEPS - PLANTS 

CAN BECOME ESTABLISHED ON 

THE STEPS. 

FIGURE 29-2: GROOVING SLOPES 

C-190 

300- 380mm 

(12 -15 in.) 

75 mm (31n.) 
FIGURE 29-3: FILL SLOPE TREATMENT 

..,,,--

EACH LIFT OF' THE FILL IS COMPACTED, BUT THE OUTER FACE 

OF THE SLOPE IS ALLOWED TO REMAIN LOOSE SO THAT THE 

ROCKS, CLOOS, ETC. REACH THE NATURAL ANGLE OF REPOSE. 

FIGURE 29-4: TRACKING 

DOZER TREADS CREATE 

GROOVES PERPENDICULAR 

TO THE SLOPE. 

C-191 
2. Grooving consists of using machinery to create a series of ridges and 

depressions which run perpendicular to the slope (on the contour). 

Grooves may be made with any appropriate implement which can be safely 

operated on the slope and which will not cause undue compaction. 

Suggested implements include discs, tillers, spring harrows, and the teeth on 

a front-end loader bucket. Such grooves shall not be less than 75 millimeters 

(3 inches) deep nor further than 400 millimeters (15 inches) apart. 

Fill Slope Applications For Areas Which Will Not Be Mowed -

Fill slopes with a gradient steeper than 3: 1 shall be grooved or allowed to remain 

rough as they are constructed. Method (1) or (2) below may be used. 

1. Groove according to #2 above. 

2. As lifts of the fill are constructed, soil and rock materials may be allowed to 

fall naturally onto the slope surface (see Figure 29-3). 

Colluvial materials (soil deposits at the base of slopes or from old stream beds) shall 

not be used in fills as they flow when saturated. 

At no time shall slopes be bladed or scraped to produce a smooth, hard surface. 

Cuts Fills, and Graded Areas Which Will Be Mowed -

Mowed slopes should not be steeper than 3:1. Excessive roughness is undesirable 

where mowing is planned. These areas may be roughened with shallow grooves 

such as remain after tilling, discing, harrowing, raking, or use of a cultipackerseeder. The final pass of any such tillage implement shall be on the contour 

(perpendicular to the slope). 

Grooves formed by such implements shall be not less than 25 millimeter (1-inch) 

deep and not further than 30 millimeters (12-inches) apart. Fill slopes which are left 

rough as constructed may be smoothed with a dragline or pickchain to facilitate 

mowing. 

Roughening With Tracked Machinery (see Figure 29-4) -

Roughening with tracked machinery on clayey soils is not recommended unless no 

alternatives are available. Undue compaction of surface soil results from this 

practice. Sandy soils do not compact severely, and may be tracked. In no case is 

tracking as effective as the other roughening methods described. 

C-192 
When tracking is the chosen surface roughening technique, it shall be done by 

operating tracked machinery up and down the slope to leave horizontal depressions 

in the soil. As few passes of the machinery should be made as possible to minimize 

compaction. 

Seeding -

Roughened areas shall be seeded and mulched as soon as possible to obtain 

optimum seed germination and seedling growth. 

C-193 
BMP-30 

BMP: TOPSOILING 

Definition 

Methods of preserving and using the surface layer of undisturbed soil, often 

enriched in organic matter, in order to obtain a more desirable planting and growth 

medium. 

Purpose 

To provide a suitable growth medium for final site stabilization with vegetation. 

Conditions Where Practice Applies 

1. Where the preservation or importation of topsoil is determined to be the most 

effective method of providing a suitable growth medium. 

2. Where the subsoil or existing soil presents the following problems: 

a. The texture, pH, or nutrient balance of the available soil cannot be 

modified by reasonable means to provide an adequate growth medium. 

b. The soil material is too shallow to provide an adequate root zone and 

to supply necessary moisture and nutrients for plant growth. 

c. The soil contains substances potentially toxic to plant growth. 

3. Where high quality turf is desirable to withstand intense use or meet aesthetic 

requirements. 

4. Where ornamental plants will be established. 

5. Only on slopes that are 2: 1 or flatter unless other measures are taken to 

prevent erosion and sloughing. 

C-194 
Planning Considerations 

Topsoil is the surface layer of the soil profile, generally characterized as being 

darker than the subsoil due to the presence of organic matter. It is the major zone 

of root development, carrying much of the nutrients available to plants, and 

supplying a large share of the water used by plants. 

Although topsoil provides an excellent growth medium, there are disadvantages to 

its use. Stripping, stockpiling, and reapplying topsoil, or importing topsoil, may not 

always be cost effective. Topsoiling can delay seeding or sodding operations, 

increasing the exposure time of denuded areas. Most topsoil contains weed seeds, 

and weeds may compete with desirable species. 

Advantages of topsoil include its high organic matter content and friable 

consistence, water holding capacity, and nutrient content. 

In site planning, the option of topsoiling should be compared with that of preparing a 

seedbed in subsoil. The clay content of subsoils does provide high moisture 

availability and deter leaching of nutrients and, when properly limed and fertilized, 

subsoils may provide a good growth medium which is generally free of weed seeds. 

In many cases topsoiling may not be required for the establishment of less 

demanding, lower maintenance plant material. Topsoiling is strongly recommended 

where ornamental plants or high-maintenance turf will be grown. Topsoiling is a 

required procedure when establishing vegetation on shallow soils, soils containing 

potentially toxic materials, and soils of critically low pH (high acid) levels. 

If topsoiling is to be done, the following items should be considered: 

1. 

2. 

3. 

4. 

Whether an adequate volume of topsoil exists on the site. Topsoil will be 

spread at a compacted depth of 50 to 100 millimeters (2 to 4 inches) (depths 

closer to 100 millimeters ( 4 inches) are preferred). 

Location of the topsoil stockpile so that it meets specifications and does not 

interfere with work on the site. 

Allow sufficient time in scheduling for topsoil to be spread and bonded prior to 

seeding, sodding, or planting. 

Care must be taken not to apply topsoil to subsoil if the two soils have 

contrasting textures. Clayey topsoil over sandy subsoil is a particularly poor 

combination, as water may creep along the junction between the soil layers, 

causing the topsoil to slough. Sandy topsoil over a clay subsoil is equally as 

likely to fail. 

C-195 
5. If topsoil and subsoil are not properly bonded, water will not infiltrate the soil 

profile evenly and it will be difficult to establish vegetation. Topsoiling of 

steep slopes should be discouraged unless good bonding of soils can be 

achieved. 

Specifications 

Materials -

Field exploration of the site shall be made to determine if there is sufficient surface 

soil of good quality to justify stripping. Topsoil shall be friable and loamy (loam, 

sandy loam, silt loam, sandy clay loam, clay loam). It shall be free of debris, trash, 

stumps, rocks, roots, and noxious weeds, and shall give evidence of being able to 

support healthy vegetation. It shall contain no substance that is potentially toxic to 

plant growth. 

All topsoil shall be tested by a recognized laboratory for the following criteria: 

Organic matter content shall be not less than 1.5% by weight. 

pH range shall be from 6.0-7.5. If pH is less than 6.0, lime shall be added in 

accordance with soil test results or in accordance with the recommendations 

of the vegetative establishment practice being used. 

Soluble salts shall not exceed 500 ppm. 

If additional off-site topsoil is needed, it must meet the standards stated above. 

Stripping -

Topsoil operations should not be performed when the soil is wet or frozen. Stripping 

shall be confined to the immediate construction area. A 100 to 150 millimeter (4 to 

6 inch) stripping depth is common, but depth may vary depending on the particular 

soil. All perimeter dikes, basins, and other sediment controls shall be in place prior 

to stripping. 

Stockpiling -

Topsoil shall be stockpiled in such a manner that natural drainage is not obstructed 

and no off-site sediment damage shall result. Stockpiles should be stabilized or 

protected. 

C-196 
Side slopes of the stockpile shall not exceed 2: 1. 

Perimeter controls must be placed around the stockpile immediately; seeding of 

stockpiles shall be completed within 7 days of the formation of the stockpile, in 

accordance with BMP-31, TEMPORARY SEEDING if it is to remain dormant for 

longer than 30 days. 

Site Preparation Prior to and Maintenance During Topsoiling -

Before topsoiling, establish needed erosion and sediment control practices such as 

diversions, grade stabilization structures, berms, dikes, level spreaders, waterways, 

sediment basins, etc. These practices must be maintained during topsoiling. 

Grading: 

Liming: 

Bonding: 

Previously established grades on the areas to be topsoiled shall be 

maintained according to the approved plan. 

Where the pH of the subsoil is 6.0 or less, or the soil is composed of 

heavy clays, agricultural limestone shall be spread in accordance with 

the soil test or the vegetative establishment practice being used. 

After the areas to be topsoiled have been brought to grade, and 

immediately prior to dumping and spreading the topsoil, the subgrade 

shall be loosened by discing or scarifying to a depth of at least 50 

millimeters (2 inches) to ensure bonding of the topsoil and subsoil. 

Applying Topsoil -

Topsoil shall not be placed while in a frozen or muddy condition, when topsoil or 

subgrade is excessively wet, or in a condition that may otherwise be detrimental to 

proper grading or proposed sodding or seeding. The topsoil shall be uniformly 

distributed to a minimum compacted depth of 25 millimeters (2 inches) on 3:1 or 

steeper slopes and 100 millimeters (4 inches) on flatter slopes. (See Table 30-1 to 

determine volume of topsoil required for application to various depths). Any 

irregularities in the surface, resulting from topsoiling or other operations, shall be 

corrected in order to prevent the formation of depressions or water pockets. 

It is necessary to compact the topsoil enough to ensure good contact with the 

underlying soil and to obtain a level seedbed for the establishment of high 

maintenance turf. However, undue compaction is to be avoided as it increases 

runoff velocity and volume, and deters seed germination. Special consideration 

should be given to the types of equipment used to place topsoil in areas to receive 

fine turf. Avoid unnecessary compaction by heavy machinery whenever possible. 

In areas which are not going to be mowed, the surface should be left rough in 

accordance with SURFACE ROUGHENING (BMP-29). 

C-197 
Soil Sterilants -

No sod or seed shall be placed on soil which has been treated with soil sterilants 

until sufficient time has elapsed to permit dissipation of toxic materials. 

Depth 

millimeters 

25 

50 

75 

100 

125 

150 

TABLE 30-1 

AMOUNT OF TOPSOIL REQUIRED 

FOR APPLICATION TO VARIOUS DEPTHS 

cubic meters per cubic yards per cubic meters 

inches 

1000 square meters 1000 square feet per hectare 

1 25.5 3.1 253 

2 51.0 6.2 506 

3 76.5 9.3 761 

4 102.0 12.4 1014 

5 127.6 15.5 1270 

6 153.0 18.6 1523 

C-198 

cubic yards 

per acre 

134 

268 

403 

537 

672 

806 
BMP-31 

BMP: TEMPORARY SEEDING 

Definition 

The establishment of a temporary vegetative cover on disturbed areas by seeding 

with appropriate rapidly growing annual plants. 

Purposes 

1. To reduce erosion and sedimentation by stabilizing disturbed areas that will 

not be brought to final grade for a period of more than 30 days. 

2. To reduce damage from sediment and runoff to downstream or off-site areas, 

and to provide protection to bare soils exposed during construction until 

permanent vegetation or other erosion control measures can be established. 

Conditions Where Practice Applies 

Where exposed soil surfaces are not to be fine-graded for periods longer than 30 

days. Such areas include denuded areas, soil stockpiles, dikes, dams, sides of 

sediment basins, temporary roadbanks, etc. A permanent vegetative cover shall be 

applied to areas that will be left dormant for a period of more than 1 year. 

Planning Considerations 

Sheet erosion, caused by the impact of rain on bare soil, is the source of most fine 

particles in sediment. To reduce this sediment load in runoff, the soil surface itself 

should be protected. The most efficient and economical means of controlling sheet 

and rill erosion is to establish vegetative cover. Annual plants which sprout rapidly 

and survive for only one growing season are suitable for establishing temporary 

vegetative cover. Temporary seeding is encouraged whenever possible to aid in 

"controlling" construction sites. 

Temporary seeding also prevents costly maintenance operations on other erosion 

control systems. For example, sediment basin clean-outs will be reduced if the 

drainage area of the basin is seeded where grading and construction are not taking 

place. Perimeter dikes will be more effective if not choked with sediment. 

C-199 
Temporary seeding is essential to preserve the integrity of earthen structures used 

to control sediment, such as dikes, diversions, and the banks and dams of sediment 

basins. 

Proper seedbed preparation and the use of quality seed are important in this 

practice just as in permanent seeding. Failure to care;ully follow sound agronomic 

recommendations will often result in an inadequate stand of vegetation that provides 

little or no erosion control. 

Specifications 

Prior to seeding, install necessary erosion control practices such as dikes, 

waterways, and basins. 

Plant Selection -

Select plants appropriate to the season and site conditions from Tables 31-2 and 

31-3. Note that Table 31-2 presents plants which can be used without extensive 

evaluation of site conditions; Table 31-3 presents more in-depth information on the 

plant materials. 

Seedbed Preparation -

To control erosion on bare soil surfaces, plants must be able to germinate and grow. 

Seedbed preparation is essential. 

1. An evaluation should be conducted to determine if lime is necessary for 

temporary seeding. In most soils, it takes up to 6 months for a pH adjustment 

to occur following the application of lime. Therefore, it may be difficult to 

justify the cost of liming a temporary site, especially when the soil will later be 

moved and regraded. The following table may be used to determine the 

actual need along with suggested application rates. 

2. Fertilizer: Shall be applied as 670 kilograms per hectare (600 lbs/acre) of 10-

20-10 (70 kilograms per 1,000 square meters (14 lbs/1,000 square feet) or 

equivalent nutrients. Lime and fertilizer shall be incorporated into the top 50 

to 100 millimeters (2 to 4 inches) of the soil if possible. 

3. Surface Roughening: If the area has been recently loosened or disturbed, no 

further roughening is required. When the area is compacted, crusted, or 

hardened, the soil surface shall be loosened by discing, raking, harrowing, or 

other acceptable means (see SURFACE ROUGHENING, BMP-29). 

C-200 
TABLE 31-1 

LIMING REQUIREMENTS FOR TEMPORARY SITES 

pH Test Recommended Application of Agricultural Limestone 

below 4.2 6,725 kilograms per hectare (3 tons per acre) 

4.2 to 5.2 4,480 kilograms per hectare (2 tons per acre) 

5.2 to 6 2,240 kilograms per hectare (1 ton per acre) 

4. Tracking: Tracking with bulldozer cleats is most effective on sandy soils. This 

practice often causes undue compaction of the soil surface, especially in 

clayey soils, and does not aid plant growth as effectively as other methods of 

surface roughening. 

Seeding -

Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or 

hydroseeder. Small grains shall be planted no more than 40 millimeters (1.5 inches) 

deep. Small seeds, such as Kentucky Bluegrass, should be planted no more than 6 

millimeters (0.25) inches deep. Other Grasses and Legumes should be planted 

from 6 millimeters to 12 millimeters (0.25 inch to 0.5 inches) deep. 

Mulching -

1. Seedings made in fall for winter cover and during hot and dry summer months 

shall be mulched according to MULCHING, BMP-35, except that 

hydromulches (fiber mulch) will not be considered adequate. Straw mulch 

should be used during these periods. 

2. Temporary seedings made under favorable soil and site conditions during 

optimum spring and fall seeding dates may not require mulch. 

Re-seeding -

Areas which fail to establish vegetative cover adequate to prevent rill erosion will be 

reseeded as soon as such areas are identified. 

C-201 
TABLE 31-2 

ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS 

"QUICK REFERENCE FOR ALL REGIONS" 

Planting Dates Species Rate 

grams/sq. meter 

(lbs./acre) 

Sept. 1 - Feb. 15 50/50 Mix of Annual 6 - 11 

Ryegrass (Lolium multi- (50-100) 

florum) & Cereal (Winter) 

Rye (Secale cereale) 

Feb. 16 - Apr. 30 Annual Ryegrass 7 - 11 

(Lolium multi-florum) (60 -100) 

May 1 - Aug. 31 German Millet 6 

(Setaria italica) (50) 

C-202 
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TABLE 31-3 

TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES 

FOR MID-ATLANTIC STATES 

SEEDING RATE NORTH SOUTH 

SPECIES 3/1 to 5/1 to 8/15 to 3/1 to 5/1 to 8/15 to PLANT 

Acre 1000 ft2 4/30 8/15 11/1 4/30 8/15 11/1 CHARACTERISTICS 

OATS 3 bu. (up to 100 2 lbs. X - - X - - Use spring varieties (e.g., Noble). 

(Avena sativa) lbs., not less than 

50 lbs.) 

RYE (Secale cereale) 2 bu. (up to 110 2.5 lbs. X - X X - X Use for late fall seedings, winter 

lbs., not less than cover. Tolerates cold and low 

50 lbs.) moisture 

GERMAN MILLET 50 lbs. approx. 1 - X - - X - Warm-season annual. Dies at first 

(Setaria italica) lb. frost. May be added to summer 

mixes. 

ANNUAL RYEGRASS 60 lbs. 11⁄2 lbs. X - X X - X May be added in mixes. Will mow 

(Lolium multi-florum) out of most stands. 

WEEPING 15 lbs. 51⁄2 ozs. - X - - X - Warm-season perennial. May 

LOVEGRASS bunch. Tolerates hot, dry slopes 

(Eragrostis curvula) and acid, infertile soils. May be 

added to mixes. 

KOREAN 25 lbs. approx. 11⁄2 X X - X X - Warm season annual legume. 

LESPEDEZA lbs. Tolerates acid soils. May be added 

(Lespedeza to mixes. 

stipulacea) 
BMP-32 

BMP: PERMANENT SEEDING 

Definition 

The establishment of perennial vegetative cover on disturbed areas by planting 

seed. 

Purposes 

1. To reduce erosion and decrease sediment yield from disturbed areas. 

2. To permanently stabilize disturbed areas in a manner that is economical, 

adaptable to site conditions, and allows selection of the most appropriate 

plant materials. 

3. To improve wildlife habitat. 

4. To enhance natural beauty. 

Conditions Where Practice Applies 

1. Disturbed areas where permanent, long-lived vegetative cover is needed to 

stabilize the soil. 

2. Rough-graded areas which will not be brought to final grade for a year or 

more. 

Planning Considerations 

Vegetation controls erosion by reducing the velocity and the volume of overland flow 

and protecting the bare soil surface from raindrop impact. 

Areas which must be stabilized after the land has been disturbed require vegetative 

cover. The most common and economical means of establishing this cover is by 

seeding grasses and legumes. 

C-204 
Advantages of seeding over other means of establishing plants include the small 

initial establishment cost, the wide variety of grasses and legumes available, low 

labor requirement, and ease of establishment in difficult areas. 

Disadvantages which must be dealt with are the potential for erosion during the 

establishment stage, a need to reseed areas that fail to establish, limited periods 

during the year suitable for seeding, the potential need for weed control during the 

establishment phase, and a need for water and appropriate climatic conditions 

during germination. 

There are so many variables in plant growth that an end product cannot be 

guaranteed. Much can be done in the planning stages to increase the chances for 

successful seeding. Selection of the right plant materials for the site, good seedbed 

preparation, and conscientious maintenance are important. 

Selecting Plant Materials - The factors affecting plant growth are climate, soils, and 

topography. In selecting appropriate plant materials, one should take into account 

the characteristics of the physiographic region in which the project is located. 

Soils - Soils can be modified with lime and fertilizer, but climate cannot be 

controlled. Microclimate, or localized climate conditions, can affect plant growth. A 

south-facing slope is drier and hotter than a north-facing slope, and may require 

drought-tolerant plants. Shaded areas require shade-tolerant plants; the windward 

side of a ridge will be drier than the leeward, etc. 

Land Use - A prime consideration in selecting which plants to establish is the 

intended use of the land. All of these uses - residential, industrial, commercial, 

recreational - can be separated into two major categories: high-maintenance and 

low-maintenance. 

High-Maintenance will be mowed frequently, limed and fertilized regularly, and will 

either receive intense use (e.g., athletics) or require maintaining to an aesthetic 

standard (home lawns). Grasses used for these situations must be fine-leaved and 

attractive in appearance, able to form tight sod, and be long-lived perennials. They 

must be well-adapted to the geographic area where they .are planted, because 

constant mowing puts turf under great stress. Sites where high-maintenance 

vegetative cover is desirable include homes, industrial parks, schools, churches, 

athletic playing surfaces as well as some recreational areas. 

Low-maintenance areas will be mowed infrequently or not at all; lime and fertilizer 

may not be applied on a regular basis; the areas will not be subjected to intense 

use, nor required to have a uniform appearance. These plants must be able to 

persist with little maintenance over long periods of time. Grass and legume 

mixtures are favored for these sites because legumes are capable of fixing nitrogen 

C-205 
from the air for their own use, and the use of the plants around them. Such mixed 

stands are better able to withstand adverse conditions. 

Sites that would be suitable for low-maintenance vegetation include steep slopes, 

stream or channel banks, some commercial properties, and "utility turf areas such 

as roadbanks. 

Seedbed Preparation - The soil on a disturbed site must be modified to provide an 

optimum environment for seed germination and seedling growth. The surface soil 

must be loose enough for water infiltration and root penetration. The pH (acidity and 

alkalinity) of the soil must be such that it is not toxic and nutrients are available, 

usually between pH 6.0-7.0. Sufficient nutrients (added as fertilizer) must be 

present. After seed is in place, it must be protected with a mulch to hold moisture 

and modify temperature extremes, and to prevent erosion while seedlings are 

growing. 

The addition of lime is equally as important as applying fertilizer. Lime is best 

known as a pH, or acidity, modifier, but it also supplies calcium and magnesium 

which are plant nutrients. Its effect on pH makes other nutrients more available to 

the plant. It can also prevent aluminum toxicity by making aluminum less soluble in 

the soil. 

Maintenance: Even with careful, well-planned seeding operations, failures can 

occur. When it is clear that plants have-not germinated on an area or have died, 

these areas must be reseeded immediately to prevent erosion damage. However, it 

is extremely important to determine for what reason germination did not take place 

and make any corrective action necessary prior to reseeding the area. Healthy 

vegetation is the most effective erosion control available. 

Specifications 

Selection of Plant Materials -

Selection of plant materials is based on climate, topography, soils, land use, and 

planting season. To determine which plant materials are best adapted to a specific 

site, use Tables 32-1 and 32-2 which describe plant characteristics and list 

recommended varieties. 

A more extensive description of plant materials (grasses and legumes) and their 

usage can be found in Appendix 32-c. 

C-206 
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Common Name 

(Botanical Name) 

Tall Fescue (Festuca 

arundinacea) 

Tall Fescues 

(Improved) 

Kentucky Bluegrass 

(Poa pratense) 

Perennial Tyegrass 

(Lolium perenne) 

Hard Fescue 

(Festuca 

Fine longifolia) 

Fescues 

Chewing 

Fescue 

Red Fescue 

(Festuca 

rubra) 

Reed Canarygrass 

(Phalaris arundinacea) 

TABLE 32-1 CHARACTERISTICS OF COMMONLY SELECTED GRASSES 

Life Season pH Genninati Optimum Winter Drought Fertility Soil Seed Maintenance 

Cycle Range on Time Genni nation Hardiness Tolerance Drainage Per Requirements 

in Days Temperature Tolerance Pound 

(Of) 

Perennial Cool 5.5 - 6.2 10 - 14 60 -85 Fair Fair Medium Somewhat 225K Low when used for 

Season Poorly erosion control; 

Plant Drained high when used in 

lawn. 

Perennial Cool 5.5 - 6.2 10-14 60-85 Fair Good Medium Somewhat 220K Responds well to 

Season Poorly high maintenance. 

Plant Drained 

Perennial Cool 6.0 - 6.5 14 60 -75 Good Poor Medium Somewhat 2.2M Needs fertile soil, 

Season Poorly favorable moisture. 

Plant Drained Requires several 

years to become 

well established. 

Perennial Cool 5.8 - 6.2 7 -10 60 - 75 Fair Fair Medium - Somewhat 227K Will tolerate traffic. 

Season High Poorly 

Plant Drained 

Perennial Cool 5.0 - 6.2 10 - 14 60 - 80 Very Good Good Low Moderately 400K Grows well in sun 

Season Well or shade and will 

Plant Drained tolerate infertile 

soils; improved 

disease resistance. 

Perennial Cool 5.0-6.2 10 - 14 60 - 80 Very Good Good Low Moderately 400K Tolerates shade, 

Season Well dry infertile soils. 

Plant Drained 

Perennial Cool 5.0-6.2 10 -14 60 - 80 Very Good Good Low Moderately 400K Low to medium 

Season Well fertility 

Plant Drained requirements. 

Requires well 

drained soil. 

Perennial Cool 5.8 - 6.2 21 70 - 85 Good Good Medium - Very Poorly 530K Do not mow closely 

Season High Drained or often. 

Plant 

Remarks 

Better suited for 

erosion control 

and rough turf 

application. 

Excellent for 

lawn and fine 

turf. 

Excellent for fine 

turfs-takes traffic, 

mowing. Poor 

droughUheat 

tolerance. 

May be added to 

mises. lmporved 

varieties will 

perform well all 

year. 

Exceeds all fine 

fescues in most 

tests. Excellent 

for lowmaintenance 

situations. 

Poor traffic 

tolerance, less 

thatch than other 

fine fescues. 

Spreads by 

rhizomes, tillers 

and stolons. Will 

not take traffic -

very shade 

tolerant. 

Conservation 

cover in wet 

areas. 
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Common Name 

(Botanical Name) 

Redtop (Agrostis alba) 

Weeping Lovegrass 

(Evagrostis curvula) 

Bermudagrass 

(Cynodon dactylon) 

Orchardgrass (Dactylis 

glomerata) 

Annual Ryegrass 

(Lolium multiflorum) 

Rye (Secale cereale) 

Foxtail Millet (setaria 

italica) 

TABLE 32-1 CHARACTERISTICS OF COMMONLY SELECTED GRASSES 

Life Season pH Genninati Optimum Winter Drought Fertility Soil Seed Maintenance 

Cycle Range on Time Genni nation Hardiness Tolerance Drainage Per Requirements 

in Days Temperature Tolerance Pound 

(•F) 

Perennial Cool 5.8 - 6.2 10 65 - 85 Good Fair Low Poorly SM Will tolerate poor, 

Season Drained infertile soils; deep 

Plant rooted. 

Perennial Warm 4.5 - 6.2 14 65 - 85 Fair - Poor Good Low - Somewhat 1.5M Low-fertility 

Season Medium Poorly requirements; 

Plant Drained excellent drought 

tolerance. 

Perennial Warm 5.8 - 6.2 21 70 -95 Poor Good Medium - Somewhat 1.8M High nitrogen 

Season High Poorly hulled utilization, excellent 

Plant Drained drought tolerance. 

Perennial Cool 5.8 - 6.2 18 60 - 75 Fair Fair Medium Somewhat 625K Does best on wellSeason Poorly drained, loamy soil. 

Plant Drained 

Annual Cool 5.8 - 6.2 7 60 - 70 Good Poor Medium - Somewhat 227 K Do not use in fineSeason High Poorly turf areas. 

Plant Drained 

Annual Cool 5.8 - 6.2 7 55 -70 Very Good Good Low - Somewhat 18K Do not use in fineSeason Medium Poorly turf areas. 

Plant Drained 

Annual Warm 5.8 - 6.2 10 65 - 85 Very Poor Good Medium Moderately 220K Establishes well 

Season Well during summer. 

Plant Drained Very low moisture 

requirements. 

Remarks 

Does will in 

erosion control 

mixes - not for 

lawns. 

Fast-growing, 

warm-season 

bunch grass. 

Excellent cover 

for erosion 

control. 

Common 

varieties used for 

erosion control. 

Hybrids used for 

fine turf. 

Good pasture 

selection - may 

be grazed. 

May be added 

into mixes or 

established 

alone as 

temporary cover 

in spring and fall. 

May be added 

into mixes or 

established 

alone for late 

fall/winter cover. 

May be added to 

erosion-control 

mixes or 

extablished 

alone. 
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TABLE 32-2 CHARACTERISTICS OF LEGUMES APPROPRIATE FOR EROSION CONTROL 

Common Name Life Seaso pH Genninatio Optimum Winter Drought Fertility Soil Seed Maintenance Remarks 

(Botanical Name) Cycle n Range n Time in Germination Hardines Tolerance Drainage Per Requirements 

Days Temperature s Tolerance Pound 

(•F) 

Crownvetch Perennial Cool 6.0 - 6.5 14 - 21 70 Good Very Good Medium Moderately 110K Does best on Excellent for steep, 

(coronilla varia) Season Well well-drained soils. rocky slopes. 

Plant Drained Minimum Produces colorful 

maintenance blooms in 

when established. May/June. slow to 

May need establish. Does 

phosphorus. best when seeded 

Inoculation is in spring. 

essential. 

Sericea Lespedeza Perennial Warm 5.8 - 6.2 21 - 28 70-85 Fair Very Good Low Moderately 335K Grows in most Use hulled seed in 

(Lespedeza Season Poorly well-drained soils. spring; unhulled in 

cuneata) Plant Drained Low fertility fall. Very deeprequirements. rooted legume. 

Inoculation is 

essential. 

Flatpea (Lathyrus Perennial Cool 5.0 - 7.0 14 - 28 65 -75 Good Good Low Poorly 15K Needs lime and Tolerates acidic 

silvestrus) Season Drained high phosphorus. and wetter soils 

Plant Good shade better than other 

tolerance. legumes. 

Birdsfoot Trefoil Perennial Cool 6.0 - 6.5 7 65 - 70 Good Fair Medium Somewhat 375K Inoculation is Grows better on 

(Lotus comiculatus) Season Poorly essential. Grows poorly drained 

Plant Drained in medium-fertile, soils than most 

slightly acid soils. legumes. Poor 

droughVheat 

tolerance. 

Annual Lespedezas Annual Warm 5.8 - 6.2 14 70 - 85 Fair Very Good Low Moderately 200K Will grow on Needs almost no 

(Lespedeza striata, Season Well almost any well- nitrogen to survive. 

L. stipulacea) Plant Drained drained soil. 

Red Clover Perennial Cool 6.0-6.5 7 - 14 70 Good Fair Medium Somewhat 275K Needs high levels Acts as a biennial. 

(Trifolium pratense) Season Poorly of phosphorus Can be added to 

Plant Drained and potassium. low-maintenance 

mixes. 

White Clover Perennial Cool 6.0-6.5 10 70 Good Poor Medium Poorly 700K Requires Spreads by soil 

(Trifolium repens) Season Drained favorable surface stolons, 

Plant moisture, fertile white flowers. 

soils, high pH. 
Seedbed RequirementsVegetation should not be established on slopes that are unsuitable due to 

inappropriate soil texture, poor internal structure or internal drainage, volume of 

overland flow, or excessive steepness, until measures have been taken to correct 

these problems. 

To maintain a good stand of vegetation, the soil must meet certain minimum 

requirements as a growth medium. The existing soil must have these 

characteristics: 

1. Enough fine-grained material to maintain adequate moisture and nutrient 

supply. 

2. Sufficient pore space to permit root penetration. A bulk density of 1.2 to 1.5 

indicates that sufficient pore space is present. A fine granular or crumb-like 

structure is also favorable. 

3. Sufficient depth of soil to provide an adequate root zone. The depth to rock 

or impermeable layers such as hardpans shall be 300 millimeters (12 inches) 

or more, except on slopes steeper than 2: 1 where the addition of soil is not 

feasible. 

4. A favorable pH range for plant growth. If the soil is so acidic that a pH range 

of 6.0-7.0 cannot be attained by addition of ph-modifying materials, then the 

soil is considered an unsuitable environment for plant roots and further soil 

modification would be required. 

5. Freedom from toxic amounts of materials harmful to plant growth. 

6. Freedom from excessive quantities of roots, branches, large stones, large 

clods of earth, or trash of any kind. Clods and stones may be left on slopes 

steeper than 3: 1 if they do not significantly impede good seed soil contact. 

If any of the above criteria cannot be met, i.e., if the existing soil is too coarse, 

dense, shallow, acidic, or contaminated to foster vegetation, then topsoil shall be 

applied in accordance with TOPSOILING, BMP-30. 

Necessary structural erosion and sediment control practices will be installed prior to 

seeding. Grading will be carried out according to the approved plan. 

Surfaces will be roughened in accordance with SURFACE ROUGHENING, BMP-29. 

C-210 
Soil Conditioners -

In order to modify the texture, structure, or drainage characteristics of a soil, the 

following materials may be added to the soil: 

1. Peat is a very costly conditioner, but works well. If added, it shall be 

sphagnum moss peat, hypnum moss peat, reed-sedge peat or peat humus, 

from fresh-water sources. Peat shall be shredded and conditioned in storage 

piles for at least six months after excavation. 

2. Sand shall be clean and free of toxic materials. Sand modification is 

ineffective unless you are adding 80 to 90% sand on a volume basis. This is 

extremely difficult to do on-site. If this practice is considered, consult a 

professional authority to ensure that it is done properly. 

3. Vermiculite shall be horticultural grade and free of toxic substances. It is an 

impractical modifier for larger acreage due to expense. 

4. Raw manure, is more commonly used in agricultural applications. However, 

when stored properly and allowed to compost, it will stabilize nitrogen and 

other nutrients. Manure, in its composted form, is a viable soil conditioner; 

however, its use should be based on site-specific recommendations offered 

by a professional in this field. 

5. Thoroughly rotted sawdust shall have 3.5 kilograms of nitrogen added to each 

cubic meter (6 pounds per cubic yard) and shall be free of stones, sticks, and 

toxic substances. 

6. The use of treated sewage sludge has benefitted from continuing 

advancements in its applications in the agricultural community. When 

composted, it offers an alternative soil amendment. Limitations include a 

potentially undesirable pH (because of lime added during the treatment 

process) and the possible presence of heavy metals. This practice should be 

thoroughly evaluated by a professional and be used in accordance with any 

local, state, and federal regulations. 

Lime and Fertilizer -

Lime and fertilizer needs should be determined by soil tests. Soil tests may be 

performed by a reputable commercial laboratory. Reference Appendix 32-d for 

liming applications (in lbs.) needed to correct undesirable pH for various soil types. 

C-211 
Under unusual conditions where it is not possible to obtain a soil test, the following 

soil amendments will be applied: 

Lime 

Coastal Plain: 4,480 kg/ha (2 tons/acre) pulverized 

agricultural grade limestone (448 

kg/1000 m2 - 90 lbs/1000 ft2) 

Piedmont and Appalachian Region: 4,480 ka/ha (2 tons/acre) pulverized 

agricultural grade limestone (448 

kg/1000 m2 - 90 lbs/1000 ft2) 

Note: An agricultural grade of limestone should always be used. 

Fertilizer 

Mixed grasses and legumes: 

Legume stands only: 

Grass stands only: 

1, 120 kg/ha ( 1000 lbs/acre) of 10-20-10 or 

equivalent nutrients ( 112 kg/1000 m2 - 1000 

23 lbs./1000 ft2). 

1,120 kg/ha (1000 lbs/acre) 5-20-10 (112 kg/ 

1000 m2 - 23 lbs/1000 ft2) is preferred; 

however, 1 , 120 kg/ha ( 1000 lbs/acre) of 10-

20-10 or equivalent may be used. 

1, 120 kg/ha ( 1000 lbs/acre) 10-20-10 or 

equivalent nutrients, (112 kg/1000 m2 -

1000 23 lbs./1000 ft2). 

Other fertilizer formulations, including slow-release sources of nitrogen 

(preferred from a water quality standpoint), may be used provided they can 

supply the same amounts and proportions of plant nutrients. 

Incorporation - Lime and fertilizer shall be incorporated into the top 100-150 

millimeters (4-6 inches) of the soil by discing or other means whenever possible. 

For erosion control, when applying lime and fertilizer with a hydroseeder, apply to a 

rough, loose surface. 

Seeding 

1. Certified seed will be used for all permanent seeding whenever possible. 

Certified seed is inspected by the state certifying agency. The seed must 

meet published state standards and bear an official "Certified Seed" label. 

(see Appendix 32-a). 

C-212 
2. Legume seed should be inoculated with the inoculant appropriate to the 

species. Seed of the Lespedezas, the Clovers and Crownvetch should be 

scarified to promote uniform germination. 

3. Apply seed uniformly with a broadcast seeder, drill, culti-packer seeder, or 

hydroseeder on a firm, friable seedbed. Seeding depth should be 1/4 to 1/2 

inch. 

4. To avoid poor germination rates as a result of seed damage during 

hydroseeding, it is recommended that if a machinery breakdown of 30 

minutes to 2 hours occurs, 50% more seed be added to the tank, based on 

the proportion of the slurry remaining in the tank. Beyond 2 hours, a frill rate 

of new seed may be necessary. 

Often hydroseeding contractors prefer not to apply lime in their rigs as it is 

abrasive. In inaccessible areas, lime may have to be applied separately in 

pelletized or liquid form. Surface roughening is particularly important when 

hydroseeding, as a roughened slope will provide some natural coverage of 

lime, fertilizer and seed. 

Legume inoculants should be applied at five times the recommended rate 

when inoculant is included in the hydroseeder slurry. 

Mulching -

All permanent seeding must be mulched immediately upon completion of 

seed application. Refer to MULCHING, BMP-35. 

Maintenance of New Seedings -

In general, a stand of vegetation cannot be determined to be fully established 

until it has been maintained for one full year after planting. 

Irrigation: New seedings should be supplied with adequate moisture. Supply 

water as needed, especially late in the season, in abnormally hot or dry 

weather, or on adverse sites. Water application rates should be controlled to 

prevent excessive runoff. Inadequate amounts of water may be more harmful 

than no water. 

Re-seeding: Inspect seeded areas for failure and make necessary repairs 

and re-seedings within the same season, if possible. 

a. If vegetative cover is inadequate to prevent rill erosion, over-seed and 

fertilize in accordance with soil test results. 

C-213 
b. If a stand has less than 40% cover, re-evaluate choice of plant 

materials and quantities of lime and fertilizer. The soil must be tested 

to determine if acidity or nutrient imbalances are responsible. Reestablish the stand following seedbed preparation and seeding 

recommendations. 

Fertilization: Cool season grasses should begin to be fertilized 90 days after 

planting to ensure proper stand and density. Warm season fertilization should 

begin at 30 days after planting. 

Apply maintenance levels of fertilizer as determined by soil test. In the 

absence of a soil test, fertilization should be as follows: 

Cool Season Grasses (per 1000 m2 per year) 

20 kg nitrogen (N) ( 4 lbs/1000 ft2) 

5 kg phosphorus (P) (1 lbs/1000 ft2) 

10 kg potash (K) (2 lbs/1000 ft2) 

Seventy-five percent of the total requirements should be applied between 

September 1 and December 31st. The balance should be applied during the 

remainder of the year. More than 5 kg, of soluble nitrogen per 1000 m2 

should not be applied at any one time (1 lb per 1,000 ft'). 

Warm Season Grasses 

Apply 20-25 kg (4-5 lbs/1000 ft2) nitrogen (N) between May 1 and 

August 15th per 1000 m2 per year. 

Phosphorus (P) and Potash (K) should only be applied according to 

soil test. 

Note: The use of slow-release fertilizer formulations for maintenance of turf 

is encouraged to reduce the number of applications and the impact on 

groundwater. 

Additional Information on the Successful Establishment of Grasses and 

Legumes 

See Appendix 32-b for "helpful hints" in achieving high success rates in grass or 

legume plantings. 

C-214 
APPENDIX 32-a 

SEED QUALITY CRITERIA 

Where certified seed is not available, the minimum requirements for grass and 

legume seed used in vegetative establishment are as follows: 

a. All tags on containers of seed shall be labeled to meet the requirements of 

the State Seed Law. 

b. All seed shall be subject to re-testing by a recognized seed laboratory that 

employs a registered seed technologist or by a state seed lab. 

c. All seed used shall have been tested within twelve (12) months. 

d. lnoculant - the inoculant added to legume seed in the seed mixtures shall be 

a pure culture of nitrogen-fixing bacteria prepared for the species. lnoculants 

shall not be used later than the date indicated on the container. Twice the 

supplier's recommended rate of inoculant will be used on dry seedings; five 

times the recommended rate if hydroseeded. 

e. The quality of the seed used shall be shown on the bag tags to conform to 

the guidelines in Table 32-3. 

C-215 
TABLE 32-3 

QUALITY OF SEED* 

Minimum Seed Minimum 

Purity (%) Germination (%) 

Legumes 

Crownvetch 98 65** 

Lespedeza, Korean 97 85** 

Lespedeza, Sericea 98 85** 

Grasses 

Bluegrass, Kentucky 97 85 

Fescue, Tall (Improved, 

Turf-Type Cultivars) 98 85 

Fescue, Tall (Ky-31) 97 85 

Fescue, Red 98 85 

Redtop 94 80 

Reed Canarygrass 98 90 

Perennial Ryegrass 98 87 

Weeping Lovegrass 98 87 

Annuals 

Annual Ryegrass 97 90 

German Millet 98 85 

Oats 98 80 

Cereal Rye 98 85 

* Seed containing prohibited or restricted noxious weeds should not be 

accepted. Seed should not contain in excess of 0.5% weed seed. To 

calculate percent pure, live seed, multiply germination times purity and 

divide by 100. 

** Includes "hard seed" 

C-216 
APPENDIX 32-b 

KEYS TO SUCCESSFUL ESTABLISHMENT OF GRASSES AND LEGUMES 

Planning 

Where feasible, grading operations should be planned around optimal seeding dates 

for the particular region. If the time of year is not suitable for seeding a permanent 

cover (perennial species), a temporary cover crop should be planted. Temporary 

seeding of annual species (small grains, ryegrasses or millets) often succeeds 

during periods of the year that are unsuitable for seeding permanent (perennial) 

species. 

Variations in weather and local site conditions can modify the effects of regional 

climate on seeding success. For this reason, mixtures including both cool and warm 

season species are preferred for low-maintenance cover. Such mixtures promote 

cover which can adapt to a range of conditions. Many of these mixtures are not 

desirable, however, for high quality lawns, where variation in texture of the turf is 

inappropriate. 

Selection 

Species selection should be considered early in the process of preparing an erosion 

and sediment control plan. For practical, economical stabilization and long-term 

protection of disturbed sites, species selection should be made judiciously. 

Seasonality must be considered when selecting species. Grasses and legumes are 

usually classified as warm or cool season in reference to their season of growth. 

Cool season plants realize most of their growth during the spring and fall and are 

relatively inactive or dormant during the hot summer months. Therefore, fall is the 

most favorable time to plant them. Warm season plants "green-up" late in the 

spring, grow most actively during the summer, and go dormant at the time of the 

first frost in fall. Spring and early summer are preferred planting times for warm 

season plants. 

Seed Mixtures 

As previously noted, the establishment of high quality turf frequently involves 

planting one single species. However, in seedings for erosion control purposes the 

inclusion of more than one species should always be considered. Mixtures need not 

be excessive in poundage or seed count. The addition of a quick-growing annual 

provides early protection and facilitates establishment of one or two perennials in a 

mix. More complex mixtures might include a quick-growing annual, one or two 

legumes and more than one perennial grass. 

C-217 
The addition of a "nurse" crop (quick-growing annuals added to permanent mixtures) 

is a sound practice for soil stabilization, particularly on difficult sites - those with 

steep slopes; poor, rocky, erosive soils; those seeded out the optimum seeding 

periods; or in any situation where the development of permanent cover is likely to be 

slow. The nurse crop germinates and grows rapidly, holding the soil until the 

slower-growing perennial seedlings become established. 

C-218 
APPENDIX 32-c 

PLANT INFORMATION 

ANNUAL GRASSES AND GRAINS -

Small grains are cool season annual grasses primarily grown for animal feed and 

human consumption. The grains used for soil stabilization are primarily Rye and 

Oats. Foxtail Millet, which is sometimes considered a small grain, is becoming a 

very popular and successful planting for soil stabilization. 

1. Oats (Avenasativa): A cool season annual grass primarily grown for animal 

feed and human consumption, but also used for soil stabilization. Seeding 

rates are 112 kg per hectare bare ground or 11 kg per 1,000 square meter 

(100 lbs per acre or 2-1/2 lbs. per 1000 square feet. 

2. Rye (Secale cereale): Often referred to as Winter Rye because of its winter 

hardiness, Rye is the most common small grain used for soil stabilization. It 

is also the most productive grain on dry, infertile, acid or sandy soils. It may 

be seeded in the fall for winter ground cover. By maturing early, it offers less 

competition during the late spring period, a critical time in the establishment of 

perennial species. Rye grain germinates quickly and is tolerant of poor soils. 

Including Rye grain in fall-seeded mixtures is almost always advantageous, 

but it is particularly helpful on difficult and erodible soils, erodible slopes or 

when seeding is late. Recomended rates are up to 112 kg per hectare ( 100 

lbs per acre) for bare ground. Overly thick stands of Rye grain will suppress 

the growth of perennial seedlings. Approximately 56 kg per hectare (50 lbs 

per acre) is the maximum for this purpose and, where lush growth is 

expected, that rate should either be cut in half, or Rye grain should be totally 

eliminated from the mixture. 

3. Foxtail Millet (Setaria italics): A warm season annual grass which may be 

used for temporary cover. German Millet germinates quickly and goes to 

seed quickly. These features make it an excellent companion grass for 

summer seedlings. It dies at first frost. Seeding rates are up to 56 kg per 

hectare (50 lbs. per acre) for temporary cover. Use 11 to 22 kg per hectare 

(10 to 20 lbs per acre) in mixes. 

4. Annual Rye (Lolium multiflorum): A cool season annual grass used for 

temporary cover or as a nurse grass to allow for germination of permanent 

stands. Most commonly used in mixes for erosion control. Performs well in 

neutral to slightly acid soils. Use rates up to 112 kg per hectare (100 lbs per 

acre) for temporary cover. Use 11 to 22 kg per hectare (10 to 20 lbs per 

acre) in mixes. 

C-219 
ANNUAL LEGUMES -

1. Annual Lespedezas (Lespedeza striata) 

Uses: Pasture, hay, erosion control soil improvement, wildlife food. 

Description: Annual warm season legumes. Korean Lespedeza is larger and 

coarser than Common Lespedeza and grows to about 300 millimeters (12 

inches). Seed of Korean is shiny and black, while seed of Common is 

stippled. Kobe is the most desirable variety of Common Lespedeza. 

Adaptation: Optimum pH range is 6.0 to 6.5; will grow from 5.5 to 7.0. Will 

grow in soil textures ranging from sands to clays and through a wide range of 

fertility conditions. 

Establishment: Seed should always be inoculated. May be seeded alone or 

mixed with grasses or small grains. Requires a firm seedbed; may be 

broadcast or drilled. Should be seeded in early spring at28 to 45 kg per 

hectare (25 to 40 lbs per acre) or 2 to 5 kg per 1,000 square meters (0.5 to 1 

lb per 1,000 square feet), depending on use. (Use lower figure as half the 

seeding rate of any spring seeding with grass or grain.) Should not be 

mowed at less than 75 millimeters (3 inches). Lespedeza will not make a 

large contribution in sod grasses like Bluegrass; they do best in open sod 

grasses like tall fescue. 

Sources: Seed of common variety (Kobe) and Korean varieties (Climax, 

Harbin and Rowan) are commercially available. 

PERENNIALS -

1. Tall Fescue (Festuca arundinacea) -

Uses: Pasture, hay, recreation areas, lawns and stabilization of waterways, 

banks, slopes, cuts, fills, and spoils. It is the most widely used grass at this 

time for stabilizing large disturbed areas. 

Description: A robust, cool season, long-lived, deep-rooted bunchy grass 

which may have short rhizomes (underground stems). Kentucky 31 is the 

best-known variety. A number of new varieties of Tall Fescue are becoming 

available for lawn and other fine-turf uses, and several offer definite 

improvements. However, their higher cost over the old standby, KY 31, is 

seldom justified when used for purposes of stabilization and erosion control. 

C-220 
Tall Fescue tolerates a wide range of seeding dates; however, with the 

possible exception of high mountain elevation, it is most dependable when 

planted in fall. 

Adaptation: Adapted to a wide range of climatic conditions. Optimum pH 

range is 6.0 to 7.0; will tolerate from 3.0 to 8.0. Will grow on shallow and 

claypan soils if they are moist. Growth is· limited more by moisture than by 

temperature extremes, but it will tolerate drought, infertile soils and moderate 

shade. 

Establishment: Requires a firm seedbed. Hydroseeding is successful. 

Seeding rates vary from 112 kg per hectare (100 lbs per acre) for erosion 

control to 280 kg per hectare (250 lbs per acre) for lawns. Plant in early 

spring or from the middle of August through September. Legumes may not 

thrive in fescue stands due to the aggressive growth habits of this grass. 

Mowing is desirable on critical areas at least once every two years; lack of 

periodic mowing will encourage clumpiness. 

Sources: Readily available as seed and sod. 

2. Kentucky Bluegrass (Poa pratense) -

Use: Pasture, turf for lawns, athletic fields, golf courses, and playgrounds. 

Also used to stabilize waterways, slopes, cuts and fills. Choice food for 

grouse, turkeys, deer and rabbits. 

Description: Long-lived, cool season perennial grass which forms a dense 

sod. Becomes dormant in the heat of summer since its growing season is 

spring and fall. 

Adaptation: Best adapted to well drained, fertile soils of limestone origin. 

Optimum pH range is 6.0 to 7.0. Bluegrasses are better suited to high 

maintenance situations in the transition zone. Essentially dormant during dry 

or hot weather; however, it will normally survive severe drought. 

Establishment: Requires a firm, weed-free seedbed and adequate fertilization 

(liberal phosphorus) and lime are important. Can be used with Tall Fescues 

at low rates. Minimum mowing height is 40 millimeters (1.5 inches). Critical 

erosion areas may be mowed only once per year, if desired. This grass is 

usually seeded with a mixture of other grasses or legumes; several varieties 

of Bluegrass should be used together to ensure good stand survival. Bare 

C-221 
ground rates are 135 kg per hectare (120 lbs per acre). Overseed 5 to 8 kg 

per 1,000 square meters (1 to 1.5 lbs per 1000 square feet). 

Sources: Readily available as seed and sod. 

3. Perennial Ryegrass (Lolium perrenne) -

Uses: Erosion control, soil improvement lawns, pasture, and hay; newer 

varieties are excellent for high-traffic areas. 

Description: Perennial Ryegrasses are an excellent selection where rapid 

establishment is desired. Cool season. Ryegrasses cross-pollinate freely so 

"Common Ryegrass" may be a mixture of annual and perennial species. 

Certified seed of Perennial Ryegrass varieties is produced: Blaser, Palmer, 

Goalie, Fiesta II, Ranger, Regal and Pennfine may be used. 

Adaptation: Grows best on dark, rich. soils in mild climates. Newer varieties 

have good drought tolerance but may require irrigation if under drought stress 

or heavy traffic. Will tolerate wet soils with good surface drainage. 

Establishment: A firm, mellow surface over compact subsoils gives good 

results. Seed in fall or spring. Perennial Ryegrass may also be seeded in 

mid-August to early September. For turf, use a rate of 25 to 40 kg per 1,000 

square meters (5 to 8 lbs per 1,000 square feet), if seeded alone; lesser 

amounts are suitable in mixtures, depending on the characteristics of the 

companion species. Generally not seeded alone except on athletic fields with 

intensive use. Perennial Ryegrass does best when used with bluegrass as 

20 percent or less of the mixture. Ryegrasses germinate rapidly which makes 

them particularly suited to disturbed-area stabilization and temporary seeding. 

They will, however, tend to dominate stands in mixtures if percentage is too 

high. 

Sources: Readily available commercially. Care should be taken to buy seed 

appropriate to the needs of the project. 

4. Fine Fescues 

Red Fescue 

Hard Fescue 

Chewings Fescue 

Uses: Excellent for shady, low maintenance areas and north-facing slopes. 

May be used to stabilize waterways, slopes, banks, cuts, fills, and as a cover 

crop in orchards. 

C-222 
Description: Red Fescue is a cool season perennial that occurs in two forms: 

bunchtype and creeping. Creeping Red Fescue forms a tight sod. The 

leaves of Red Fescue are narrow and wiry. Hard Fescues are slow-growing 

with excellent shade tolerance. 

Adaptation: Shade tolerant and somewhat drought-resistant once 

established. Grows well in sandy and acidic soils. Optimum pH range is 4.5 

to 6.0. Prefers well drained soils but requires adequate moisture for 

establishment. In areas of high temperature and humidity, some Fine 

Fescues may turn brown or deteriorate during the summer. Newer varieties 

of Hard Fescue are more drought tolerant. 

Establishment: Rarely seeded in pure stands. Seedbed preparation and 

fertility adjustments are usually dictated by the other grasses in the mixture. 

Red Fescues may comprise 25 to 60% by weight of a seeding mixture. In 

shaded areas red fescue may be the key grass in the mixture. Mowing 

consistently below 40 millimeters (1.5 inches) is not recommended. 

Sources: Readily available commercially. New Hard Fescues may be in 

short supply. 

5. Bermudagrass (Cynodon dactylion) 

Uses: Soil and water conservation, pasture, hay, silage, lawns, both high 

maintenance and general purpose turf, and stabilization of grassed 

waterways. 

Description: A long-lived, warm season perennial that spreads by stolons and 

rhizomes (runners and underground stems). Height of stems of Common 

Bermudagrass may be 300 millimeters (12 inches). The stems are shortjointed and the leaves flat and spreading. Common Bermudagrass may be 

established vegetatively with sprigs (sections of stems) or from seeds; 

however, it has the potential to develop into a weed problem because it 

spreads vigorously. Cold-tolerant hybrids are usually specified. These are 

traditionally established from sprigs or sod, but seed is now available. 

Adaptation: Makes its best growth when average daily temperatures are 

above 24 degrees Celsius (75 degrees Fahrenheit). Grows on a wide range 

of soils from heavy clays to deep sands. Optimum pH is 6.0 to 6.5. It is 

drought-resistant and salt-tolerant. Tolerates floods of short duration but will 

not thrive on waterlogged soils; does not persist under heavy shade. For 

rough areas, the varieties Midland (a forage hybrid) and Coastal are 

recommended. For fine-turf areas, Tufcote (a fine-leaved turf hybrid), 

Midiron, Tifway, and Vamont are used. 

C-223 
Establishment: By sodding or planting sprigs. Sprigs should be planted (by 

hand or machine) when soil is warm in a well-prepared, moist seedbed. One 

end of the sprig should extend above ground, and the other should be 

covered by firmly packed soil. 

Sources: Readily available as seed, sprigs, and sod. 

6. Reed Canarygrass (Phalaris arundinacea) 

Pasture, hay silage, and erosion control. An excellent grass for stabilizing 

waterways, healing and controlling gullies, and protecting shorelines of ponds 

and reservoirs from wave action. Also provides good cover for shooting 

preserves. Can be used in deep gullies and drainage ditches where stream 

flow is rapid. Vigorous growth may impede flow in small, low velocity 

channels. 

Description: A long-lived, cool season, clumpy perennial with coarse 

rhizomes (underground stems). Grows 1 to 2 meters (4 to 7 feet) tall. Most 

widely used variety is loreed. 

Adaptation: Does best in a cool, moist climate. Makes best growth on fertile, 

moist, medium to fine soils; but will grow in a wide range of soil moisture 

conditions. Will also grow well on swampy or floodplain soils consisting of 

peat, muck or sand. Will withstand flooding, yet is quite drought-tolerant 

when mature. Optimum pH range 5.0 to 7.5. 

Establishment: Requires a well-prepared seedbed that is firm and weed free. 

Seed in spring or late summer; drill seed alone or with a legume. Seed must 

fresh it should be labeled as having at least 70% germination tested within 

the last 6 months. Normally, pure stands should be established because this 

grass is not very compatible with other plants. Mowing should not occur more 

than twice a year on stabilized critical erosion areas or waterway as this will 

result in reduced stands. 

Sources: Available commercially. 

MISCELLANEOUS EROSION CONTROL GRASSES -

1. Weeping Lovegrass (Eragrostis curvula) 

Uses: Fast-growing cover for erosion control. In the northeast, weeping 

lovegrass acts as a summer annual. The normal life of 3 to 5 years may be 

C-224 
foreshortened by low winter temperatures. May provide permanent cover on 

southern exposure. 

Description: A rapid-growing, warm season bunch grass introduced from 

East Africa. The long, narrow leaves are numerous, very fine, and droop over 

to the ground, hence the name. Leaf height is rarely above 300 millimeters 

(12 inches). 

Adaptation: Prefers light-textured, well-drained soil; will thrive on soil of low 

fertility. Low winter temperatures may deplete stand. 

Establishment: Easy to establish by seed; germinates rapidly and grows 

quickly. Lime and fertilizer needs are similar to those of Tall Fescue and 

Ryegrass. Requires pH of 5.5 or higher. May be planted any time after 

danger of frost and throughout the summer. Very fine seed, commonly added 

to erosion control seed mixtures. Use of hydroseeders is successful if the 

seeding rate is increased to compensate for the lack of a firm seedbed. 

Normal seeding rates are 6 to 22 kg per hectare (5 to 20 lbs per acre) in 

mixes. 

Sources: Readily available from large seed companies. 

2. Redtop (Agrostis alba) 

Uses: Erosion control, pasture, companion grass in turf seedings and 

stabilizing ditch and channel banks, grassed waterways, and other disturbed 

areas. 

Description: A coarse, cool season perennial grass with rhizomes 

(underground stems). Grows to 750 to 1,000 millimeters (30 to 40 inches). 

Adaptation: Does better in the cool, humid areas. Will grow under a wide 

variety of soil and moisture conditions. Grows on very acid soils (pH 4.0 to 

7.5) and poor, clay soils of low fertility. While drought-resistant, it is also a 

useful wetland grass. 

Establishment: Has very small seed and requires a compact seedbed. May 

be sown in early spring or late summer. Seldom seeded alone except as 

temporary turf. Adequate fertilization is essential on critical areas to obtain 

good cover rapidly. Most commonly added to mixes, usually 2 to 3 kg per 

hectare (2 to 3 lbs per acre). Redtop will disappear from a stand under 

frequent low mowing. 

Sources: Available from commercial sources. 

C-225 
LEGUMES -

1. Crownvetch (Coronilla varia) 

Uses: For erosion control of critical areas such as steep roadbanks, surface 

mine spoil and industrial waste areas. It is also useful as a residential ground 

cover. It provides high-quality forage for ruminant animals and serves as a 

wildlife food and cover plant. 

Description: A deep-rooted, cool season, perennial, herbaceous legume with 

a semi-reclining growth habit. It reaches 0.5 to 1 meter (2 to 3 feet) in height, 

and does not climb or twine. It fixes nitrogen in the soil and makes a dense 

mat of vegetative cover. 

Adaptation: It grows best on well-drained soils with a pH range of 5.5 to 8.3. 

Will persist on more acid soils for a prolonged period once established. It is 

not adapted to soils with poor drainage. Crownvetch is winter hardy and 

drought-tolerant. Varieties commonly used are Chemung, Penngift and 

Emerald. 

Establishment: Only inoculated seed should be used. Requires at least 560 

kg per hectare (500 lbs. per acre) of 5-10-10 fertilizer (or the area should be 

fertilized according to soil test results). Soil acidity must be raised above a 

pH of 5.5. Crownvetch requires mulch and can be hydroseeded successfully. 

Seeding in the spring is most successful. Frost seeding may be used on 

steep or stony sites (seed in late winter, and allow frost action to work the 

seed into soil). Crownvetch often takes 2 to 3 years to establish a dense 

stand. A companion grass such as Perennial Ryegrass or Redtop needs to 

be mixed into the initial planting, but the Crownvetch will eventually crowd out 

the companion plants. It will not persist under frequent mowing. 

Sources: Available commercially. 

2. Flatpea (Lathyrus sylvestris) 

Uses: Flatpea is an erosion control plant that provides a thick mat of 

vegetative cover, fixes nitrogen in the soil, and can be maintained with a 

minimum of management. It is useful on roadbanks, dams, borrow area, 

gravel pits, surface mine spoil, and industrial waste areas. It is an ideal plant 

for stabilizing logging roads and utility right-of-ways since it will restrict the 

invasion of many woody species. It also provides good wildlife cover and 

food. 

C-226 
Description: A cool season perennial legume. It will climb to a height of 2 

meters (6.5 feet) if support is available, but the normal height is 1/2 - 1 

meters (2 to 3 feet). 

Adaptation: Flatpea is adaptable to a wide variety of soil conditions. It is 

drought-tolerant, cold-hardy, and does well on low-fertility sites such as 

sands, gravel, and soils from acid sandstones. It is not adapted to wet sites, 

but it will grow on somewhat poorly drained soils. It will tolerate minor shade 

and a minor degree of flooding. The optimum pH range is from 6.0 to 6.5. 

The only available variety is Lathco, developed by the USDA Soil 

Conservation Service. 

Establishment: Use only inoculated seed. The seedbed should be scarified, 

if possible. The seed is normally drilled or band seeded, but on rough sites 

or steep slopes, it can be broadcast and then worked into the soil by light 

dragging. Where possible, a light application of mulch, properly anchored, 

will assure a good stand. Lime is essential if the soil is below a pH of 5.0. 

Fertilize according to a soil test or apply 450 kg per hectare (400 lbs per acre) 

of 10-20-10. Work lime and fertilizer into soil when preparing the seedbed. 

For a primary stand, use a seeding rate of 15 to 20 kilograms (30 to 40 lbs) in 

a mixture with 4 to 5 kilograms (8 to 10 lbs) of Perennial Ryegrass or 5 to 8 

kilograms (10 to 15 lbs) of Tall Fescue. Flatpea is slow to germinate, so 

grasses are needed to provide quick cover. Early spring seedings in April or 

May are best; June seedings are less desirable. Grass seedings may be 

overseeded with Flatpea from November through March. Flatpea is usually 

not winter-hardy if seeded in mid or late summer; therefore, dormant seedings 

are recommended. Mulch with straw at a minimum rate of 3,400 kilograms 

per hectare (1.5 tons per acre) on all critical sites, and anchor. Little 

management is required. Remove woody vegetation if the site is invaded. 

Mowing is acceptable once the stand is established. Mow after full bloom at 

a 150 millimeter (6-inch) minimum height. 

Sources: Lathco is commercially available. 

3. Sericea Lespedeza (Lespedeza cuneata) 

Uses: Hay, pasture, erosion control, cover crop, wildlife food. 

Description: Warm season perennial legume with upright woody stems 300 to 

450 millimeters (12 to 18 inches) tall. Roots widely branched penetrating soil 

1 meter or more. 

Adaptation: Best on well drained, deep soils of medium texture. Will also 

grow on sandy, rather acidic, infertile soils. Optimum pH range is 6.0 to 6.5, 

C-227 
but will tolerate a range of 5.0 to 7.0. It is drought tolerant. Common 

varieties are Serala and Interstate. 

Establishment: Seed from April to June. Requires a firm seedbed. Use only 

inoculated seed. Rates vary from 22 to 35 kg per hectare (20 to 30 lbs per 

acre) of unhulled seed. Requires phosphate and potash. Will not persist 

under frequent mowing (once a year recommended). 

Sources: Seed of common varieties is commercially available. 

4. White Clover (Trifolium repens) 

Uses: Common White Clover is used mostly for pastures. Ladino clover, a 

giant white clover, is also used for hay and silage in mixtures with a grass. 

The thick growing, spreading characteristics of the common type make it ideal 

for erosion control. 

Description: A cool season perennial legume. The common type has a 

prostrate type of growth, while the Ladino is more upright. Both spread by 

stolons (horizontal branches along ground) and by roots at the nodes. 

Representative common varieties used are Tillman, Common and White 

Dutch. Ladino is the only cultivar for the large type. 

Adaptation: Thrives in cool climates and on moist, rich soils with full sun. 

Will not tolerate extremes of cold or drought. Where soil moisture is not 

adequate, Ladino is short-lived. Optimum soil pH is 6.5, but it will grow in a 

range of 5.0 to 7.5. Common White Clover volunteers readily in Bluegrass 

mixtures where moderate to high fertility is maintained. Stands are persistent. 

Establishment: Ladino Clover requires inoculation, fertilizing, and liming for 

successful growth. Phosphorus and potash are the key fertilizer elements 

required. Ladino makes a good companion crop with grasses such as 

Orchardgrass, Bromegrass, Tall Fescue and Timothy. These grasses will 

normally crowd out the Ladino after 2 to 3 years. Seed should be planted 

(drilled or broadcast) at shallow depths, and a firm seedbed is desirable. 

Sources: Available commercially. 

C-228 
I 

Appendix 32-d 

TABLE 32-4: 

AMOUNT OF GROUND AGRICULTURAL LIMESTONE* 

IN KILOGRAMS PER THOUSAND SQUARE METERS NEEDED 

TO CORRECT pH LEVEL OF ACID SOILS TO 6.5 

EXISTING pH Soil Texture 

Sandy Loam I Loam I Clay Loam 

6.2 30 (20) I 50 (35) 60 (40) 

6.0 60 (40) I 80 (55) 105 (70) 

5.8 80 (55) I 95 (65) 125 (85) 

5.6 105 (70) I 120 (80) 155 (105) 

5.4 135 (90) 150 (100) 185 (125) 

5.2 155 (105) 180 (120) 210 (140) 

5.0 180 (120) 210 (140) 240 (160) 

4.8 185 (125) 270 (180) 305 (205) 

4.6 230 (155) 310 (210) 340 (230) 

4.0 I 295 (200) I 370 (250) I 445 (300) 

* - Lime should always be applied in accordance with the results of a soil test. 

Values in parenthesis are amounts in pounds per 1,000 square feet. 

C-229 

I 
BMP-33 

BMP: SODDING 

Definition 

Stabilizing fine-graded disturbed areas by establishing permanent grass stands with 

sod. 

Purposes 

1. To establish permanent turf immediately. 

2. To prevent erosion and damage from sediment and runoff by stabilizing the 

soil surface. 

3. To reduce the production of dust and mud associated with bare soil surfaces. 

4. To stabilize drainageways where concentrated overland flow will occur. 

5. For use as a filtering device for sediments in areas prior to achieving 

permanent stabilization. 

Conditions Where Practice Applies 

1. Disturbed areas which require immediate vegetative covers, or where sodding 

is preferred to other means of grass establishment. 

2. Locations particularly suited to stabilization with sod are: 

- waterways carrying intermittent flow 

- area around drop inlets or in grassed swales 

- residential or commercial lawns where quick use or aesthetics are factors. 

Planning Considerations 

Extremes in temperature and moisture availability create severe stresses on both 

cool and warm season grasses. The selection of appropriate turf-establishment 

methods requires a great deal of forethought. 

C-230 
A quality turf containing the recommended mixtures and species can be established 

with either seed or sod. Soil preparation for the two methods is the same. 

The advantages of properly installed sod include: 

1. Immediate erosion control. 

2. An instant green surface with no dust or mud. 

3. Nearly year-round establishment capability. 

4. Less chance of failure than seed. 

5. Freedom from weeds. 

6. Quick use of the sodded surface. 

7. The option of buying a quality-controlled product with predictable results. 

It is initially more costly to install sod than to seed. However, this cost is justified in 

places where sod can perform better than seed in controlling erosion. 

In swales and waterways where concentrated flow will occur, properly pegged sod is 

preferable to seed because there is no lag time between installation and the time 

when the channel is protected by vegetation. 

Drop inlets which will be placed in grassed areas can be kept free of sediments, and 

the grade immediately around the inlet can be maintained, by framing the inlet with 

sod strips. 

Sod can be laid during times of the year when seeded grass may fail, so long as 

there is adequate water available for irrigation in the early weeks. 

Ground preparation and proper maintenance are as important with sod as with seed. 

Sod is composed of living plants and those plants must receive adequate care in 

order to provide vegetative stabilization on a disturbed area. 

Specifications 

Soil Preparation -

1. Prior to soil preparation, areas to be sodded shall be brought to final grade in 

accordance with the approved plan. 

C-231 
2. Soil tests should be made to determine the exact requirements for lime and 

fertilizer. 

Under difficult circumstances where it is not possible to obtain a soil test, the 

following soil amendments shall be made: 

Pulverized agricultural limestone at 440 kg per 1,000 square meters (90 lbs 

per 1,000 square feet). 

Fertilizer at 122 kg per 1,000 square meters (25 lbs per 1,000 square feet) of 

10-10-10 in fall, or 122 kg per 1,000 square feet of 5-10-10 in spring. 

Note: Equivalent nutrients may be applied with other fertilizer formulations. 

These amendments shall be spread evenly over the area to be sodded, and 

incorporated (if possible) into the top 75 to 150 millimeters (3 to 6 inches) of 

the soil by discing, harrowing or other acceptable means. 

3. Prior to laying sod, the soil surface shall be clear of trash, debris, large roots, 

branches, stones and clods in excess of 25 millimeters (1 inch) in length or 

diameter. Sod shall not be applied to gravel or other non-soil surfaces. 

4. Any irregularities in the soil surface resulting from top-soiling or other 

operations shall be filled or leveled in order to prevent the formation of 

depressions or water pockets. 

5. Areas to be topsoiled and topsoil used shall fulfill the requirements of 

TOPSOILING, BMP-30. No sod shall be spread on soil which has been 

treated with soil sterilants or any other toxic herbicides until enough time has 

elapsed to permit dissipation of toxic materials. 

Quality of Sod -

1. Sod used shall be state-certified. Certified turfgrass sod is grown from 

Certified seed, inspected and certified by the certifying agency of the states. 

This ensures genetic purity, high quality, freedom from noxious weeds and 

excessive insect or disease problems. The sod must meet published state 

standards and bear an official "Certified Turf label on the bill of jading. 

2. High-quality sod is also available outside of the state certified sod programs. 

When purchasing this sod, the consumer is encouraged to be aware of 

factors which are important in determining sod quality. High:..quality sod will 

contain the best varieties and be free of serious disease, insect, or weed 

problems. It will be dense, have good color, and hold together well. 

C-232 
3. Sod shall be machine cut at a uniform soil thickness of 13 to 25 millimeters 

(0.5 to 1.0 inches) at the time of cutting. This thickness shall exclude shoot 

growth and thatch. 

4. Pieces of sod shall be cut to the supplier's standard width and length, with a 

maximum allowable deviation in any dimension of 5%. Torn or uneven pads 

will not be acceptable. 

5. Standard size sections of sod shall be strong enough to support their own 

weight and retain their size and shape when suspended from a firm grasp on 

one end of the section. 

6. Sod shall not be cut or laid in excessively wet or dry weather. 

7. Sod shall be harvested, delivered, and installed within a period of 36 hours. 

Choosing Appropriate Types of Sod -

The type of sod used must be composed of plants adapted to the locality. Selection 

of the type of sod best suited to your area is necessary to ensure that the sod 

performs well. 

Sod Installation (See Figure 33-1) -

1. Sod should not be laid on soil surfaces that are frozen. 

2. During periods of high temperature, the soil shall be lightly irrigated 

immediately prior to laying the sod, to cool the soil and reduce root burning 

and dieback. 

3. The first row of sod shall be laid in a straight line with subsequent rows 

placed parallel to and butting tightly against each other. Lateral joints shall be 

staggered to promote more uniform growth and strength. Care shall be 

exercised to ensure that sod is not stretched or overlapped and that all joints 

are butted tight in order to prevent voids which would cause drying of the 

roots. 

4. On slopes 3: 1 or greater, or wherever erosion may be a problem, sod shall be 

laid with staggered joints and secured by stapling or other approved methods. 

Sod shall be installed with the length perpendicular to the slope (on the 

contour). 

5. As sodding of clearly defined areas is completed, sod shall be rolled or 

tamped to provide firm contact between roots and soil. 

C-233 
Figure 33-1: SODDING 

"~""' WM' 

l\,f, I -IYII 

'""' ""'' 

LAY SOD IN A STAGGERED 

PAffiRN. BUTT THE 

STRPS TIGHTLY AGAINST 

E'ACH OTHER. DO NOT 

•Ill' lll'llt'illl /\o/1 I 

LEAVE SPACES AND DO NOT 

OVERLAP. A SHARPENED 

MASON'S TROWEL IS A 

HANDY TOOL FOR TUCKINC 

DOWN THE ENDS AND 

TRIMMING PIECES. j '"" . ""' . 

--

INCORRECT 

--

CORRECT 

..._, 

-"'' 

BlJill.til, - ANGLED ENDS 

CAUSED BY THE /IJJTOMATIC SOD CUTTER MUST 

BE >.4ATCHEO CORRECTLY. 

;:(~jff?\) i i /;/: 

ROLL SOD IMMEOIATEL Y 

TO ACHIEVE f!Rt.f 

CONTACT WITH THE SOIL. 

WATER TO A DEPTH OF 100 mm (4 In.) AB NEEDED. WATER WELL AS SOON AB THE SOD IS LAID. 

MOW WHEN THE SOD IS 

ESTABLISHED - IN 2-3 WEEKS. SET THE HEIGHT OF THE MOWER 50 • 75 mm (2-3 In.). 

APPEARANCE OF GOOD SOD 

• l I 

"/ ~ I - -- _ .. -- - _ .. ~_- - _ ... -:- -- -- --~-=---; . - -- ;- -.-... - .-:- _- .. - - -: .-___ - -

::,•:=••:::-:::--::--::--:: 

,. , • : .. .,1•:,, #.: .... :: .• ::: , . : : .... •·:,,,·:.•·:.,•: .. -·: .... : .. ,·:.· 

C-234 

SHOOTS OR GRASS BLADES. GRASS SHOULD BE GREEN AND HEAL THY. MOWED AT A 50- 75 nvn (2-3 In.) CUTTING HEIGHT. 

THATCH -GRASS CLIPPINGS AND DEAD LEAVES, 

UP TO 13 mm (0.5 In.) THICK 

ROOT ZONE - SOIL AND ROOTS SHOULD BE 

13 -20 mm (0.5 • 0.75 In,) THICK, WITH DENSE 

ROOT MAT FOR STRENGTH. 
6. After rolling, sod shall be irrigated to a depth sufficient that the underside of 

the sod pad and the soil 100 millimeters (4 inches) below the sod is 

thoroughly wet. 

7. Until such time a good root system becomes developed, in the absence of 

adequate rainfall, watering shall be performed as often as necessary to 

maintain moist soil to a depth of at least 100 millimeters (4 inches). 

8. The first mowing shall not be attempted until the sod is firmly rooted, usually 

2-3 weeks. Not more than one third of the grass leaf shall be removed at any 

one cutting. 

Sodded Waterways (See Figure 33-2)-

1. Care should be taken to prepare the soil adequately in accordance with this 

specification. The sod type shall consist of plant materials able to withstand 

the designed velocity (see STORMWATER CONVEYANCE CHANNELS, 

BMP-17). 

2. Sod strips in waterways shall be laid perpendicular to the direction of flow. 

Care should be taken to butt ends of strips tightly. 

3. After rolling or tamping, sod shall be pegged or stapled to resist washout 

during the establishment period. Jute mesh or other netting may be pegged 

over the sod for extra protection in critical areas. 

4. All other specifications for this practice shall be adhered to when sodding a 

waterway. 

Maintenance of Established Sod 

1. During the 2 to 3 week establishment stage, sod shall be watered as 

necessary to maintain adequate moisture in the root zone and prevent 

dormancy of sod. 

2. No more than one third of the shoot (grass leaf) should be removed in any 

mowing. Grass height should be maintained between 50 and 75 millimeters 

(2 and 3 inches) unless otherwise specified. 

3. After the first growing season, established sod will require fertilization and 

may require lime. Follow soil test recommendations when possible, or apply 

maintenance levels as outlined in Table 33-1. 

C-235 
FIGURE 33-2: SODDED WATERWAYS 

Fl.OW 

·-

USE PEGS OR STAPLES TO FASTEN SOD 

FIRMLY - AT THE ENDS OF STRIPS AND IN THE 

CENTER, OR EVERY 900 • 1,220 mm (36 -48 in.) 

IF THE STRIPS ARE LONG. WHEN READY TO 

MOW, DRIVE PEGS OR STAPLES FLUSH WITH 

THE GROUND. 

C-236 

.. 

.. 

... 

... 

LAY SOD ACROSS THE 

DIRECTION OF Fl.OW • 

150-255mm <•-·•,~>OI n 

-.i.-:-.-:-:-:-.-:-:-:-:-:-:-:·:-:-:-:-:-:-:·:·:•:.·.·.·:.·:·:•:-:·,·. 

·.·:.·:::::. ·:.·.·.·:.·:.~:-:·:/PEC.·.o-R: ·:.·:. 

- :<<<<<<<<t?/f~f [) 

IN CRITICAL AREAS, 

SECURE SOD WITH 

NETTING. USE STAPLES. 
TABLE 33-1 

MAINTENANCE FERTILIZATION OF ESTABLISHED SOD 

Cool Season Grasses 

20 kg nitrogen per 1,000 square meters per year 

(4 lbs/1000 square feet/year) 

5 kg phosphorus (P) per 1,000 square meters per year 

( 1 lbs./1000 square feet/year) 

10 kg Potash (K) per 1,000 square meters per year 

(2 lbs./1000 square feet/year) 

75% of the total requirements should be applied between September 1 and 

December 31st. The balance should be applied during the remainder of the 

year 

Warm Season Grasses 

Apply 20-25 kg nitrogen (N) per 1,000 square meters per year 

between May 1st and August 15th 

(4-5 lbs/1000 square feet per year) 

Phosphorus (P) and Potash (K) should only be applied according to soil tests. 

Maintenance fertilization should utilize slow release fertilizers which reduce 

the number of applications per year and subsequently reduce the adverse 

impacts on groundwater. 

C-237 
BMP-34 

BMP: BERMUDAGRASS & ZOYSIAGRASS ESTABLISHMENT 

Definition 

The establishment of vegetative cover with hybrid Bermudagrass or Zoysiagrass by 

planting sprigs, stolons, or plugs. 

Purposes 

1. To reduce erosion and decrease sediment yield from disturbed areas. 

2. To stabilize disturbed areas with a specific plant material suited to the site at 

a cost of less than would be incurred by installing sod. 

3. To establish vegetative cover more rapidly than would be possible using 

seed. 

Conditions Where Practice Applies 

1. In areas where hybrid Bermudagrass or Zoysiagrass is the desired plant 

material, and establishment with sod is not preferred. 

2. Bermudagrass and Zoysiagrass are particularly suited to draughty, sandy 

sites or situations where high salt content is a problem. They should not be 

used in shaded areas or on poorly drained sites. 

3. Where irrigation can be made available during the establishment phase. 

Planning Considerations 

Bermuda and Zoysia are warm season, permanent grasses which are well-suited to 

erosion control, as they have vigorous rhizomes and stolons (runners). There are 

two types of Bermudagrass grown, common and hybrid. 

Common Bermudagrass produces seed and may be established with seed. 

However, it has the potential to become a weed problem because it spreads 

vigorously; it is also coarse and not suitable for fine turf. Common Bermuda has 

little cold tolerance and winterkills frequently. 

C-238 
Hybrid Bermudagrasses and Zoysiagrass are established mainly by sodding, 

sprigging, or plugging. There are recent developments in the turf industry that have 

allowed hybrid Bermuda stands to be established from seed; however, the 

technology is relatively new. These grasses produce a fine, tight turf, do not spread 

as vigorously as common Bermudagrass, exhibit good cold tolerance, and can 

withstand many adverse conditions. For these reasons, hybrid Bermudagrass and 

Zoysiagrass are the warm season permanent turf grasses of choice. 

Sprigging: A sprig is a small section of rhizome (underground stem) 75 to 125 

millimeters (3 to 5 inches) long, with at least one node or joint. Leaves 

should be present at the nodes. Stolons (runners) are above-ground stems 

that spread by creeping on the soil surface. A mixture of sprigs and stolons 

is usually used in "sprigging". Sprigs may be planted by machine or hand. 

Plugging: Plugs are small sections of sod which are pressed into precut holes 

in the soil so that topgrowth is flush to the surface and leaves are exposed. 

Plugs are usually planted by hand; however, plugging machines are also 

available. 

Notably, where speed is essential and cost is not an overriding constraint, sod 

should be used (see SODDING, BMP-33). 

Both Zoysia and Bermuda are particularly suited to use in grasslined waterways. 

Depending upon the soil type, an established stand of can tolerate intermittent 

concentrated flows of water on slopes up to 10%. It is important to divert runoff 

from the waterway during the first three weeks of establishment to permit the grass 

to take root. If this cannot be done, the center of the waterway should be sodded to 

prevent washout. 

Bermudagrass is drought-tolerant, salt-tolerant, and tolerates floods of short 

duration. It prefers a pH range from 6.0-7.0 with high nitrogen fertilization during the 

growing season. Most Bermudagrasses are adapted to the warmer climates; 

however, turf research has developed several varieties that continue to perform very 

well in the colder regions. Currently, varieties of all Bermudagrass will be dormant 

in winter and will turn brown at that time. 

The Bermudagrass hybrids most frequently used differ in appearance, cold 

tolerance, and suitability for turf use. The following varieties are suggested for 

rough and fine-turf areas: 

C-239 
For Rough Areas -

Midland: A cold-hardy variety adapted in all areas of the state at medium to low 

elevations. Adapted for forage production, this is a tall-growing Bermuda (12-18 

inches) and should be used in low-maintenance areas. 

Coastal: Also a forage type, for low-maintenance areas. 

For Fine-Turf Areas -

Midiron: A fine-turf type. Has a good to fair chance of surviving most winters. 

Vamont: Similar cold tolerance and texture to Midiron but far more aggressive. 

Tufcote: A fine-turf type. Less cold-hardy than Midiron. 

Tifway: A fine-textured turf type. Not as cold-hardy as Tufcote. 

It has been determined that Zoysia has limited potential for use in athletic field 

development due to recovery problems and slow establishment. Establishment is 

commonly achieved by sprigs or plugs and seeds pretreated with potassium 

hydroxide. The following varieties are presently listed on the recommended list: 

Meyer: A broad blade is prevalent. This variety is considered more winter-hardy 

than others. 

Emerald: A fine-turf type. A much finer blade than that found on Meyer. This 

variety is also much less winter-hardy. 

Specifications 

Soil Preparation -

Procedures for preparing the soil are the same for sprigging and plugging. 

1. Bermuda and Zoysia require soil which is well drained, loose enough for root 

penetration, has a pH range between 6.0-7.0, and is free of toxic amounts of 

materials harmful to plant growth. If any of these criteria cannot be met, 

topsoil shall be applied in accordance with TOPSOILING, BMP-30. 

2. Necessary erosion and sediment control practices will be installed prior to 

establishment of Bermudagrass. Final grading will be carried out according to 

the approved plan. 

C-240 
3. Surfaces will be roughened in accordance with SURFACE ROUGHENING, 

BMP-29. 

4. The soil shall be free of debris, trash, large roots, and weeds. 

Lime and Fertilizer -

Soil tests should be made to determine the exact requirements for lime and fertilizer. 

Soil tests may be conducted by a reputable commercial laboratory. Information on 

state soil tests is available from county or city agricultural extension agents. 

Under difficult circumstances where it is not possible to obtain a soil test, the 

following soil 

Pulverized agricultural limestone: 440 kg/1,000 square meters (90 lbs/1,000 

square feet). An agricultural grade of limestone should be used. 

Fertilizer: Apply 110 kg/1,000 sq. meters of 10-10-10 (1000 lbs./acre) and 

follow with additional nitrogen application as indicated by soil test conducted 

30-60 days later. 

Note: Equivalent nutrients may be applied with other fertilizer formulations. 

These amendments shall be spread evenly over the area to be sprigged, and 

incorporated into the top 75 to 150 millimeters (3-6 inches) of the soil by discing, 

harrowing or other acceptable means. 

Any irregularities in the soil surface resulting from topsoiling or other operations shall 

be filled or leveled in order to prevent the formation of water pockets. 

Soil preparation, liming, and fertilizing should be completed before delivery of sprigs 

or sod is requested. This material is perishable and should not remain on a pallet or 

in crates longer than 36 hours from the time of digging. The presence of mildew or 

distinct yellowing of the leaves is usually a good indication of damage to turf. 

Sprigging and Plugging -

Sources: Sprigs can be purchased as sod and then shredded or can often be 

purchased by the bushel. For turf-type Bermudagrasses, Certified or Approved sod 

sources should be used. Plugs may be cut from sod as needed or purchased 

precut. Coastal and Midland Bermudagrasses may be available through agricultural 

sources. Interested persons should contact the county or city agricultural extension 

agent or the USDA-SGS district office for information on where these materials may 

C-241 
be obtained. Sprigs shall be 75 to 125 millimeters (3 to 5 inches) long, having 

several nodes Uoints). Plugs shall have a minimum diameter of 50 millimeters (2 

inches). 

Quantities of Material Needed: 

Sprigging: 72- 108 square meters of sod per 1,000 square meters (8-12 

square yards of sod per 1,000 square feet). One bushel of sprigs is 

approximately equal to 1 square yard of sod (with soil removed). 

Plugging: About 72 square meters of sod per 1,000 square meters (12 square 

yards of sod for 1,000 square feet). 

When to Plant: To establish quickly, many feel Bermudagrass should not be in a 

dormant state (leaves should be green). However there is research that shows 

some success with dormant installations. Nonetheless, in order that plants may 

develop adequate root structure before cold weather begins, plantings should be 

made no later than midsummer. May 1 through July 15 is the optimum season for 

Bermudagrass establishment. 

How to Plant: 

Sprigging: Sprigs may be broadcast over the surface by hand, planted in rows 

by machine, or applied with a hydrosprigger. Machines are available which 

will insert sprigs properly and firm the soil over them. When sprigs are 

broadcast or hydrosprigged, they should be partially covered with soil by light 

discing or topdressing with good soil. Ideally, half of the sprig should be 

covered with soil, and half (including some leaves) should be exposed. Soil 

should be firmed over the sprigs by using a cultipacker, or by rolling or 

tamping. When planted in rows, sprigs should be placed no more than 300 

millimeters ( 12 inches) apart in rows which are 300 to 450 millimeters ( 12 to 

18 inches) apart. Closer spacing is recommended for slopes, waterways, and 

highly erodible soils. 

Plugging: Plugs should be inserted in the soil surface so that leaf tips are 

above the surrounding soil, and tamped firmly in place. Plugs should be 

placed in a grid pattern on 300 to 450 millimeter centers (12 to 18 inches). 

Closer spacing is recommended on critical areas. Plugs are usually placed 

by hand, but machines are available which can plug automatically. 

C-242 
Helpful Hints: The following are essential for good Bermudagrass or Zoysiagrass 

growth: 

1. Adequate moisture - water immediately after planting, and water enough to 

keep soil moist to a depth of 100 millimeters (4 inches) during the first 4 

weeks and as needed thereafter to sustain growth. 

2. Sunlight - do not permit mulches, other plantings, etc. to shade new 

Bermudagrass stands. 

3. Freedom from erosive forces - keep concentrated flows of water off of new 

plantings for 2 weeks to one month. 

Weed Control: In order to become effectively established, Bermudagrass must not 

have to compete with weeds for sunlight, water, or space. Cultivating is impractical 

as growing stolons may be injured. 

Oxadiazon or equivalent, applied immediately following sprigging at a rate of 110 -

170 kilograms per hectare (100-150 lbs./acre) depending on time of year gives 

excellent control of most broadleaf and grassy weeds; use 2-3 kilograms per hectare 

(2-3 lbs per acre) of active ingredient. For control of broadleaf weeds only, apply 

Dicamba (0.3 to 0.6 kilograms active ingredient/hectare (0.25 to 0.5 lbs per acre) 

and 2,4-D - 1.1 kilogram active ingredient/hectare (1 lb/acre). Use these herbicides 

when weeds are 50 to 75 millimeters tall (2- to 3-inches), but not before-grass is 

well-rooted. 

Maintenance 

Bermudagrass and Zoysiagrass sprigs and plugs can be expected to root in 5 to 10 

days under optimum conditions. Full coverage of the soil by spreading plants can 

be obtained in 8-12 weeks with good growing conditions and proper maintenance. 

Stands may be mowed when growth requires it. Coastal and Midland growths may 

be left unmowed except for once-a-year trimming to 150 millimeters (6 inches). 

Turf-type Bermudagrasses may be cut at 25 to 40 millimeters (1 to 1.5 inches). 

For maintenance purposes, apply 5 kilograms actual nitrogen per 1,000 square 

meters ( 1 lb/1000 square feet) at 30-45 day intervals after initial installation until 

August 15th. Fertilizer must be of a type in which 50% or more of the nitrogen is 

water-insoluble. 

C-243 
BMP-35 

BMP: MULCHING 

Definition 

Application of plant residues or other suitable materials to the soil surface. 

Purposes 

1. To prevent erosion by protecting the soil surface from raindrop impact and 

reducing the velocity of overland flow. 

2. To foster the growth of vegetation by increasing available moisture and 

providing insulation against "extreme heat and cold. 

Conditions Where Practice Applies 

1. Areas which have been permanently seeded (see BMP-32, PERMANENT 

SEEDING) should be mulched immediately following seeding. 

2. Areas which cannot be seeded because of the season should be mulched to 

provide some protection to the soil surface. An organic mulch should be 

used, and the area then seeded as soon weather or seasonal conditions 

permit. It is not recommended that fiber mulch be used alone for this 

practice; at normal application rates it just simply does not provide the 

protection that is achieved using other types of mulch. 

3. Mulch may be used together with plantings of trees, shrubs, or certain ground 

covers which do not provide adequate soil stabilization by themselves. 

4. Mulch shall be used in conjunction with temporary seeding operations as 

specified in TEMPORARY SEEDING, BMP-31. 

Planning Considerations 

Mulches are applied to the soil surface to conserve a desirable soil property or to 

promote plant growth. A surface mulch is one of the most effective means of 

controlling run-off and on disturbed land. 

C-244 
Mulches can increase the infiltration rate of the soil, reduce soil moisture loss by 

evaporation, prevent crusting and sealing of the soil surface, modify soil 

temperatures, and provide a suitable microclimate for seed germination. 

Organic mulch materials, such as straw, wood chips, bark, and fiber mulch have 

been found to be the most effective. 

Chemical soil stabilizers or soil binders should not be used alone for mulch. These 

materials are useful to bind organic mulches together to prevent displacement. 

A variety of manufactured SOIL STABILIZATION BLANKET'S AND MATTING (see 

BMP-36) have been developed for erosion control in recent years. Some of these 

products can be used as mulches, particularly in critical areas such as waterways. 

They also may be used to hold other mulches to the soil surface. 

The choice of materials for mulching will be based on the type of soil to be 

protected, site conditions, season and economics. It is especially important to 

mulch liberally in midsummer and prior to winter, and on cut slopes and southern 

slope exposures. 

Organic Mulches -

Straw - The mulch most commonly used in conjunction with seeding. The straw 

should come from wheat or oats (free of troublesome weed seeds) and may be 

spread by hand or machine. Straw can be windblown and must be anchored down 

by an acceptable method. 

Hay - May be used in lieu of straw where volunteers will not present a problem, and 

may be spread by hand or machine. Hay can be windblown and must also be 

anchored or tacked down. 

Corn Stalks - These should be shredded into 100 to 150 millimeter (4 to 6 inch) 

lengths. Stalks decompose slowly and are resistant to displacement. 

Wood Chips - Suitable for areas that will not be closely mowed, and around 

ornamental plantings. Chips decompose slowly and do not require tacking. They 

must be treated with 6 kilograms of nitrogen per 1000 kilograms of chips (12 pounds 

per ton) to prevent nutrient deficiency in plants; however, can be a very inexpensive 

mulch if chips are obtained from trees cleared on the site. 

Bark Chips, Shredded Bark - These are by-products of timber processing which are 

used in landscaped plantings. Bark is also a suitable mulch for areas planted to 

grasses and not closely mowed. It may be applied by hand or mechanically and is 

not usually toxic to grasses or legumes; additional nitrogen fertilizer is not required. 

C-245 
Fiber Mulch - Used in hydroseeding operations and applied as part of the slurry. It 

creates the best seed-soil contact when applied over top of (as a separate 

operation) newly seeded areas. These fibers do not require tacking, although 

tacking agents or binders are sometimes used in conjunction with the application of 

fiber mulch. This form of mulch does not provide sufficient protection to highly 

erodible soils. Additionally, fiber mulch will not be considered adequate mulch when 

used during the dry summer months or when used for late fall mulch cover. Use 

straw mulch during these periods. Fiber mulch may be used to tack (anchor) straw 

mulch. This treatment is well suited for steep slopes, critical areas, and areas 

susceptible to displacement. 

There are other organic materials which make excellent mulches but are only 

available locally or seasonally. Creative use of these materials can reduce costs. 

Chemical Mulches and Soil Binders -

A wide range of synthetic, spray-on materials are marketed to stabilize and protect 

the soil surface. These are emulsions or dispersions of vinyl compounds, rubber or 

other substances which are mixed with water and applied to the soil. They may be 

used alone in some cases as temporary stabilizers, or in conjunction with fiber 

mulches or straw. 

When used alone, chemical mulches do not have the capability to insulate the soil 

or retain soil moisture that organic mulches have. This soil protection is also easily 

damaged by traffic. Application of these mulches is usually more expensive than 

organic mulching, and the mulches decompose in 60-90 days. 

Blankets and Matting -

Field experience has shown that plastic netting, when used alone, does not retain 

soil moisture or modify soil temperature. In some cases it may stabilize the soil 

surface while grasses are being established, but is primarily used in grassed 

waterways and on slopes to hold straw or similar mulch in place. 

Jute mesh and other soil stabilization blankets are good choices for mulching on 

difficult slopes and in minor drainage swales. Most of the soil stabilization mattings 

(used to create a permanent matrix for root growth within the soil) must receive 

mulching in order to properly stabilize an area. Notably, some manufacturers have 

recently developed permanent mattings which include self-contained, temporary 

mulching materials; however, these measures will have to meet the requirements 

noted in BMP-36, SOIL STABILIZATION BLANKET'S AND MATTING, before they 

can be recommended for use on steep slopes and in channel flow situations. 

C-246 
The most critical aspect of installing blankets and mats is obtaining firm continuous 

contact between the material and the soil. Without such contact, the material may 

fail and thereby allow erosion to occur. It is important to use an adequate number 

of staples and make sure the material is installed properly in order to maximize soil 

protection. These products are discussed in more detail in BMP-36, SOIL 

STABILIZATION BLANKETS & MATTING. 

Specifications 

Mulches -

Organic mulches may be used in any area where mulch is required, subject to the 

restrictions noted in Table 35-1 . 

Materials: Select mulch material based on site requirements, availability of materials, 

and availability of labor and equipment. Table 35-1 lists the most commonly used 

organic mulches. Other materials, such as peanut hulls and cotton burs, may be 

used With the permission of the local Plan-Approving Authority. 

Prior to mulching: Complete the required grading and install needed sediment 

control practices. 

Lime and fertilizer should be incorporated and surface roughening accomplished as 

needed. Seed should be applied prior to mulching except in the following cases: 

a. Where seed is to be applied as part of a hydroseeder slurry containing 

fiber mulch. 

b. Where seed is to be applied following a straw mulch spread during 

winter months. 

Application: Mulch materials shall be spread uniformly, by hand or machine. When 

spreading straw mulch by hand, divide the area to be mulched into approximately 

100 square meter (1,000 square feet) sections and place 34-44 kilograms of straw 

in each 100 square meter section to facilitate uniform distribution (70-90 lbs of straw 

per 1,000 square foot section). 

Mulch Anchoring: Straw mulch must be anchored immediately after spreading to 

prevent displacement. Other organic mulches listed in Table 35-1 do not require 

anchoring. The following methods of anchoring straw may be used: 

C-247 
TABLE 35-1 

ORGANIC MULCH MATERIALS AND APPLICATION RATES 

MULCHES RATES NOTES 

Kilograms per Pounds per 

1,000 sq. 1000 sq. feet 

meters 

Straw or Hay 340 - 440 kg 70 - 90 lbs. Free from weeds and 

coarse matter. Must be 

anchored. Spread with 

mulch blower or by hand. 

Fiber Mulch 170 kg 35 lbs. Do not use as mulch for 

winter cover or during 

hot, dry periods.* Apply 

as slurry. 

Corn Stalks 905 - 1,345 kg 185- 275 lbs. Cut or shredded in 4-6" 

lengths. Air-dried. Do 

not use in fine turf areas. 

Apply with mulch blower 

or by hand. 

Wood Chips 905 - 1,345 kg 185 - 275 lbs. Free of coarse matter. 

Air dried. Treat with 12 

lbs nitrogen per ton. Do 

not use in fine turf areas. 

Apply with mulch blower, 

chip handler, or by hand. 

Bark Chips or 0.8 - 1.5 cubic 1-2 cubic yards Free of coarse matter. 

Shredded Bark meters Air dried. Do not use in 

fine turf areas. Apply 

with mulch blower, chip 

handler, or by hand. 

When fiber mulch is the only available mulch during periods when straw should 

be used, apply at a minimum rate of 220 kg/1,000 square metes (45 lbs./1000 

sq. ft.) 

C-248 
1. Mulch anchoring tool (often referred to as a Krimper or Krimper Tool): This is 

a tractor-drawn implement designed to punch mulch into the soil surface. 

This method provides good erosion control with straw. It is limited to use on 

slopes no steeper than 3: 1, where equipment can operate safely. Machinery 

shall be operated on the contour. 

2. Fiber Mulch: A very common practice with widespread use today. Apply fiber 

mulch by means of a hydroseeder at a rate of 560-840 kilograms per hectare 

(500-750 pounds per acre) over top of straw mulch or hay. It has an added 

benefit of providing additional mulch to the newly seeded area. 

3. Liquid mulch binders: Application of liquid mulch binders and tackifiers should 

be heaviest at edges of areas and at crests of ridges and banks, to prevent 

displacement. The remainder of the area should have binder applied 

uniformly. Binders may be applied after mulch is spread or may be sprayed 

into the mulch as it is being blown onto the soil. 

The following types of binders may be used: 

a. Synthetic binders - Formulated binders or organically formulated 

products may be used as recommended by the manufacturer to 

anchor mulch. 

b. Asphalt* - Any type of asphalt thin enough to be blown from 

spray equipment is satisfactory. Recommended for use are 

rapid curing (RC-70, RC-250, RC-800), medium curing (MC-250, 

MC-800) and emulsified asphalt (SS-1, CSS-1, CMS-2, MS-2, 

RS-1, RS-2, CRS-1, and CRS-2). 

Apply asphalt at 0.5 liters per square meter (10 gallons per 

1,000 square feet). Do not use heavier applications as it may 

cause the straw to "perch" over rills. All asphalt designations 

are from the Asphalt Institute Specifications. 

*Note: This particular method is not used as commonly today as it once was 

in the past. The development of hydraulic seeding equipment 

promoted the industry to turn to synthetic or organically based binders 

and tackifiers. When this method is used, environmental concerns 

should be addressed to ensure that petroleum-based products do not 

enter valuable water supplies. Avoid applications into waterways or 

channels. 

4. Mulch netting: Lightweight plastic, cotton, or paper nets may be stapled over 

the mulch according to manufacturer's recommendations. 

C-249 
5. Peg and twine: Because it is labor-intensive, this method is feasible only in 

small areas where other methods cannot be used. Drive 200 to 250 

millimeter (8- to 10-inch) wooden pegs to within 75 millimeters (3 inches) of 

the soil surface, every 1 meter (4 feet) in all directions. Stakes may be driven 

before or after straw is spread. Secure mulch by stretching twine between 

pegs in a criss-cross-within-a square pattern. Turn twine 2 or more times 

around each peg. 

Chemical Mulches -

Chemical mulches* may be used alone only in the following situations: 

a. Where no other mulching material is available. 

b. In conjunction with temporary seeding during the times when mulch is 

not required for that practice. 

c. From March 15 to May 1 and August 15 to September 30, provided 

that they are used on areas with slopes no steeper than 4: 1, which 

have been roughened in accordance with SURFACE ROUGHENING, 

BMP-29. If rill erosion occurs, another mulch material shall be applied 

immediately. 

Note: Chemical mulches may be used to bind other mulches or with fiber 

mulch in a hydroseeded slurry at any time. Manufacturer's 

recommendations for application of chemical mulches shall be followed. 

Maintenance 

All mulches and soil coverings should be inspected periodically (particularly after 

rainstorms) to check for erosion. Where erosion is observed in mulched areas, 

additional mulch should be applied. Nets and mats should be inspected after 

rainstorms for dislocation or failure. If washouts or breakage occur, re-install netting 

or matting as necessary after repairing damage to the slope or ditch. Inspections 

should take place up until grasses are firmly established. Where mulch is used in 

conjunction with ornamental plantings, inspect periodically throughout the year to 

determine if mulch is maintaining coverage of the soil surface; repair as needed. 

C-250 
BMP-36 

BMP: SOIL STABILIZATION BLANKETS & MATTING 

Definition 

The installation of a protective covering (blanket) or a soil stabilization mat on a 

prepared planting area of a steep slope, channel or shoreline. 

Purpose 

To aid in controlling erosion on critical areas by providing a microclimate which 

protects young vegetation and promotes its establishment. In addition, some types 

of soil stabilization mats are also used to raise the maximum permissible velocity of 

turf grass stands in channelized areas by "reinforcing the turf to resist the forces of 

erosion during storm events. 

Conditions Where Practice Applies 

On short, steep slopes where erosion hazard is high and planting is likely to be too 

slow in providing adequate protective cover; in vegetated channels where the 

velocity of design flow exceeds "allowable" velocity; on streambanks or tidal 

shorelines where moving water is likely to wash out new plantings; or in areas 

where the forces of wind prevent standard mulching practices from remaining in 

place until vegetation becomes established. 

Planning Considerations 

Soil stabilization blan.kets and mats can be applied to problem areas to supplement 

nature's erosion control system (vegetation) in its initial establishment and in 

providing a safe and "natural" conveyance for high velocity stormwater runoff. They 

are being used today in many applications were previously a structural lining would 

have been required. Care must be taken to choose the type of blanket or matting 

which is most appropriate for the specific needs of a project. Two general types of 

blankets and mats are discussed within this management practice. However, with 

the abundance of soil stabilization products available today, it is impossible to cover 

all the advantages, disadvantages and specifications of all manufactured blankets 

and mats. Therefore, as with many erosion control-type products, there is no 

substitute for a thorough understanding of the manufacturer's instructions and 

recommendations and a site visit by a designer or plan reviewer to verify a product's 

appropriateness, 

C-251 
Treatment-1 is a degradable soil stabilization blanket which includes "combination" 

blankets consisting of a plastic netting which covers and is intertwined with a natural 

organic or manmade mulch; or, a jute mesh which is typically homogeneous in 

design and can act alone as a soil stabilization blanket. 

It should be used to help establish vegetation on previously disturbed slopes -

normally problem slopes of 3: 1 or greater. Since the materials which compose the 

soil stabilization blankets will deteriorate over time, they should be used in 

permanent conveyance channels with the realization that the system's resistance to 

erosion is based on the type of vegetation planted and the existing soil 

characteristics. During the establishment of vegetation, Treatment-1 should not be 

subjected to shallow or deep concentrated flows moving at greater than 1 meter per 

second (4 feet per second). 

Treatment-1 provides the following benefits in the achievement of vegetative 

stabilization when properly applied over seed and.required amendments: 

1. Protection of the seed and soil from raindrop impact and subsequent 

displacement. 

2. Thermal consistency and moisture retention for seedbed area. 

3. Stronger and faster germination of grasses and legumes. 

4. Planing off excess stormwater runoff. 

5. Prevention of sloughing of topsoil added to steeper slopes. 

Treatment-2 is a soil stabilization matting which consists of a non-degradable, 3-

dimensional plastic structure which can be filled with soil prior to planting. This 

configuration provides a matrix for root growth where the matting becomes 

entangled and penetrated by roots, forming continuous anchorage for surface 

growth and promoting enhanced energy dissipation. Treatment-2 can be used on 

problem slopes (normally 3:1 or greater), and in stormwater conveyance channels. 

In addition to those benefits noted for Treatment-1, Treatment-2 provides the 

following benefits in the achievement of vegetative stabilization and in the 

replacement of more traditional channel linings such as concrete and riprap: 

1. Causes soil to drop out of stormwater and fill matrix with fine soils which 

become the growth medium for the development of roots. 

C-252 
2. When embedded in the soil within stormwater channels, it acts with the 

vegetative root system to form an erosion resistant cover which resists 

hydraulic lift and shear forces. 

Since Treatment-2 is non-degradable, it can be used in permanent conveyance 

channels and can withstand higher velocities of flow than the vegetation and soil 

would normally allow. However, a 3 meter per second (10 feet per second) of flow 

should be the maximum allowed in a conveyance system which utilizes 

Treatment-2. 

TREATMENT-1: SOIL STABILIZATION BLANKET 

Allowable Velocity Range During Vegetation Establishment: 0 - 3 meters per second 

(0 - 4 feet per second). 

Materials -

1. Combination Blankets - They shall consist of a photo-degradable plastic 

netting which covers and is entwined in a natural organic or man-made 

mulching material. 

2. 

The mulching material shall consist of wood fibers, wood excelsior, straw, 

coconut fiber, or man-made fibers, or a combination of the same. The 

blanket shall be of consistent thickness with the mulching material/fibers 

evenly distributed over its entire length. The mulching material/fibers must 

interlock or entwine to form a dense layer which not only resists raindrop 

impact, but will allow vegetation to penetrate the blanket. 

The blanket shall be nontoxic to vegetation and to the germination of seed 

and shall not be injurious to the unprotected skin of humans. At a minimum, 

the plastic netting must cover the top side of the blanket and possess a high 

web strength. The netting shall be entwined with the mulching material/fiber 

to maximize strength and provide for ease of handling. 

Jute Mesh - It shall be of a uniform, open, plain weave, of undyed and 

unbleached single jute yam. The yam shall be of loosely twisted construction 

and shalf not vary in thickness by more than one half of its normal diameter. 

Jute mesh shall be new and shall conform to the following: 

C-253 
a. Length of jute mesh shall be marked on each roll. 

b. There shall be 15 millimeter (0.60-inch) openings (+/- 25%) between 

strands, lengthwise. 

c. There shall be 23 millimeter (0.90-inch) openings (+/- 25%) between 

strands, lengthwise. 

d. Weight shall average 0.5 kilograms per square meter (0.90 lbs per 

square yard) with a tolerance of 5%. 

As previously noted, jute mesh provides such good coverage (large surface 

area of strands) and contains such small openings that it can be used alone 

as a blanket. 

3. Other Treatment-1 Products - These shall conform to manufacturer's 

specifications and be approved by the Plan-Approving Authority prior to being 

specified for a particular application. These products should be installed in 

accordance with manufacturer's recommendations, provided those 

recommendations are at least as stringent as this specification. 

4. Staples - Staples for anchoring Treatment-1 shall be No. 11-gauge wire or 

heavier. Their length shall be a minimum of 150 millimeters (6 inches). A 

larger staple with a length of up to 300 millimeters (12 inches) should be used 

on loose, sandy, or unstable soils. 

Installation Requirements 

Site Preparation - After site has been shaped and graded to approved design, 

prepare a friable seedbed relatively free from clods and rocks more than 25 

millimeters (1 inch) in diameter and any foreign material that will prevent uniform 

contact of the protective covering with the soil surface. 

Planting - lime, fertilize, and seed in accordance with seeding or other type of 

planting plan. When using jute mesh on a seeded area, apply approximately onehalf the seed after laying the mat. The protective covering can be laid over sprigged 

areas where small grass plants have been inserted into the soil. Where ground 

covers are to be planted, lay the protective covering first and then plant through the 

material as per planting design. 

When open-weave nets are used, lime, fertilizer, seed and mulch should be applied 

before laying the net. When a combination blanket (such as an "excelsior" blanket) 

is used, seed and soil amendments must also be applied -before the blanket is laid. 

Orientation - See Figure 36-1 for orientation of Treatment-1 for different topographic 

conditions. 

C-254 
FIGURE 36-1: TYPICAL ORIENTATION OF TREATMENT-I 

CSOIL STABILIZATION BLANKET> 

WHERE THERE IS A BERM AT 

ON SHALLOW SLOPES, STRIPS OF 

NETTING PROTECTIVE COVERINGS 

MAY BE APPLIED ACROSS THE SLOPE. 

-I1-u-,,-

THE TOP OF THE SLOPE, BRING 

NETTING MATERIAL OVER THE TOP 

AND ANCHOR BEHIND THE BERM. 

.t=ll=ll:e-:II::;.._ 

-=11=11=11=11=-,. sll;;;;ll-ll=ll=ll;:;;;1, 

il=ll=ll=ll=ll=ll=lt .-.. · -,,=11=I1-1I=11.::ll=l!=II- ""' 1=11=11=11=11=11=11=11""'11~ - =11=11=11::11=11=11= -11;::;11=11;;;;;:11:= - =ION STEEP SLOPES, APPLY PROTECTIVE 

COVERING PARALLEL TO THE DIRECTION 

OF FLOW AND ANCHOR SECURELY. 

C-255 

IN DITCHES, APPLY PROTECTIVE COVERING 

PARALLEL TO THE DIRECTION OF FLOW. 

USE CHECK SLOTS AS REQUIRED. AVOID 

JOINING MATERIAL IN THE CENTER OF THE 

DITCH IF AT ALL POSSIBLE. 
FIGURE 36-2: TYPICAL TREATMENT-I 

<SOIL STABILIZATION BLANKET) 

INSTALLATION CRITERIA 

JUNCTION SLOT TAMP 

ANCHOR SLOT 

NOTES: 

APPROXIMATELY 240 STAPLES REQUIRED 

PER IOOm2 1100 SQ. YDS.> OF MATERIAL ROLL. 

ANCHOR SLOTS, JUNCTION SLOTS AND CHECK 

SLOTS TO BE BURIED 150mm 16"> TO 300mm 112">. 

!JUTE MESH WILL HAVE 

STABLED LAP JOINT IN 

LIEU OF EDGE JOINT> 

I.Sm 15'1 MAX. ii OR FLATTER 

Im 13') MAX. STEEPER THAN ii 

f, I I 

--J f--2smm 11·, TO 

-,----,,---50mm 12") .. 1....... .....a.. ................. ___._ ........... I- VAR. 150mm 16"> 

TO 200mm cs·r__ VAR. 

PLAN VIEW 

STAPLING DIAGRAM 

STAPLE FORMED FROM NO. II STEEL WIRE. • CHECK SLOTS AT 15m C-C INTERVALS1 NOT 

200mm cs·, MIN. LENGHT FOR SANDY SOIL. REQUIRED WITH ALL "COMBINATION" BLANKETS. 

150mm 16"> MIN. LENGHT FOR OTHER SOIL. 

TERMINAL FOLD FIRML y 150mm 16"> TO 

-.JL..-,. .... -,p-,... .... a;1p+,.--,[ 300mm 112"> 

TAMP FIRMLY 

50mm 12"> 

C-256 
Laying and Stapling (see Figure 36-2) - If instructions have been followed, all 

needed check slots will have been installed, and the protective covering will be laid 

on a friable seedbed free from clods, rocks, roots, etc. that might impede good 

contact. 

1. Start laying the protective covering from the top of the channel or top of slope 

and unroll down-grade. 

2. Allow to lay loosely on soil - do not stretch. 

3. Upslope ends of the protective covering should be buried in a anchor slot no 

less than 150 millimeters (6-inches) deep. Tamp earth firmly over the 

material. Staple the material at a minimum of every 300 millimeters (12 

inches) across the top end. 

4. Edges of the material shall be stapled every meter (3 feet). Where multiple 

widths are laid side by side, the adjacent edges shall be overlapped a 

minimum of 50 millimeters (2 inches) and stapled together. 

5. Staples shall be placed down the center, staggered with the edges at 1 meter 

(3 foot) intervals. 

Check slots - On highly erodible soils and on slopes steeper than 4: 1, erosion check 

slots should be made every 15 meters (50 feet) (see Figure 36-2). Insert a fold of 

the material (separate piece) into a 150 millimeter (6-inch) trench and tamp firmly. 

Staple fold to "main" blanket at minimum 300 millimeter (12 - inch) intervals across 

the upstream and downstream portion of the blanket. 

Note: Many combination blankets are designed and manufactured to resist 

movement and uplift to a point which check slots may not be required. Plan 

designers and review authorities are urged to study manufacturers' 

recommendations and site conditions. 

Joining Protective Coverings - Insert a new roll of material into an anchor slot, as 

with upslope ends. Overlap the end of the previous roll a minimum of 300 

millimeters (12 inches), and staple across the end of the roll just below the anchor 

slot and across the material every 300 millimeters. 

Terminal End - At the point at which the material is discontinued, or at which time 

the protective covering meets a structure of some type, fold 100 millimeters (4 

inches) of the material underneath and staple every 300 millimeters (12 inches) 

(minimum). 

C-257 
At bottom of slopes - Lead net out onto a level area before anchoring. Turn ends 

under 100 millimeters (4 inches), and staple across end every 300 millimeters (12 

inches). 

Final Check - These installation techniques must be adhered to: 

1. Protective blanket is in uniform contact with the soil. 

2. All lap joints are secure. 

3. All staples are driven flush with the ground. 

4. All disturbed -areas have been seeded. 

TREATMENT-2: SOIL STABILIZATION MATING 

Allowable velocity range after vegetative establishment: O - 3 meters per second 

(0 - 10 feet per second). 

Materials -

Matting - The majority of these products provide a three dimensional geomatrix of 

nylon, polyethylene, or randomly oriented monofilaments, forming a mat. These 

products contain ultra violet (UV) inhibiting stabilizers, added to the compounds to 

ensure endurance and provide "permanent root reinforcement." 

The three dimensional feature creates an open space which is allowed to fill with 

soil. The roots of the grass plant become established within the mat itself, forming a 

synergistic root and mat system. As the grass becomes established, the two 

actually "reinforce" each other, preventing movement or damage to the soil. 

Allowable velocities are increased considerably over natural turf stands. 

Selection of the appropriate matting materials along with proper installation become 

critical factors in the success of this practice. Consultation with the supplier or the 

manufacturer and thorough evaluation of performance data to ensure proper 

selection of a soil stabilization matting are also essential. Although many 

manufacturers claim their products may inhibit erosion associated with channel 

velocities of up to 6 meters per second (20 feet per second), it is recommended that 

any velocities that exceed 3 meters per second ( 10 feet per second) be properly 

protected with some form of structural lining (see BMP-17, STORMWATER 

CONVEYANCE CHANNEL). 

C-258 
Staples - Staples or anchoring methods and recommendations vary by 

manufacturers. The expectation of high velocities should dictate the use of more 

substantial anchoring. 

Installation Requirements -

Site Preparation - After site has been shaped and graded to approved design, 

prepare a friable seedbed relatively free from clods and rocks more than 25 

millimeters (1 inch) in diameter, and any foreign material that will prevent contact of 

the soil stabilization mat with the soil surface. If necessary, redirect any runoff away 

from the ditch or slope during installation. 

Planting - Lime, fertilizer and seed in accordance with the approved plan, paying 

special attention to the plant selection that may have been chosen for the matted 

area. If the area has been seeded prior to installing the mat. make sure and reseed 

all areas disturbed during installation. 

Mulching - Mulch (normally straw) should be applied following installation of 

Treatment-2 at rates noted in BMP-35, MULCHING. 

Laying and Securing - See Figures 36-3 - 36-5. Similar to installing Treatment-1, 

but Plan Approving Authority's requirements or manufacturer's recommendations 

must be followed as detailed. The key to achieving desired performance is 

dependent upon proper installation. 

Check Slots - See Figure 36-3. Matting manufacturers vary significantly in their 

check slot requirements. Similar to the installation of Treatment-1, a check slot 

may be required when laying Treatment-2 to "correct" the flow of water if it has the 

potential to undermine the matting. Most authorities require that the sides of the 

matting also be entrenched, creating a slope shelf for the material to rest on, 

preventing water from entering under the mat on the sides. 

Securing the Material and Joining Mats - Again, product specifications vary -

upstream and downstream terminal slots, new roll overlaps and multiple width 

installations differ by various products and manufacturers. 

C-259 
Final Check - These installation techniques must be adhered to: 

1. Soil stabilization mat is in uniform contact with the soil. 

2. All required slots and lapped joints are in place. 

3. The material is properly anchored. 

4. All disturbed areas are seeded. 

Maintenance 

All soil stabilization blankets and matting should be inspected periodically following 

installation, particularly after rainstorms to check for erosion and undermining. Any 

dislocation or failure should be repaired immediately. If washouts or breakage 

occurs, reinstall the material after repairing damage to the slope or ditch. Continue 

to monitor these areas until which time they become permanently stabilized; at that 

time an annual inspection should be adequate. 

C-260 
FIGURE 36-3: TYPICAL TREATMENT-2 

SOIL STABILIZATION MATTING INSTALLATION 

SOIL STABILIZATION MAmNG St-W.1. BE 

USED ti CONJUNC'TlON Wini RlflR.AP 

AT OVTLET END Of' PIPE • 

CHECK SLOTS TO BE 

COHSlffl)CTED >S PER 

MANfllCl\JRERS REC0IAMDIOATI0NS. 

A TRANSVERSE 

~CLOSED CHECK SLOT 

C-261 

1.5 m (5 ft) 

300 • 600 mm 1--- (1 -2ft) I 

ENTRENCH EOGES 

OF MATERIAL 150 mm (6 in.) 

· .. ::_::·.:·· 

UPSTREAM AND, 

DOWNSTREAM 

TERMINAL 
FIGURE 36-4: TYPICAL TREATMENT-2 

SOIL STABILIZATION MATTING SLOPE INSTALLATION 

FILL SLOPE SECTION 

SOIL STABILIZATION MATS SHOULD 

BE INSTALLED VERTICALLY 

DOWNSLOPE FOR BEST RESULTS. 

TOE 

MAINTAIN SLOPE ANGLE 

SLOPE LINING 

<WET SLOPE> 

TREATMENT - 2 

NOTE, 

SLOPE SURFACE SHALL BE SMOOTH ANO 

FREE OF ROCKS, LUMPS OF DIRT, GRASS 

ANO STICKS. MAT SHALL BE PLACED FLAT 

ON SURFACE FOR PROPER SOIL CONTACT. 

BERM 

TRENCH INTO BERM ANO 

PROGRESS DOWNSLOPE 

SLOPE LINING 

<DRY SLOPE) 

TREATMENT - 2 

BOTTOM OF CUT SLOPE 

C-262 

.6m <2'> 
(") 

I 

N 

a, 

u) 

FIGURE 36-5: GENERAL STAPLE PATTERN GUIDE AND RECOMMENDATIONS 

FOR TREATMENT-2 <SOI; STABILIZATION MATTING> 

r 

Im (3'1 

A 

)( 

I STAPLE PER SO. METER 

8 

X X 

90 

80 

75 

70 

60 

50 

5 

O 

30 

20 

15 

10 

METERS 

.5m U'·6•> 

11/2 STABLES PER SO. METER 

I 

A 

11 

NOTEi 

C 

C C 

• 

A • • 

311 Iii 

C D 

LOW MEO. I HIGH 

FLOW FLOW 

CHAME1. CHAANEL 

ANO 

SHORELINE 

FOR OPTIMUM RESlL TS, THESE RECOMMENDED 

STAPLE PATTERN GUIDES MUST BE FOLLOWED. 

SUGGESTED ANCHORING METHODS VARY 

ACCORDING TO THE MANJFACTURER. THIS 

CHART SHOWS HOW SLOPES LENGTHS AIC> 

GAROIENTS AFFECT STAPLING PATTERNS. 

X 

X 

x C )( 

2 STAPLES PER SO. METER 

D 

31⁄2ST APLES PER SO. METER 
BMP-37 

BMP: TREES, SHRUBS, VINES & GROUND COVERS 

Definition 

Stabilizing disturbed areas by establishing vegetative cover with trees, shrubs, vines, 

or ground covers. 

Purposes 

1. To aid in stabilizing soil in areas where vegetation other than turf is preferred. 

2. To provide food and shelter for wildlife where wildlife habitat is desirable. 

Conditions Where Practice Applies 

1. In areas where turf establishment is difficult. 

2. On steep or rocky slopes, where mowing is not feasible. 

3. Where ornamentals are desirable for landscaping purposes. 

4. Where woody plants are desirable for soil conservation, or to establish 

wildlife habitat. 

Planning Considerations 

Disturbed areas may be stabilized in many different ways. Most frequently, a 

permanent vegetative cover of grasses and legumes is established. There are 

locations, however, where other types of vegetation are preferred. The following 

situations are examples of ways in which trees, shrubs, vines, and ground covers 

may be used: 

1. On cut and fill slopes adjacent to paved areas of shopping centers, schools, 

industrial parks, or other non-residential projects: woody plants and ground 

covers can be used on these slopes to control erosion. They will also help to 

control foot traffic, will not require as much maintenance as mowed lawns, 

and will be more attractive than unmowed grass cover. 

C-264 
2. In residential areas, slopes too steep to be mowed and areas along rights-ofway or easements may be planted in trees, shrubs, vines or ground covers to 

reduce maintenance and improve appearance. 

3. The interested homeowner or small project developer may choose to use 

ornamental plants in problem areas - shade, steep slopes, inaccessible 

places - as alternatives to grass. Ground covers may be used to reduce or 

eliminate the need for mowing grass on level areas. 

There are vast numbers of plants that may be used for these purposes. Information 

on such plants can be obtained from nurserymen, landscape architects, and 

extension agents. 

This practice consists, instead, of a set of general guidelines for growing trees, 

shrubs, vines, and ground covers on disturbed land. 

Guidelines 

As noted, disturbed soil between trees and shrubs must be mulched or planted with 

permanent vegetation to prevent erosion. Refer to the other vegetative practices to 

select a method for stabilizing these areas. 

Trees -

Selecting the Right Trees - In the urban and suburban environment, trees may be 

exposed to insufficient light and water; high velocity winds; salt from highway ice 

control programs; heat radiation from roads and buildings; pollutants from cars and 

industry; root amputation for water, sewer, and gas lines; topping to prevent 

interference with power lines; and covering of roots by pavement. New species and 

varieties of trees are being selected for the modern environment on the basis of 

their ability to withstand those difficult conditions and still provide the benefits 

associated with having trees (see Figure 37-1). 

Selection of trees depends on the desired function of the tree, whether it be shade, 

privacy screening, noise screening, appearance, enhancement of wildlife habitat, or 

a combination of these. The following characteristics of the tree should be 

considered when making choices: 

1. Hardiness - "Hardiness zones" are based on average annual minimum 

temperature. 

2. Mature height and spread - The eventual height of a tree must be considered 

in relation to planting location to avoid future problems with power lines and 

buildings (see Figure 37-2). 

C-265 
WINTER 

FIGURE 37-1: BENEFITS OF TREES 

lEMPERATURE MODIFICATION 

TREES AFFECT WIND SPEED AND DIREC110N, AND THUS lEMPERATURE. 

FOR EXAMPLE. AN EVERGREEN PL»lTING ON 1HE NORTHWEST SIDE or A 

BUllDtlO Will REDUCE THE EFFECTS OF HARSH WINTER WINDS AND DIRECT 

COOL SUMMER BREEZES 1HROUGH THE AREA. lREES PROlECT THE SOIL FROM 

DRYING SUN AND WIND, REDUCING EVAPORATION AND WJNTAINING COOLER 

lEMPERATURES UNDER TREES. WHEN PROPERLY PLACED NEAR BUILDINGS, 

TREES or PROPER SIZE WU INSULAlE BUILDINGS FROM EXTREME TEMPERATURE CHANGES ,., WINTER AND SUMMER, HELPING REDUCE COSTS or 1-EAllNG 

AND COOUNC. DECIDUOUS lREES BLOCK OUT THE HOT SUMMER SUN, KEEPING 

1HE HOME COOL£R, AND ALLOW WARMTH OF WINTER SUN TO PASS THROUGH. 

SUMMER SUMMER WINTER 

SOUND CONTROL EROSION CONTROL 

NOISES FROM NEARBY SOURCES 

CAN BE REDUCED 1HROUGH PROPER 

PLACEMENT OF TREES. THE DEGREE 

C~SE LEAF TEXTURES, HORIZONTAL BRANCHING HABITS, FIBROUS 

ROOT STSTEMS, AND ROUGH BARK ARE 

TREE CHARACTERISTICS MOST EFFECTIVE IN SLOWING WATER MOVEMENT AND 

WIND SPEED, THUS REDUCING EROSION 

PROBLEMS. 

OF CONTROL DEPENDS ON THE DENSITY 

OF THE PLANTING AND INTENSITY AND 

DIRECTION OF SOUND WAVES. BOTH 

DECIDUOUS AND EVERGREEN TREES 

SHOULD BE USED FOR BEST EFFECT. 

C-266 
FIGURE 37-2: SPACING TREES FOR SAFETY 

AND EFFECTIVE LANDSCAPING 

SMALL TREES 

MEDIUM TREES 

LARGE TREES 

C-267 

PLANT SMAU. TREES A MINIMUM OF 

4 METERS (12 FEET) FROM STRUCTURES 

OR UTILITY WIRES. IN ROWS, PLANT THEM 

8 METERS (25 FEET) APART. 

PLANT MEDIUM TREES A MINIMUM 

OF 11 METERS (35 FEET) FROM 

STRUCTURES AND UTILITY WIRES, 

AND 9 -15 METERS (30 - 50 FEET) 

APART IN ROWS. 

PLANT LARGE TREES A MINIMUM OF 11 

METERS (35 FEET) FROM STRUCTURES 

AND UTILITY WIRES, AND 15 - 23 METERS 

(50 • 75 FEET) APART WHEN PLACED IN Rows. 
3. Growth rate - Some trees attain mature height at an early age, others take 

many years. If "instant shade" is desired, rapid growth is needed. Slowgrowing trees are usually less brittle and live longer. 

4. Root system - Some trees obstruct underground pipelines with fibrous roots. 

5. Cleanliness - Maintenance problems can be avoided by not selecting trees 

that drop seedpods, flowers, or twigs in large amounts. 

6. Moisture and fertility requirements - If good soil and drainage are not 

available, trees tolerant of poor growing conditions must be planted. 

7. Ornamental effects - If a tree is unusually attractive in appearance, some 

other shortcomings may be overlooked. 

8. Evergreen vs. deciduous - Evergreens retain their leaves throughout the year, 

and so are useful for privacy screens and noise screens. Deciduous trees 

drop their leaves in fall. They are preferable for shade trees. 

At the same time as trees are being selected, the site where they will be planted 

should be evaluated. Consider the prior use of the land; adverse soil conditions, 

such as poor drainage or acidity, exposure to wind; temperature extremes; location 

of utilities, paved areas, and security lighting; and traffic patternsSources of trees and how they may be bought - Trees are usually available at 

commercial nurseries as container-grown trees or as balled and burlapped trees. 

Container-grown trees can be planted at any time of year that the ground is not 

frozen, if sufficient water is provided. They should be purchased and planted when 

quite young, less than 50 millimeter (2 inches) diameter trunk, to avoid dealing with 

root-bound plants. 

Balled and burlapped trees are usually larger; check to be sure that soil around 

roots was dug with the tree and not just packed around bare roots. The soil should 

have been kept moist. 

Tree seedlings are available commercially and are also sold in lots of 50, 100, 500, 

or 1000 by state forest nurseries. Since 50 seedlings will only plant an area of 275 

square meters (3000 square feet), it is permissible to plant fairly small areas as long 

as the purpose is conservation. 

Planting Bare-Rooted Tree Seedlings 

When - Trees to be planted as bare-rooted seedlings should be handled only while 

dormant in spring, or after leaf fall in autumn. Refer to Figure 37-3 for planting 

instructions. 

C-268 
FIGURE 37-3: PLANTING BARE-ROOTED SEEDLINGS 

CABE Of StEQUNGS UNTIL PLANJ'EQ 

SEEDLINGS SHOULD BE PLANTED IMMEDIAlELY. IF IT IS 

NECESSARY TO STORE MOSS-PACKED SEEDLINGS FOR MORE 

T1-IAN 2 WEEKS. ONE PINT OF WATER PER PKG. SHOULD BE 

ADDEO. IF CLAY-TREATED, DO NOT ADO WATER TO PKG. 

PACKAGES MUST BE SEPERATED TO PROVIDE VENTILATION 

TO PREVENT •HEATNG". SEPARATE PACKAGES WITH WOOD STRIPS AND STORE 

OUT OF THE WINO IN A SHADED, COOL (NOT F'REEZlNG) I.OCAllON. 

~ CABE Pf SEEDLINGS PURING PLANTING 

WHEN PLJM'ING, ROOTS MUST BE KEPT MOIST UNTIL TREES 

ARE IN THE GROUND. DO NOT CAARY SEEDLINGS IN YOUR 

HAND EXPOSED TO THE AIR HID SUN. KEEP MOSS-PACKED 

SEEDLINGS IN A CONTAINER PACKED WITH WET MOSS OR FILLED WITH THICK 

MUDDY WATER. COVER CLAY-TRE'ATED SEEDUNGS WrTH WET BURLAP ONLY. 

INSERT BAR AT 

ANCLf SHOWN AND 

PUSH FORWARD TO 

UP"IGHT POSmON. 

PUSH BAR FORWARD 

fROM PLANTER 

FIRMING SOIL AT 

roP Of' ROOTS. 

\ '• . .......... , -: -~·. 

RIGHT 

.': ... ·.:<::•·· 

•:· , ..• 

._.:_,.:_. ' ·. 

WRONG 

· .... · ··:f .. : ' 

.... ,: :_. ~ 

HAND PLANTING 

REMOVE BAR ANO 

PLACE SEEDLING 

AT CORRECT 

DEPTH. 

FlLL IN LAST 

HOLt BY 

STAMPING 

WITH HEEL 

DON'T EXPOSE 

ROOTS TO AIR 

DURING FREEZE 

OR PLANT IN 

FROZEN 

GROUND. 

DO NOT BENO 

ROOTS SO THAT 

THEY CROW 

UPWARDS OUT 

or THE 

GROUND. 

INSE!rT 61\R TWO 

INCHES TOWARD 

PLANTER FROM 

SEEDLING. 

FIRM SOIL 

AROUND SEEDLING WITH 

FEET. 

PLANT SEEDLINGS 

UPRIGHT - NOT 

AT AN ANGLE. 

ALWA'YS PLANT IN 

SOIL - NEVER 

LOOSE L£A\IES 

OR DEBRIS. 

PACK SOIL 

TIGHTLY. 

C-269 

PULL BAA TOINARD 

PLANTER FlRMING 

SOL AT BOTTOM 

OF ROOTS. 

TEST PLNmNG 

BY PUWNI; 

LICHTl..Y ON 

SEEDLING. 

RIGHT WRONG 
When stabilizing the disturbed area between tree plantings, do not use grasses or 

legumes which will overshade the new seedlings. Where possible, a circle of mulch 

around seedlings will help them to compete successfully with herbaceous plants. 

Transplanting Trees (Planting Balled-and-Burlapped and Container-Grown Trees) 

When - Hardwoods should be transplanted in the late fall following their leaf drop. 

There is a single exception to this rule: "Willow" Oaks seem to survive at a greater 

rate when they are transplanted in the spring. Evergreens may be transplanted 

beginning with the fall cool down period (normally September) and may continue 

into spring prior to elongation of the new growth. 

Tree preparation - Proper digging of a tree includes the conservation of as much of 

the root system as possible, particularly the fine roots. Soil adhering to the roots 

should be damp when tree is dug, and kept moist until planting. The soil (or "root") 

ball should be 12 millimeters in diameter for each millimeter of diameter of the trunk 

(12 inches per inch of trunk diameter). The tree should be carefully excavated and 

the soil ball wrapped in burlap and tied with rope. Use of a mechanical tree spade 

is also acceptable. 

Evergreens, or any trees which are to be transported for a distance, should have the 

branches bound with soft rope to prevent damage. 

Site Preparation - Rather than digging a planting hole, rototill or loosen with a 

shovel, a shallow area the depth (height) of the soil ball and the width of five times 

the diameter of the soil ball or container. Organic material can be added to the 

loosened soil as long as the new material is used uniformly throughout the area. 

Heavy or poorly drained soils are not good growth media for trees. When it is 

necessary to transplant trees into such soils, extra care should be taken. Properly 

installed drain tile will improve drainage. 

Setting the tree - At the center of the prepared area, dig a shallow hole to set the 

tree. The hole should allow the root ball to sit on solid ground rather than loose soil. 

The upper surface of the root ball should be level with the existing soil. The tree 

may be set just a few millimeters higher than its former location, especially if soil is 

poorly drained. Do not set the tree lower than it was previously positioned. Soil to 

be placed around the root ball should be moist but not wet (see Figure 37-4). 

Set the tree in the hole and remove the rope which holds the burlap. Cut away the 

burlap or, at a minimum, push it back into the bottom of the excavation. Do not 

break the soil of the root ball. Fill the hole with soil half-way, and tamp firmly around 

the root ball. Add water to settle the soil and eliminate air pockets. When the water 

has drained off, fill the hole the remainder of the way and tamp as before. 

C-270 
FIGURE 37-4: PLANTING BALLED - & - BURLAPPED 

& CONTAINER-GROWN TREES 

PLANT AT THE SAME DEPTH JS WHEN 

PR£\JIOUSLY GROWN (SLIGHTLY HGHER 

IN POORLY-DRAINED SOILS). SPREAD 

OUT ROOTS Of BARE-ROot SPECIMENS. 

r----- PREPAAE WATERING----

DEPRESSK>N INSIDE 

EXCAVATED AREA 

TREES UNDER 6 METERS (20 ft} 

TREE WRAP /HJ S'TRINC TIE 

ANCHOR (LOG, 

BRICK, ETC.) 

• VAAIABLE, EQUAL 

TO DEPTH OF" ROOT 

BALL: ALLOWS IT TO 

SIT ON UNDISTURBED 

GROUND 

TREES OVER 6 METERS (20 ft} 

C-271 
Use extra soil to form a shallow basin around the tree, somewhat smaller than the 

diameter of the root ball (Figure 37-4). This will be for holding water when the tree 

is irrigated. 

Note: Level the ground and eliminate these basins when winter sets in, as ice 

forming in the basin might injure the trunk. 

Supporting the tree - Newly planted trees may need artificial support, especially in 

windy areas, to prevent excessive swaying. Stakes or guy wires may be used (see 

Figure 37-4). Use rubber hose and allow some slack in the guy to encourage 

strengthening of the plant. Remove all supports within six months of planting. 

Watering - Soil around the tree should be thoroughly watered after the tree is set in 

place. When the soil becomes dry, the tree should be watered deeply but not too 

often. Mulching around the base of the tree is helpful in preventing roots from 

drying out. 

Maintenance of Tree Plantings - Like all plants, trees require water and fertilizer to 

grow. Ideally, young trees should receive 25 millimeters (1 inch) of water each 

week for the first two years after planting. When rain does not supply this need, the 

tree should be watered deeply but not any more frequent than once per week. 

Transplanted trees should be fertilized one year or so after planting. There are 

many sophisticated ways to supply fertilizer to trees, but some simple methods are 

adequate. The best material for small trees is well-rotted stable manure, if it can be 

obtained. Add it as a 50 millimeter (2-inch) layer of mulch around the tree annually. 

If chemical fertilizers are to be used, a formulation such as 10-8-6 or 10-6-4 is 

preferred. Use about 0.04 kilograms per each millimeter of trunk diameter (2 

pounds per inch of trunk diameter) measured 1 meter (4 feet) from the ground. 

Thus, if the trunk diameter at 1 meter was 125 millimeters (5 inches), 5 kilograms 

(10 pounds) of fertilizer would be applied. 

Note: Evergreens - use one-half the recommended amount of chemical 

fertilizer or use only organic fertilizers such as cottonseed meal, bone meal, 

or manure. 

Fertilizer must come in contact with the roots to benefit the tree. A simple way to 

insure this is to make holes in the tree's root area with a punchbar, crowbar, or 

augur. Holes should be 450 millimeters (18 inches) deep, spaced about 600 

millimeters (2 feet) apart, and located around the drip line of the tree. Distribute the 

necessary fertilizer evenly into these holes, and close the holes with the heel of the 

shoe or by filling with topsoil or peat moss. 

Fertilize trees in late fall or in early spring, before leaves emerge. 

C-272 
Shrubs 

Much of what has been said about trees also applies to shrubs. A shrub is an erect, 

woody plant less than 5 meters (15 feet) tall, usually with several trunks rising from 

a common base. Some have the appearance of small trees, and some lie close to 

the ground. 

Selecting appropriate shrubs - There are so many ornamental shrubs available that 

advising on the choice of any one is difficult. Shrubs are recommended for 

conservation planting because they enrich or hold the soil or encourage 

development of wildlife habitat. Information on other shrubs is available from 

nurserymen and extension agents. 

Follow the general procedure for tree planting when planting shrubs. 

Maintenance 

Proper pruning, watering, and application of fertilizer every three years or so will 

keep shrubs, healthy. Maintain the mulch cover or turf cover surrounding the 

shrubs. A heavy layer of mulch reduces weeds and retains moisture. 

VINES AND GROUND COVERS 

Low-growing plants that sprawl, trail, spread, or send out runners come in many leaf 

types, colors and growth habits. Some are suitable only as part of a maintained 

landscape, and some can stabilize large areas with little care. 

In addition to stabilizing disturbed soil, vines and ground covers can perform the 

following functions: 

1. Maintain cover in areas where turf will not thrive. 

2. Provide attractive cover that does not need mowing. 

3. Help to define traffic areas and control pedestrian movement. People 

are more likely to walk on the grass than to walk on a thick bed of ivy 

or a prickly planting of juniper. 

Information on vines and other ground cover is available from nurserymen. 

Most all ground covers perform best when planted in the spring. Container-grown 

plants can be planted throughout the growing season if adequate water is provided. 

C-273 
Site preparation - Ground covers are plants that naturally grow very close together, 

causing severe competition for space, nutrients, and water. Soil for ground covers 

should be well prepared. A well-drained soil high in organic matter is best. 

If the area to be planted is so large that adding amendments to the soil as a whole 

would be impractical, organic matter may be added only to each planting hole. 

Lime and fertilize according to soil test, or add 25 kilograms of 10-10-10 and 50 

kilograms of ground agricultural limestone to every 100 square meters (5 pounds 

and 10 pounds per 100 square feet respectively). Incorporate into the top 100 to 

150 millimeters (4 to 6 inches) of the soil. Add organic matter up to one-third of the 

total soil volume, either over the whole area (a layer 50 millimeters (2 inches) deep 

mixed into the top 150 millimeters (6 inches) or in each planting hole, if the area is 

large. 

Plants such as ivy, pachysandra, and periwinkle should be planted on 300 millimeter 

(1-foot) centers; large plants such as juniper can be spaced on 1 meter (3-foot) 

centers. 

Mulching -The soil between trees and shrubs must be planted with cover vegetation 

or must be mulched. When establishing ground covers, it is not desirable to plant 

species that will compete strongly with the ground cover or will make maintenance 

difficult. A thick, durable mulch such as shredded bark or wood chips is 

recommended to prevent erosion and reduce weed problems. Pre-emergent 

herbicides may be necessary where weeding is not practical. 

On slopes where erosion may be a problem, jute mesh or excelsior blankets may be 

installed prior to planting, and plants tucked into the soil through slits in the net. 

Such plants should be put in a staggered pattern to minimize erosion. 

Maintenance 

Trim old growth as needed to improve the appearance of ground covers. Most 

covers need once-a-year trimming to promote growth. Maintain mulch cover with 

additions of mulch where needed. Fertilize as described above, every 3 to 4 years. 

C-274 
BMP-38 

BMP: TREE PRESERVATION & PROTECTION 

Definition 

Protection of desirable trees from mechanical and other injury during land disturbing 

and construction activity. 

Purpose 

To ensure the survival of desirable trees where they will be effective for erosion and 

sediment control, watershed protection, landscape beautification, dust and pollution 

control, noise reduction, shade and other environmental benefits while the land is 

being converted from forest to urban-type uses. 

Conditions Where Practice Applies 

Tree-inhabited areas subject to land disturbing activities. 

Planning Considerations 

New development often takes place on tracts of forested land. In fact, building sites 

are often selected because of the presence of mature trees. However, unless 

sufficient care is taken and planning done in the interval between buying the 

property and completing construction, much of this resource is likely to be 

destroyed. The property owner is ultimately responsible for protecting as many 

trees as possible, with their understory and ground cover. This responsibility is 

usually exercised by agents - the planners, designers and contractors. It takes 20 

to 30 years for newly planted trees to provide the benefits for which we value trees 

so highly. Trees perform the following functions on a site: 

1. Assist in stabilizing the soil and preventing erosion. 

2. Help to decrease stormwater runoff through canopy interception and root 

zone absorption. 

3. Moderate temperature changes and provide shade. 

C-275 
4. Moderate the effects of sun and wind. 

5. Provide buffers and screens against noise. 

6. Filter pollutants from the air. 

7. Help to remove carbon dioxide from the air and release oxygen. 

8. Provide a haven for animals and birds, which help to control insect 

populations. 

9. Conserve and increase property values. 

10. Provide psychological and aesthetic counterpoints to the man-made urban 

setting. 

Stresses of Construction -

Trees may appear to be inanimate objects, but they are living organisms that are 

constantly involved in the process of respiration, food processing, and growth. 

Construction activities expose trees to a variety of stresses resulting in injury 

ranging from superficial wounds to death. An understanding of these stresses is 

helpful in planning for tree protection. 

1. Surface Impacts: Natural and man-related forces exerted on the tree above 

the ground can cause significant damage to trees. 

a. Wind damage - Removal of some trees from groups will expose those 

remaining to greater wind velocities. Trees tend to develop anchorage 

where it is most needed. Isolated trees develop anchorage rather 

equally all around, with stronger root development on the side of the 

prevailing winds. The more a tree is protected from the wind, the less 

secure is its anchorage. The result of improper thinning is often windthrown trees. Selective removal in favor of a single tall tree may also 

create a lightning hazard. 

b. Excessive pruning - Unprotected trees are often "topped" or carelessly 

pruned to prevent interference with utility wires or buildings. If too 

many branches are cut, the tree may not be able to sustain itself. If 

the pruning is done without considering the growth habit, the tree may 

lose all visual appeal. If the branches are not pruned correctly, decay 

may set in. 

C-276 
c. Trunk damage - Tree trunks are often nicked or scarred by trucks 

and construction equipment. Such superficial wounds provide access 

to insects and disease. 

2. Root Zone Impacts: Disturbing and delicate relationship between soil, roots, 

and the rest of the tree can damage or kill a tree. The roots of an existing 

tree are established in an area where essential materials (water, oxygen, and 

nutrients) are present. The mass of the root system is the correct size to 

balance the intake of water from the soil with the transpiration of water from 

the leaves. 

a. Raising the grade as little as 150 millimeters (6 inches) can retard the 

normal exchange of air and gases. Roots may suffocate due to lack of 

oxygen, or be damaged by toxic gases and chemicals released by soil 

bacteria. 

b. Raising the grade may also elevate the water table. This can cause 

drowning of the deeper roots. 

c. Lowering the grade is not usually as damaging as raising it. However, 

even shallow cuts of 150 to 200 millimeters (6 to 8 inches) will remove 

most of the topsoil, removing some feeder roots and exposing the rest 

to drying and freezing. 

d. Deep cuts may sever a large portion of the root system, depriving the 

tree of water and increasing the chance of wind-throw. 

e. Lowering the grade may lower the water table, inducing drought. This 

is a problem in large roadway cuts or underdrain installations. 

f. Trenching or excavating through a tree's root zone can eliminate as 

much as 40 percent of the root system. Trees suffering such damage 

usually die within 2 to 5 years. 

g. Compaction of the soil within the drip line (even a few feet beyond the 

drip line) of a tree by equipment operation, materials storage, or paving 

can block off air and water from roots. 

h. Construction chemicals or refuse disposed of in the soil can change 

soil chemistry or be toxic to trees. Most damage to trees from 

construction activities is due to the invisible root zone stresses. 

C-277 
Design Criteria 

No formal design is required. However, in planning for the development of a 

wooded site where some trees will be preserved, a number of criteria must be 

considered. 

Selecting Trees to be Retained -

The proper development of a wooded site requires completion of a plan for tree 

preservation before clearing and construction begins. Trees should be identified by 

species, and located on a topographical map, either as stands or as individuals, 

depending on the density and value of the trees. Base decisions on which trees to 

save on the following considerations: 

1. Life expectancy and present age: Preference should be given to trees 

with a long life span, such as white oak, beech, and maple. Long-lived 

specimens that are past their prime may succumb to the stresses of 

construction, so smaller, younger trees of desirable species are 

preferred; they are more resilient and will last longer. However, if the 

cost of preservation is greater than the cost of replacement with a 

specimen of the same age and size, replacement may be preferred. 

2. Health and disease susceptibility: Check for scarring caused by fire or 

lightning, insect or disease damage, and rotted or broken trunks or 

limbs. Pest- and pollution-resistant trees are preferred. 

3. Structure: Check for structural defects that indicate weakness or 

reduce the aesthetic value of a tree: trees growing from old stumps, 

large trees with overhanging limbs that endanger property, trees with 

brittle wood (such as silver maple), misshapen trunks or crowns, and 

small crowns at the top of tall trunks. Open grown trees often have 

better form than those grown in the woods. Trees with strong tap or 

fibrous root systems are preferred to trees with weak rooting habits. 

4. Cleanliness: Some trees such as elm and black locust are notoriously 

"dirty", dropping twigs, bark, fruit, or plant exudates. A clean tree is 

worth more than a dirty one. Trees which seed prolifically or sucker 

profusely are generally less desirable in urban areas. Thornless 

varieties are preferred. 

5. Aesthetic values: Handsome bark and leaves, neat growth habit, fine 

fall color, and attractive flowers and fruit are desirable characteristics. 

Trees that provide interest during several seasons of the year enhance 

the value of the site. 

C-278 
6. Comfort: Trees help relieve the heat of summer and buffer strong 

winds throughout the year. Summer temperatures may be 1 O degrees 

cooler under hardwoods than under conifers. Deciduous trees drop 

their leaves in winter, allowing the sun to warm buildings and soil. 

Evergreens are more effective wind buffers. 

7. Wildlife: Preference should be given to trees that provide food, cover, 

and nesting sites for birds and game. 

8. Adaptability to the proposed development: 

a. Consider the mature height and spread of trees; they may 

interfere with proposed structures and overhead utilities. Roots 

may interfere with walls, walks, driveways, patios, and other 

paved surfaces; or water lines, septic tanks, and underground 

drainage. 

b. Trees must be appropriate to the proposed use of the 

development; select trees which are pollution-tolerant for hightraffic and industrial areas, screen and buffer trees for noise or 

objectionable views, salt-tolerant species for areas exposed to 

deicing salts or ocean spray. 

c. Consider location of landfills. Gases generated in them can 

travel long distances underground, to injure distant trees. 

Choose species tolerant of anaerobic soil conditions. 

d. Determine the effect of proposed grading on the water table. 

Grading should not take place within the drip line of any tree to 

be saved. 

9. Survival needs of the tree: Chosen trees must have enough room to 

develop naturally. They will be subject to injury from increased 

exposure to sunlight, heat radiated from buildings and pavement, and 

wind. It is best to retain groups of trees rather than individuals. As 

trees mature, they can be thinned gradually. 

10. Relationship to other trees: Individual species should be evaluated in 

relation to other species on the site. A species with low value when 

growing among hardwoods will increase in value if it is the only species 

present. Trees standing alone generally have higher landscape value 

than those in a wooded situation. However, tree groups are much 

more effective in preventing erosion and excess stormwater runoff. 

C-279 
Site Planning for Tree Protection -

1. If lot size allows, select trees to be saved before siting the building. No tree 

should be destroyed or altered until the design of buildings and utility systems 

is final. 

2. Critical areas, such as flood plains, steep slopes, and wetlands, should be left 

in their natural condition or only partially developed as open space. 

3. Locate roadways to cause the least damage to valuable stands. Follow 

original contours, where feasible, to minimize cuts and fills. 

4. Minimize trenching by locating several utilities in the same trench. 

Excavations for basements and utilities should be kept away from the drip line 

of trees. 

5. Construction material storage areas and worker parking should be noted on 

the site plan, and located where they will not cause compaction over roots. 

6. When retaining existing trees in parking areas, leave enough ground 

ungraded beyond the drip line of the tree to allow for its survival. 

7. Locate erosion and sediment control measures at the limits of clearing and 

not in wooded areas, to prevent deposition of sediment within the drip line of 

trees being preserved. Sediment basins should be constructed in the natural 

terrain, if possible, rather than in locations where extensive grading and tree 

removal will be required. 

Specifications 

1. Groups of trees and individual trees selected for retention shall be accurately 

located on the plan and designated as "tree(s) to be saved." Individual 

specimens that are not part of a tree group shall also have their species and 

diameter noted on the plan. 

2. At a minimum, the limits of clearing shall be located outside the drip line of 

any tree to be retained and, in no case, closer than 1.5 meters (5 feet) to the 

trunk of any tree. 

3. Marking: Prior to construction and before the preconstruction conference, 

individual trees and stands of trees to be retained within the limits of clearing 

shall be marked at a height visible to equipment operators. A diagonal slash 

C-280 
of brightly colored paint approximately 200 to 250 millimeters (8 to 1 O inches) 

in length is a common practice in areas where an accidental or purposeful 

alteration of the proper markings is a concern. In most situations, such as an 

area which is supposed to receive formal landscaping, a surveyor's ribbon or 

a similar material applied at a reasonable height encircling the tree will 

suffice. 

4. Pre-Construction Conference: During any preconstruction conference, tree 

preservation and protection measures should be reviewed with the contractor 

as they apply to that specific project. 

5. Equipment Operation and Storage: Heavy equipment, vehicular traffic, or 

stockpiles of any construction materials (including topsoil) shall not be 

permitted within the drip line of any tree to be retained. Trees being removed 

shall not be felled, pushed or pulled into trees being retained. Equipment 

operators shall not clean any part of their equipment by slamming it against 

the trunks of trees to be retained. 

6. Fires: Fires shall not be permitted within 30 meters (100 feet) from the drip 

line of any trees to be retained. Fires shall be limited in size to prevent 

adverse effects on trees, and kept under surveillance. 

7. Storage and Disposal of Toxic Materials: No toxic materials shall be stored 

closer than 30 meters (100 feet) to the drip line of any trees to be retained. 

Paint, acid, nails, gypsum board, wire, chemicals, fuels, and lubricants shall 

not be disposed of in such a way as to injure vegetation. 

8. Fencing and Armoring (See Figure 38-1 ): Any device may be used which will 

effectively protect the roots, trunk and tops of trees retained on the site. 

However, trees to be retained within 12 meters (40 feet) of a proposed 

building or excavation shall be protected by fencing. Personnel must be 

instructed to honor protective devices. The devices described are suggested 

only, and are not intended to exclude the use of other devices which will 

protect the trees to be retained. •, 

a. Snow Fence - Standard 1 meter (40-inch) high snow fence shall be 

placed at the limits of clearing on standard steel posts set 2 meters 

(6 feet) apart. 

b. Board Fence - Board fencing consisting of 100 millimeter (4-inch) 

square posts set securely in the ground and protruding at least 1 

meter (4 feet) above the ground shall be placed at the limits of clearing 

with a minimum of two horizontal boards between posts. If it is not 

practical to erect a fence at the drip line, construct a triangular fence 

C-281 
FIGURE 38-1: FENCING AND ARMORING 

SNOW FENCE 

BOARD FENCE 

CORRECT METHODS OF TREE FENCING 

-- CORRECT TRUNK ARMORING 

TRIANGULAR BOARD FENCE 

C-282 
nearer the trunk. The limits of clearing will still be located at the drip 

line, since the root zone within the drip line will still require protection. 

c. Posts with a minimum size of 50 millimeters (2 inches) square or 50 

millimeters in diameter set securely in the ground and protruding at 

least 1 meter (4 feet) above the ground shall be placed at the limits of 

clearing with two rows of cord 6 millimeters (0.25 inches) or thicker at 

least 600 millimeters (2 feet) apart running between posts with strips of 

colored surveyor's flagging tied securely to the string at intervals no 

greater than 1 meter (3 feet). 

d. Plastic Fencing - 1,000 millimeters (40 inches) high "international 

orange" plastic (polyethylene) web fencing secured to conventional 

metal "T" or "U" posts driven to a minimum depth of 450 millimeters (18 

inches) on 2 meter (6-foot) minimum centers shall be installed at the 

limits of clearing. The fence should have the following minimum 

physical qualities: 

Tensile yield: 

Ultimate tensile yield: 

Elongation at break (%): 

Chemical resistance: 

Average 745 kilograms per meter width· 

(2,000 pounds per 4-foot width) 

Average 1,080 kilograms per meter width 

(2,900 lbs. per 4-foot width) 

Greater than 1000% 

Inert to most chemicals and acids 

e. Earth Berms - Temporary earth berms shall be constructed according 

to specifications for a TEMPORARY DIVERSION DIKE (BMP-9) with 

the base of the berm on the tree side located along the limits of 

clearing. Earth berms may not be used for this purpose if their 

presence will conflict with drainage patterns. 

f. Additional Trees - Additional trees may be left standing as protection 

between the trunks of the trees to be retained and the limits of clearing. 

However, in order for this alternative to be used, the trunks of the trees 

in the buffer must be no more than 2 meters (6 feet) apart to prevent 

passage of equipment and material through the buffer. These 

additional trees shall be reexamined prior to the completion of 

construction and either be given sufficient treatment to ensure survival 

or be removed. 

C-283 
g. Trunk Armoring - As a last resort, a tree trunk can be armored with 

burlap wrapping and 50 millimeter (2-inch) studs wired vertically no 

more than 50 millimeters apart to a height of 1.5 meters (5 feet) 

encircling the trunk. If this alternative is used, the root zone within the 

drip line will still require protection. Nothing should ever be nailed to a 

tree. 

Fencing and armoring devices shall be in place before any excavation or 

grading is begun, shall be kept in good repair for the duration of construction 

activities, and shall be the last items removed during the final cleanup after 

the completion of the project. 

9. Raising the grade: When the ground level must be raised around an existing 

tree or tree group, the following considerations shall be made and steps taken 

to adequately care for the affected tree. 

a. A well may be created around the tree(s) slightly beyond the drip line 

to retain the natural soil in the area of the feeder roots. 

b. In the case of an individual tree, when the above alternative is not 

practical or desirable, the following method is recommended to ensure 

survival of the tree (See Figure 38-2). 

1) Before making the fill, remove the green vegetation, sod, leaf 

litter, and other organic matter from beneath the tree or trees to 

a distance of 1 meter (3 feet) beyond the drip line and loosen 

the surface soil to a depth of approximately 75 millimeters (3 

inches) without damaging the roots. 

2) Apply fertilizer in the root area of the tree to be retained. 

Fertilizer formulations and application rates and methods shall 

conform to the guidelines provided in Table 38-1. 

3) The dry well shall be constructed so as to allow for tree trunk 

diameter growth. A space of at least 0.3 meters (1 foot) 

between the tree trunk and the well wall is adequate for large, 

old, slow-growing trees. Clearance for younger trees shall be at 

least 0.6 meters (2 feet). 

C-284 
FIGURE 38-2: TREE WELL DETAIL 

TILE DRAINS 

VERTICAL DRAIN 

• 

C-285 

fill SOIL 

STRAW OR 

FlLTER FABRIC 

SM~LL STONE 

LMGE STONE 

TIL£ DRAIN 
() 

I 

N 

CX) 

0) 

TABLE 38-1 

TREE FERTILIZATION FOR PROTECTION FROM CONSTRUCTION ACTIVITY 

Tree Type Special Conditions Application Rate & Method Formulation 

Broad-Leaf Greater than 150 millimeters Normal 36-70 grams per mm (2-4 lbs/in) Commercial 10-8-6 or 10-6-4 

Deciduous (6 inches) dbh* except American dbh; broadcast 

Beeches and Crabapples Grade 70-90 grams per mm (4-5 lbs/in) Commercial 10-6-4 

Change dbh; broadcast 

Smaller than 150 millimeters Normal 18-36 grams per mm (1-2 lbs/in) Commercial 10-8-6 or 10-6-4 

(6 inches) dbh, including all dbh; broadcast 

American Beeches and Crabapples Grade 36-54 grams per mm (2-3 lbs/in) Commercial 10-6-4 

Change dbh; broadcast 

Narrow-Leaf Greater than 150 millimeters 10-20 kilograms per 100 square meters (2-4 lbs Commercial 10-6-4 

Evergreen (6 inches) dbh, located groups per 100 square feet) of bed area; broadcast 

Greater than 150 millimeters 36 grams per mm (2 lbs/in) dbh; broadcast Commercial 10-6-4 

(6 inches) dbh, single specimens 

in open area 

Smaller than 150 millimeters 25 kilograms per 100 square meters (5 lbs per 100 Tankage or Cottonseed Meal 

(6 inches) dbh square feet) of bed area; incorporated into soil 

Broad-Leaf Where nitrogen in soil is sufficient Liberal quantities incorporated into soil and applied Acid Peat Moss or Rotted 

Evergreen as mulch Oak Leaf Mold 

Where additional nitrogen is Also add 25 kilograms per 100 square meters (5 Tankage or Cottonseed Meal 

necessary lbs per 100 square feet) of bed area incorporated 

into soil 

*dbh = o;ameter at breast height 1.4 meters (4.5) feet above ground level 
4) The well shall be high enough to bring the top just above the 

level of the proposed fill. The well wall shall taper slightly away 

from the tree trunk at a rate of 80 millimeters per meter of wall 

height (1 inch per foot of wall height). 

5) The well wall shall be constructed of large stones, brick, building 

tile, concrete blocks, or cinder blocks with care being taken to 

ensure that ample openings are left through the wall of the well 

to allow for free movement of air and water. Mortar shall only be 

used near the top of the well and only above the porous fill. 

6) Drain lines composed of 100 millimeter (4-inch), high-quality 

drain tiles shall begin at the lowest point inside the well and 

extend outward from the tree trunk in a wheel-and-spoke pattern 

with the trunk as the hub. These radial drain lines shall slope 

away from the well at a rate of 10 millimeters per meter (0.125 

inches per foot). The circumferential line of tiles should be 

located beneath the drip line of the tree. Vertical tiles or pipes 

shall be placed over the intersections of the two tile systems if a 

fill of more than 600 millimeters (2 feet) is contemplated. These 

vertical tiles shall be held in place with stone fill. Tile joints shall 

be tight. A few radial tiles shall extend beyond each intersection 

and shall slope sharply downward to ensure good drainage. 

7) Tar paper or its approved equivalent shall be placed over the tile 

and/or pipe joints to prevent clogging, and large stone shall be 

placed around and over drain tiles and/or pipes for protection. 

8) A layer of 50 to 150 millimeters (2 to 6 inches) of stone shall be 

placed over the entire area under the tree from the well outward 

at least as far as the drip line. For fills up to 600 millimeters 

(2-feet) deep, a layer of stone 200 to 300 millimeters (8 to 12 

inches) thick should be adequate. A thicker layer of this stone, 

not to exceed 760 millimeters (30 inches), will be needed for 

deeper fills. 

9) A layer of 20 to 25 millimeters (0.75 to 1-inch) stone covered by 

straw, fiber-glass mat or a manufactured filter fabric shall be 

used to prevent soil from clogging the space between stones. 

Cinders shall not be used as fill material. 

10) Filling shall be completed with porous soil such as topsoil until 

the desired grade is reached. This soil shall be suitable to 

sustain specified vegetation. 

C-287 
11) To prevent clogging of the drain lines, crushed stone shall be 

placed inside the dry well over the openings of the radial tiles. 

Vertical tiles shall also be filled with crushed rock and may also 

be covered with a screen. 

12) To prevent anyone from falling into the dry well and leaves and 

debris from accumulating there, the area between the trunk and 

the well wall shall either be covered by an iron grate or filled with 

a 50-50 mixture of crushed charcoal and sand. (This will also 

prevent rodent infestation and mosquito breeding). 

c. Where water drainage through the soil is not a problem, coarse gravel 

in the fill may be substituted for the tile. This material has sufficient 

porosity to ensure air drainage. Instead of the vertical tiles or pipes in 

the system, stones, crushed rock, and gravel may be added so that the 

upper level of these porous materials slants toward the surface in the 

vicinity below the drip line (see Figure 38-3). 

d. Raising the grade on only one side of a tree or group of trees may be 

accomplished by constructing only half of one of these systems. 

FIGURE 38-3: TREE WELL WITHOUT DRAIN TILES 

DRIP LINE ___ _. 

NEW GIW>E 

fill SOIL 

C-288 
10. Lowering the grade: Trees shall be protected from harmful grade cuts by the 

construction of a tree wall (See Figure 38-4). 

a. Following excavation, all tree roots that are exposed and/or damaged 

shall be trimmed cleanly, painted with tree paint, and covered with moist 

peat moss, burlap, or other suitable material to keep them from drying 

out. 

b. The wall shall be constructed of large stones, brick, building tile, or 

concrete block or cinder block in accordance with the detail in 

Figure 38-4. 

c. Backfill with peat moss or other organic material or with topsoil to retain 

moisture and aid in root development. 

d. Apply fertilizer and water thoroughly. Fertilizer formulations and 

application rates and methods shall conform to the guidelines provided 

in Table 38-1. 

e. Prune the tree crown, reducing the leaf surface in proportion to the 

amount of root loss. 

f. Provide drainage through the wall so water will not accumulate behind 

the wall. 

g. Lowering the grade on only one side of a tree or group of trees may be 

accomplished by constructing only half of this system. 

C-289 
"'" ""' ~ 

FIGURE 38-4: TREE WALL DETAIL 

1.5 METERS (5 ft) MINIMUM 

NOTE: ROOTS PENETRA11NG BEYOND THE WALL LOCATION SHOULD 

BE BRIDGED 

780 mm (30 In.) MINIMUM 

C-290 

TOPSOIL B.ICKFlLL 

GRAVEL FILL IF WALLIS MORE 

THAN800mm 

(2lt)HIGH 

m~.,._-'---'7, TAPER WALL 80 mm/m (1 ln./11) 
11. Trenching and Tunnelling: 

a. Trenching shall be done as far away from the trunks of trees as 

possible, preferably outside the branches or crown spreads of trees, to 

reduce the amount of root area damaged, or killed by trenching 

activities. 

b. Wherever possible, trenches should avoid large roots or root 

concentrations. This can be accomplished by curving the trench or by 

tunnelling under large roots and areas of heavy root concentration. 

c. Tunnelling is more expensive initially, but it usually causes less soil 

disturbance and physiological impact on the root system (Figure 38-5). 

The extra cost may offset the potential cost of tree removal and 

replacement should the tree die. 

FIGURE 38-5: TRENCHING VS. TUNNELING 

-=;:~~~-)~!~:/}: ... ·:· 

··:_;_., 

DESTRUCTION OF FEEDER ROOTS 

WILL PROBABLY KILL THE TREE 

C-291 

TUNNELING UNDER THE TREE WILL 

PRESERVE IMPORTANT FEEDER ROOTS 
Tunnelling is almost always preferred over the trenching method. 

The tunnel should be 450 millimeters (18 inches) or greater below the 

ground surface and should not be located under the center of the tree 

(an off-center tunnel has the least impact on the roots). 

d. Roots shall not be left exposed to the air. They shall be covered with 

soil as soon as possible or protected and kept moistened with wet 

burlap or peat moss until the trench or tunnel can be filled. 

e. The ends of damaged and cut roots shall be cut off smoothly and 

protected by painting promptly with a tree-wound dressing. 

f. Trenches and tunnels shall be filled as soon as possible. Air spaces in 

the soil shall be avoided by careful filling and tamping. 

g. Peat moss or other suitable material shall be added to the fill material 

as an aid to inducing and developing new root growth. 

h. The tree shall be mulched and fertilized to conserve moisture, stimulate 

new root growth, and enhance general tree vigor. 

i. If a large amount of the root system has been damaged and killed, the 

crown leaf surface shall be proportionately reduced to balance the 

reduced root system. This may be accomplished by pruning 20 to 30 

percent of the crown foliage. If roots are cut during the winter, pruning 

shall be accomplished before the next growing season. If roots are cut 

during the growing season, pruning shall be done immediately. 

12. Removal and Replacement of Damaged Trees: Should a tree intended and 

marked to be retained be damaged seriously enough that survival and normal 

growth are not possible, the tree shall be removed. If replacement is 

desirable and/or required, the replacement tree shall be of the same or similar 

species, 50 to 60 millimeter (2 to 2.5 inches) (minimum) caliper balled and 

burlapped nursery stock. However, today, with the aid of a "tree spade," the 

same caliper tree may be required as a replacement. 

13. Clean-Up: Clean-up after a construction project can be a critical time for tree 

damage. Trees protected throughout the development operation are often 

destroyed by carelessness during the final clean-up and landscaping. Fences 

and barriers shall be removed last, after everything else is cleaned-up and 

carried away. 

C-292 
14. Maintenance: In spite of precautions, some damage to protected trees may 

occur. In such cases, the following maintenance guidelines should be 

followed: 

a. Soil Aeration - If the soil has become compacted over the root zone of 

any tree, the ground shall be aerated by punching holes with an iron 

bar. The bar shall be driven 300 millimeters (1-foot) deep and then 

moved back and forth until the soil is loosened. This procedure shall 

be repeated every 450 millimeters (18 inches) until all of the 

compacted soil beneath the crown of the tree has been loosened. 

b. Repair of Damage 

1) Any damage to the crown, trunk, or root system of any tree 

retained on the site shall be repaired immediately. 

2) Whenever major root or bark damage occurs, remove some 

foliage to reduce the demand for water and nutrients. 

3) Damaged roots shall immediately be cut off cleanly inside the 

exposed or damaged area. Cut surfaces shall be painted with 

approved tree paint, and moist peat moss, burlap, or top-soil 

shall be spread over the exposed area. 

4) To treat bark damage, carefully cut away all loosened bark back 

into the undamaged area, taper the cut at the top and bottom, 

and provide drainage at the base of the wound. 

5) All tree limbs damaged during construction or removed for any 

other reason shall be cut off above the collar at the preceding 

branch junction. 

6) Care for serious injuries shall be prescribed by a forester or a 

tree specialist. 

c. Fertilization: Broadleaf trees that have been stressed or damaged shall 

receive a heavy application of fertilizer to aid their recovery. 

1) Trees shall be fertilized in the late fall (after October 1) or the 

early spring (from the time frost is out of the ground until May 1 ). 

Fall applications are preferred, as the nutrients will be made 

available over a longer period of time. 

C-293 
2) Fertilizer shall be applied to the soil over the feeder roots. In no 

case should it be applied closer than 1 meter (3 feet) to the 

trunk. 

The root system of conifers extends some distance beyond the 

drip line. Increase the area to be fertilized by one fourth the 

area of the crown. 

3) Fertilizer shall be applied using approved fertilization methods 

and equipment. 

4) Formulations and application rates shall conform to the 

guidelines given in Table 38-1. 

Maintain ground cover of organic mulch around trees that is adequate to 

prevent erosion, protect roots, and hold water. 

C-294 
BMP-39 

BMP: DUST CONTROL 

Definition 

Reducing surface and air movement of dust during land disturbing, demolition and 

construction activities. 

Purpose 

To prevent surface and air movement of dust from exposed soil surfaces and 

reduce the presence of airborne substances which may present health hazards, 

traffic safety problems or harm animal or plant life. 

Conditions Where Practice Applies 

In areas subject to surface and air movement of dust where on-site and off-site 

damage is likely to occur if preventive measures are not taken. 

Planning Considerations 

Construction activities inevitably result in the exposure and disturbance of soil. 

Fugitive dust is emitted both during the activities (i.e., excavation, demolition, vehicle 

traffic, human activity) and as a result of wind erosion over the exposed earth 

surfaces. Large quantities of dust are typically generated in "heavy" construction 

activities, such as road and street construction and subdivision, commercial or 

industrial development which involve disturbance of significant areas of the soil 

surface. Research of construction sites has established an average dust emission 

rate of 270 kilograms per 1,000 square meter per month (1.2 tons/acre/month) for 

active construction. Earth-moving activities comprise the major source of 

construction dust emissions, but traffic and general disturbance of the soil also 

generate significant dust emissions. 

In planning for dust control, limiting the amount of soil disturbance at any one time 

should be a key objective. Therefore, phased clearing and grading operations and 

the utilization of temporary stabilization can significantly reduce dust emissions. 

Undisturbed vegetative buffers, 15 meter minimum widths (50 feet), left between 

graded areas and protected areas can also be very helpful in dust control. 

C-295 
Temporary Measures Used During Construction 

1. Vegetative Cover - In areas subject to little or no construction traffic, a 

vegetatively stabilized surface will reduce dust emissions (see TEMPORARY 

SEEDING, BMP-31). 

2. Mulch - When properly applied, mulch offers a fast, effective means of 

controlling dust. Not recommended for areas within heavy traffic pathways. 

Binders or tackifiers should be used to tack organic mulches (see 

MULCHING, BMP-35). 

3. Tillage - This practice is designed to roughen and bring clods to the surface. 

It is an emergency measure which should be used before wind erosion starts. 

Begin plowing on windward side of site. Chisel-type plows spaced about 300 

millimeters (12 inches) apart, spring-toothed harrows, and similar plows are 

examples of equipment which may produce the desired effect. 

4. Irrigation - This is the most commonly used dust control practice. Site is 

sprinkled with water until the surface is wet. Repeat as needed. It offers fast 

protection for haul roads and other heavy traffic routes. 

5. Spray-On Adhesives - Tremendous progress has been made in recent years 

in the development of products of this type. Most are effective on "mineral" 

soils and are ineffective on "muck" soils. These coherics are derived from a 

variety of compounds, both organic and synthetic based. Many of the 

adhesives will withstand heavy traffic loads. The organics include derivatives 

from pine tar and vegetable gum; synthetics may be acrylic or petroleum 

based. Table 39-1 lists various adhesives and provides corresponding 

information on mixing and application. 

6. Stone - Stone can be used to stabilize roads or other areas during 

construction using crushed stone or coarse gravel (see CONSTRUCTION 

ROAD STABILIZATION, BMP-3). 

7. Barriers - A board fence, wind fence, sediment fence, or similar barrier can 

help to control air currents and blowing soil. Place barriers perpendicular to 

prevailing air currents at intervals of about 15 times the barrier height. Where 

dust is a known problem, existing windbreak vegetation should be preserved. 

8. Calcium Chloride - This chemical may be applied by mechanical spreader as 

loose, dry granules or flakes at a rate that keeps the surface moist but not 

so high as to cause water pollution or plant damage. Application rates should 

be strictly in accordance with suppliers' specified rates. 

C-296 
TABLE 39-1 

ADHESIVES USED FOR DUST CONTROL 

Application Rate 

Adhesive Water Dilution Type of 

Adhesive: Water Nozzle Liters/1,000 Gallons/acre 

square meters 

Anionic 

Asphalt 7 : 1 Coarse Spray 1,000 1,200 

Emulsion 

Latex 12.5 : 1 Fine Spray 220 235 

Emulsion 

Resin in 4 : 1 Fine Spray 280 300 

Water 

Acrylic 

Emulsion 7 : 1 Coarse Spray 420 450 

(NonTraffic) 

Acrylic 

Emulsion 3.5 : 1 Coarse Spray 328 350 

(Traffic) 

Permanent Methods 

1. Permanent Vegetation - The application of PERMANENT SEEDING (see 

BMP-32) and saving existing trees and large shrubs can help reduce soil and 

air movement from construction sites. 

2. Stone - Crushed stone or coarse gravel can be used as a permanent cover 

which will provide control of soil emissions. 

C-297 
APPENDIX D 

Inspection Checklist and Guidelines 

D-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

Exhibit 0-1 

POLLUTION PREVENTION COMMITTEE MEMBERS 

Construction Project Manager/Representative 

Phone _______ _ 24 hr Phone _______ _ 

Designated Individuals 

Name __________ _ Tltle Company Phone _________ _ 24 hr Phone 

Name _________ _ Tltle Company Phone _________ _ 24 hr Phone 

Name _________ _ Title Company Phone __________ _ 24 hr Phone 

Name _________ _ Title Company Phone _________ _ 24 hr Phone 

Name _________ _ Title Company Phone __________ _ 24 hr Phone 

Name __________ _ Title Company Phone __________ _ 24 hr Phone 

Name __________ _ Title Company Phone __________ _ 24 hr Phone 

Name __________ _ Title Company Phone __________ _ 24 hr Phone 

Name __________ _ Title Company Phone __________ _ 24 hr Phone 

D-2 
Exhibit D-2 

ARMY CORPS OF ENGINEERS 

Storm Water Pollution Prevention Plan 

Construction General Permit 

Inspection and Maintenance Report Form 

EP 1110-1-16 

28 Feb 97 

To be completed every 7 days and within 24 hours of a rainfall event of 13 mm (0.5 inch) or more 

Project:. __________________________ _ 

Inspected By: ________________ Date: _______ _ 

Inspectors Qualifications: _____________________ _ 

Days Since Last Rainfall: ___ _ Amount Of Last Rainfall ____ m.m (Inches) 

Structural Controls 

AREA DATE SINCE LAST DATE OF NEXT STABILIZED STABILIZED CONDITION 

DISTURBED DISTURBANCE (yes/no) WITH 

STABILIZATION REQUIRED: 

TO BE PERFORMED BY:. _________ _ ON OR BEFORE:. ______ _ 

D-3 
EP 1110-1-16 

28 Feb 97 

Exhibit D-3 

ARMY CORPS OF ENGINEERS 

Storm Water Pollution Prevention Plan 

Construction General Permit 

Inspection and Maintenance Report Form 

To be completed every 7 days and within 24 hours of a rainfall event of 13 mm (0.5 inch) or more 

Project: __________________________ _ 

Inspected By: ________________ D.ate: _______ _ 

Inspectors Qualifications: _____________________ _ 

Days Since Last Rainfall: ___ _ Amount Of Last Rainfall ____ mm (Inches) 

Vegetative Controls 

AREA DA TE SINCE LAST DATE OF NEXT STABILIZED STABILIZED CONDITION 

DISTURBED DISTURBANCE (yes/no) WITH 

STABILIZATION REQUIRED: 

TO BE PERFORMED BY: _________ _ ON OR BEFORE: ___ _ 

D-4 
Exhibit D-4 

ARMY CORPS OF ENGINEERS 

Storm Water Pollution Prevention Plan 

Construction General Permit 

Inspection and Maintenance Report Form 

EP 1110-1-16 

28 Feb 97 

To be completed every 7 days and within 24 hours of a rainfall event of 13 mm (0.5 inch) or more 

Project: __________________________ _ 

Inspected By: ________________ D,ate: _______ _ 

Inspectors Qualifications: _____________________ _ 

Days Since Last Rainfall: ___ _ Amount Of Last Rainfall ____ mm (Inches) 

Management Controls 

AREA ACTIVITY MAINTENANCE STABILIZED STABILIZED CONDITION 

DESCRIPTION REQUIRED (yes/no) WITH 

STABILIZATION REQUIRED: 

TO BE PERFORMED BY: __________ ON OR BEFORE: _________ _ 

D-5 
Table D-5 

EQUIPMENT MAINTENANCE AND INSPECTION 

Inspection/Maintenance Location/Equipment Conducted By 

Conducted and 

Comments/Observations 

Date 

f',)ffl 

CX) -a 

'Tl .... CD _.. O' .... 

coo 

..... .!.. 

I 

.... 

en 
Table D-6 

DRAINAGE SYSTEM MAINTENANCE AND INSPECTION 

Outfall Condition Discharge Follow-up 

Present 

D-7 

EP 1110-1-16 

28 Feb 97 

Inspector 
APPENDIX E 

Construction Project Work Sheets and Supporting Documentation 

E-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

Date 

Table E-1 

POLLUTANT LIST 

Pollutant Present Use 

E-2 

Quantity Estimate 
Date Location 

Of Spill 

Table E-2 

HISTORY OF PAST SPILLS 

Type of Amount 

Material of Material 

E-3 

EP 1110-1-16 

28 Feb 97 

Cleanup Response 
Date Sampled Outfall Sampled 

Table E-3 

SAMPLING EVENT RECORDS 

Analysis Performed Analysis Method Sampling Team 
Table E-4 

SPILL CONTROL AND COUNTERMEASURES 

Location Potential Chemical Equipment Committed Personnel 

m 

-a 

1\)..1, 

Q) .... 

.,, .... g.~ I co .... ..... 0) 
Workshop Topic 

tT.I 

I 

O'\ 

Table E-5 

EMPLOYEE TRAINING SCHEDULE 

Dates Personnel Attending 

r:~ "' CD _., .... er .... coo ~.!.. I 

.... 

a, 
EXHIBIT E-1 

HAZARDOUS WASTE HANDLING CONTINGENCY PLAN 

for 

(Company Name) 

(Location) 

(Date) 

E-7 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

(COMPANY NAME) 

HAZARDOUS WASTE HANDLING CONTINGENCY PLAN 

Construction activity name. ___________ _ 

Location Address 

Telephone# 

EPA I.D. # 

PRIMARY EMERGENCY COORDINATOR: 

Name 

Telephone# 

Home# 

Home Address 

SECONDARY EMERGENCY COORDINATOR: 

Name 

Telephone# 

Home# 

Home Address 

E-8 
Description of Waste Handled: 

Maximum amount of waste on site: 

Maximum amount generated per month: 

____ kg(lb) 

_____ kg (lb) 

LOCAL 

EMERGENCY RESPONSE CONT ACTS 

*STATE 

Fire Department 

Name 

Address _______ _ 

Phone# --------

Ambulance Service 

Name 

Address _______ _ 

Phone# _______ _ 

Sheriff's Department 

Name 

Address 

Phone# 

Hospital 

Name 

Address _______ _ 

Phone# 

Dept. of Natural Resources 

Name 

Address 

Phone# --------

*FEDERAL 

Environmental Protection Agency 

Name 

Address 

Phone# 

E-9 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

Arrangements with Sheriff's Department 

Access to site can be achieved by contacting one of the Emergency Coordinators. Do not allow 

any contact with the waste unless the emergency equipment specified in this plan is employed. 

Arrangements with Fire Department 

Material is/is not flammable or explosive. 

Where possible, do not wash the waste solids away. The liquid should not enter any sewers or 

contaminate ground water. Absorb using clay, lime, sand, soda ash, or sawdust. 

Arrangements with Local Hospital 

Exposure by inhalation or ingestion is/is not likely. Skin contact with either solid or liquid waste 

can result in________ Standard medical treatment for such condition 

is -----------

Waste will contain a mixture of __________ _ 

For eye contact, ____________ _ If swallowed, _______ _ 

Emergency Response - Hazardous Waste Spill 

An employee discovering the spillage will immediately contain it. Then immediately report it 

to a member of management. 

A member of management will then contact the designated Emergency Coordinator. 

The emergency coordinator will obtain the following information: 

1. the material spilled 

2. location of spillage of hazardous material 

3. an estimate of quantity released 

4. any injuries involved 

5. the area contaminated by the spillage 

E-10 
EP 1110-1-16 

28 Feb 97 

Based on the information obtained, the coordinator will assess the magnitude and seriousness of 

the spillage. If the incident is within the capabilities of the company's emergency response 

organization, the Emergency Coordinator will contact and deploy the necessary personnel. 

If the accident is beyond plant capabilities, the Emergency Coordinator will contact the 

appropriate agencies. A list of agencies and phone numbers is shown in Contingency Plan. 

If a spill occurs in the hazardous waste storage area, the waste should contain no free liquid, but 

in the event that liquid is present, a dike should be made around the spill using the absorbent 

material located in the hazardous waste storage area. 

When the waste is dry, after addition of sufficient absorbent, the material should be placed in 

17H DOT approved drums. Drum must be marked with hazardous waste label. Accumulation 

start date should be marked on drum label. 

If the spillage has come from a leaking hazardous waste drum, then the drum should be placed 

by forklift in a 303-e (80-gallon) recovery drum, marked with a completed hazardous waste label 

including accumulation start date. 

Only those persons involved in the emergency operation will be allowed within the designated 

hazard area. If possible, the area will be roped or otherwise blocked off. 

The clean-up will be performed by personnel designated by the Emergency Coordinator. All 

nonessential personnel will be removed from the hazard area. 

All materials contaminated during the clean-up operation must be placed in drums for proper 

disposal. The Emergency Coordinator has the responsibility for ensuring this is done. 

In addition, the Emergency Coordinator must ensure that, in the affected area of the plant: 

A. No waste that may be incompatible with the released material is treated, stored, 

or disposed of until clean-up procedures are completed. 

B. All emergency equipment is clean and fit for its intended use before operations 

are resumed. 

The Site Superintendent or his designate must: 

A. In the event that the local emergency services have been required, or a spill has 

occurred which extends outside the jobsite area, notify the Regional Administrator 

and appropriate State and local authorities that the jobsite is in compliance with 

E-11 
paragraphs (a) and (b) above before operations are resumed in the affected area 

of the jobsite. 

B. The Site Superintendent or his designate must note in the operating record the 

time, date, and details of any incident that required implementation of the 

contingency plan. Within 15 days after the incident, he must submit a written 

report on the incident to the Regional Administrator including: 

1. Name, address, and phone number of the company and jobsite. 

2. Date, time, and type of accident. 

3. Name and quantity of materials involved. 

4. Extent of injuries, if any. 

5. Assessment of actual or potential hazards to human health or the 

environment. 

6. Estimated quantity and disposition of recovered material resulting from the 

incident. 

The Site Superintendent also has the responsibility for the following items: 

Employee Training 

Employees working in areas containing hazardous waste will be given an introductory course in 

hazardous waste management and annual reviews thereafter, per parameter set forth in 40 CFR 

265.16. The established company training program will be used. 

Records 

A copy of this contingency plan shall be kept in the corporate files, Site Supervisor's office, Site 

Superintendent's office, and all emergency coordinator's files. 

This contingency plan will be revised for amendment: 

A. When applicable regulations are revised. 

B. When plan fails in an emergency. 

C. When situations in the plan change, which increase the potential for release of 

waste. 

D When the list of emergency coordinators changes. 

E. When the list of emergency equipment changes. 

E-12 
HAfARDOUS WASTE STORAGE 

EMERGENCY EQUIPMENT LISTING 

A. 

B. 

C. 

D. 

E. 

F. 

G. 

H. 

Communication System. In the space below put locations of any outside intercoms or 

radios. 

Eye Wash Stations - Safety Showers. One commercial brand eyewash bottle is located 

in the hazardous waste storage area. 

Respirators. All operators have NIOSH approved half-face respirators with the 

appropriate filter cartridge. 

Fire Suppression. Post location of fire extinguishers in waste storage area. 

First Aid. A First Aid box is located and maintained in the 

Personal Protective Equipment. Rubber gloves, rubber boots, goggles or helmet with 

splash shield are worn by all operators when handling hazardous waste. Spares are 

available. 

Spill Control. Oil dry or absorbent clay is available to soak up liquid and to make 

temporary dikes. 

Storage Area and Waste Container Inspection. Weekly inspections are made to confirm 

the integrity of all containers and to ensure all safety equipment is available. 

E-13 
EP 1110-1-16 

28 Feb 97 

EXHIBIT E-2 

CHEMICAL STORAGE CONTINGENCY PLAN 

For 

(Company Name) 

(Location) 

(Date) 

E-14 
EP 1110-1-16 

28 Feb 97 

I. GENERAL INFORMATION 

II. 

Company Name 

produces ___________________________ _ 

The construction activity consists of _____ hectares (acres). 

Tank maximum capacities are shown below: 

Tank Number Contents Maximum Capacity Liters (Gallons) 

All tanks are labeled in accordance with State and Federal regulations. 

Site Information: 

The construction activity is located at ____________ . (On what 

road?) 

Within 0.8-km (1/2-mile) radius of the jobsite: 

- population 

- any schools, hospitals,. or any other institutional 

facilities? 

- is land wooded or any water close by? 

- any dwelling or businesses within 0.8 km (1/2 mile)? 

- what is soil type? 

SECURITY 

1. All tanks are enclosed in diked containment areas. 

2. Gates at the jobsite entrance are closed and locked when the jobsite is closed and 

not in operation. 

3. (Add any other security information.) 

E-15 
EP 1110-1-16 

28 Feb 97 

III. FIRE AND SPILL CONTROL 

Site Fire Marshal: Give name and title. Give any fire procedures, location of fire 

extinguishers and fire hoses. 

Spill Containment Provisions 

All storage tanks are located in diked containment areas. The dikes have sufficient 

capacity to hold the volume of the largest tank plus any accumulated rain water. 

For dike containments that have no drains, spills may only be removed by pumping, thus 

preventing accidental release. Dike spill contents should be returned to the process but 

may be disposed of as a hazardous waste in a federally approved disposal site. 

All transfer piping is above ground. 

During all filling operations, one man is assigned to supervise the operations so that 

overflows do not occur. 

Spill Containment and Disposal 

1. Immediately contain the spill. 

2. Use absorbent materials to make temporary barriers. Supplies of absorbent 

materials are located -------------- 3. Absorb any nonpumpable liquid with absorbent material. 

4. Transfer the sludge to appropriate D.O.T.-approved 208-e (55-gallon) 

drums for disposal. 

5. Do not wash spills into the storm drains. 

6. Report all leaks and spills to the supervisor. 

Inspections 

Equipment is inspected daily by operations and site management. 

Leaks and spills are corrected promptly. 

E-16 
EP 1110-1-16 

28 Feb 97 

The Site Superintendent is the designated individual for all types of spill prevention. He 

has the responsibility to train applicable personnel to prevent discharges and ensure 

knowledge of applicable laws and regulations. 

Coordination Agreements 

The company has emergency response agreements regarding hazardous waste which will 

cover any spill occurrence. 

Copies of the appropriate contingency plans are held by the: 

Notifications 

Sheriff's Office 

Fire Department 

Hospital 

Any person discovering a spill will call the emergency coordinators listed in the 

Hazardous Waste Contingency Plans. 

If the spill is a reportable quantity or leaves the property, then the agencies detailed below 

will be informed. 

1. Department of Natural Resources (appropriate State Agency) 

Phone Number: ---------- 2. Environmental Protection Agency (Federal) 

Phone Number: _________ _ 

3. Fire Department (if necessary) 

Phone Number: _________ _ 

Personnel Training 

All assigned personnel are provided with training in safe handling of hazardous chemicals 

and hazardous waste. Training covers the use of respirators, protective safety equipment, 

proper hygiene, decontamination procedures, and contingency plans. Training is given 

on-the-job (OTJ) by the Emergency Coordinator or his designated person. 

E-17 
EXHIBIT E-3 

OIL SPILL PREVENTION CONTROL 

and 

COUNTERMEASURE PLAN 

(SPCC) 

For 

(Company Name) 

(Location) 

(Date) 

E-18 
I. 

II. 

PURPOSE 

EP 1110-1-16 

28 Feb 97 

This plan is established to prevent the accidental release of oil from this construction 

activity into local ponds, streams, or ground water, per 40 CFR 110-13. 

OIL STORAGE AREA INFORMATION 

1. Tank size 

2. Above ground, below ground, vertical or horizontal 

3. Size class 

4. Is tank surrounded by a concrete or earthen containment dike? Containment 

storage volume _____ _ 

Ill. PREVIOUS SPILL EXPERIENCE 

(Enter last date of spill, if any.) 

IV. FUELING PROCEDURES 

1. One person will be assigned to supervise filling operations. He will ensure tanks 

are not overfilled by checking tank levels prior to and during filling. 

2. Filling supervisor will place a warning sign in front of the tractor cab driver's 

door, reminding him to see that loading lines are disconnected before he pulls 

away. 

3. All lines will be blown free of oil by compressed air before maintenance work is 

performed. 

4. Loading lines will be capped when not in use. 

5. Any sight glass valves will be kept in "off' position when not in use. 

6. Tank weld seams, pipe fittings, flanges, and valves will be visually inspected 

during each filling operation. Any leaks or spills will be reported immediately to 

the Emergency Coordinator. 

7. Vehicle traffic will be limited or prohibited in areas of oil transfer lines. 

E-19 
EP 1110-1-16 

28 Feb 97 

V. SECURITY 

1. This construction activity is enclosed by a chain link fence, gates are locked when 

construction activity is unattended. 

2. Containment dikes have no outlet valves or permanent sump pumps. Dikes are 

pumped after rainfalls by a portable sump pump after inspection to assure no oil 

contamination. 

3. Oil pump starter control shall be locked in the "off' position when not in use. 

4. Area is properly lighted for after dark operations. Lighting is adequate for nighttime spill or leak detection. 

VI. PERSONNEL TRAINING 

Newly hired personnel are to be instructed in the operation and maintenance of oil 

handling equipment and the rules, regulations, and procedures as outlined in this plan. 

Annual training will be provided to them and other employees involved in oil handling 

and spill prevention measures. 

VII. EMERGENCY COORDINATORS 

Primary and secondary coordinators shall be listed in the "Hazardous Waste Contingency 

Plan." They will have authorization to commit construction activity resources necessary 

to carry out this plan. 

VIII. REPORTABLE QUANTITIES 

The exact quantity of oil spilled, which is to be reported to governing agencies, has not 

been determined as of this writing. Federal regulations specify only "a film or sheen 

upon or discoloration of the surface of the water ... " should be reported. 

E-20 
APPENDIX F 

Certification 

F-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

SWPPP CERTIFICATION 

Name ___________ ....;.... ___________ _ Title -------------------------

Name of Construction Project _______________ _ 

Location of Construction Project ______________ _ 

Printed 

Name 

"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 ensure 

that quallfled 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, ls, 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." 

------------------------

Signature ______________________ _ 

Title -------------------------

Date ________________________ _ 

F-2 
NON-STORM WATER CERTIFICATION 

Name 

EP 1110-1-16 

28 Feb 97 

Title ________________________ _ 

Name of Construction Project _______________ _ 

Location of Construction Project ______________ _ 

Printed 

Name 

"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 ensure 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." 

------------------------

Signature ______________________ _ 

Title -------------------------

Date ________________________ _ 

F-3 
EP 1110-1-16 

28 Feb 97 

THIS FORM REPLACES PREVIOUS FORM 3510-7 (8-92) Form Approved. oua ""· __. 

Please See lnatructlons Before ComDleting This Form ~U!>lrn:W1•N 

&EPA Untted States Environmental Protection Agency 

NPDES Washington, DC 20460 

FORM Notice of Termination (NOT) of Coverage Under a NPDES General Permit for 

Storm Water Discharges Associated with Industrial Activity 

Submission of this Notice of Termination constitutes notice that the pa~ Identified In Section II of this form Is no lon~er authorized to discharge storm water 

associated with industrial activity under the NPOES program. ALL NE ESSARY INFORMATION MUST BE PROV OED ON THIS FORM. 

I. Permit Information 

NPDES Storm Water l .. ·--'··-···'---l--'-·····"·-~~ 

Check Here II You are No Longer 

□ Check Here H the Storm Water 

General Permit Number: the Operator of the Facility: Discharge is Being Terminated: □ II. Facility Operator Information 

Name: ' ' ' I Phone: ! ' l 

Address:: ' ' ' ; 

! 

... • .............. L_L--•-·: . ...J..-'--..L..'. '-·-'--'·-•·· •._._i 

. I I • ' City: ... State: L.-J.__j ZIP Code: L__L_t__L_L...J.__L __ L_J..._L.J 

Iii. Facility/Site Location Information 

Name: [ .. _______ I 

Address: I 

City: ' ' ' I State: L-1 .... _i ZIP Code: I ' i 

' l I i Quarter: ' Lan.,de· .. Longitude: .. L _j Section: Lu Township: I I I I I Range: I ' I I I 

IV. Certification: I certify under penali of law that all storm water discharges associated with Industrial activity from the identified facility that are 

authorized by a NPDES ~eneral permit ave been eliminated or that I am no longer the operator of the facility or construction site. I understand that by 

submitting this Notice of erminat1on, I am no longer authorized to discharge storm water associated with industrial activity under this general permit, and 

that d1scharg1ng pollutants In storm water associated with industrial activity to waters of the Untted States is unlawful under the Clean Water Act where 

the discharge is not authorized by a NPDES permit. I also understand that the submittal of this Notice of Termination does not release an operator from 

liability for any violations of this permit or the Clean Water Act. 

Print Name: ; : ·' .... ,. ··--'· .... , ... Date: '----~-----~-

Signature: 

ln1tructlon1 for Completing Notice of Termination (NOT) Form 

Who May File I Notice of Termln1lion (NOT) Form Whtro to Ale NOT Form 

Permittees who are presently covered under an EPA-issued National Pollutant Send this fom, to the the following address: 

Discharge Eltmmat1on System (NPOES) General Permit (including the 1995 

Multi-Sector Pemih) for Storm Water Oteharges Associated with Industrial Activity Storm Water Notice of Termination (4203) 

may subm·11 a Notice ol Temiinat,on (NOT) lorm when their facilities no longer 401 M Street, SW. 

have any storm water discharges assodated with industrial activity as defined in Washington, DC 20460 

the storm water regulations at 40 CFR 122.26{b)(14), or when they are no longer 

the operator of the facilities. 

CompleUng tht Form 

For construction activities, elimination of all storm water discharges a~iated 

wrth 1ndustnal actrvity occurs when disturbed soils at the construcMn site have Type or print, using upper-case letters, in the appro,priate areas only Please 

been finally s1ab1ll2ed and lemparary erosion and sediment control measures place each character between the manu. Abbrev,ate if necessary 10 stay withm 

have been removed or win be removed at an appropnate time, or that au storm the number of characters allowed for each hem. Use only one space for breaks 

water discharges associated wrth industrial activ,ty from the construction srte thal between words, but not for punctuation marks unless they are needed 10 clanty 

are a1.1thon2ed by a NPOES general permit have otherwise been eliminated. Final your response. tf you have any questions about this form, telephone or wnte the 

stab1hza110n means that all soil-disturbing activities at the sile have been Notice of Intent Processing Center at (703) 931·3230. 

completed, and that a uniform perennial vegetative cover wi1h a density of 70% ol 

the co~er (or u!'\paved areas and areas no\ CO'#ered by peffl\anenl structures has 

been eslabl1shed, or equivalent permanent stabilization measures (such as the 

use of nprap, gabions, or geotextiles) have been employed. 

EPA Fom, 35,0.7 (8·98) 

F-4 
EP 1110-1-16 

28 Feb 97 

lnatNctJona • EPA Fonn 35f0-7 

NoUct of Ttnnlnlllon (NOT) of Covtn9t Undtr TIit NPDES Gtntrtl Ptnnlt 

for Stonn Wattr O.Ch1rgn Anoci.ttd With Industrial Actlvlty 

s.ctlon I Ptnntt lnfonn,tlon 

Enter the exisUng NPDES Storm water General Permit number 111ignea to the 

fleility or alte Identified in Section Ill. H you do not k~ the permit number, 

telephone or write your EPA Regional atorm water contaci person. 

Indicate your reason for submitting this Notice of Termination by checking the 

1ppropnate box: 

H there has been a change of operator tnd you ire no tonger the opertlor 

of the fac,lity or 11te Identified In Section 111, check the corresponding box. 

tf all storm water discharges at the facility or aite identified In Section Ill 

have been terminated, check the corresponding box. 

S.CUon II Facility Operator Information 

Grve the legat name or the person, firm, public organiZation, or any other entity 

that operates the tac1hty or site described in this application. The name of the 

operator may or may not be the same name as the facility. The operator of the 

facility 1s the legal entity which controls the facility's operation, rather than tne 

plant or site manager Do not use a colloquial name Enter the cornP'9te address 

and telephone number of the operator 

Section iii F aciilty/Slte Location Information 

Enter the facility's or stte's otr,cial or legal name and comp~te address, Including 

crty, state and ZIP code If the facility lacks a street address, indicate the state, 

the latrtude and k>ngrtude of the fac1lrty to the nearest 15 seconds, or the quarter, 

section. township. and range (to the nearest quarter aection) of the approximate 

center of the site 

F-5 

ltctJOn IV Certlflclllon 

Federal statutes provide for ...,.,e penalties for lUbnilting Ilise Information on 

lhla application form. Federal regulations require lhla a,,plcation to be signed as 

loloWI: 

For• corporation: by a ruponaible corporate officer, Wlich means: (Q pre&idenl 

NCl'etary, lreasurer, or Yice-prealdent ol the corporation In charge of a principal 

business luoction. or any olhef penon who ptrlorms -r poliCy or decision 

making functions. or (Ill h manager ol one or more .....iacturlng, production, 

or operating flcitities effll)loying more thin 250 persons or having gron annual 

aale1 or expendi!Ures exceeding S25 million (In l8C0ftd.<luarter 1980 dollars). W 

autl1ority to 1ign documents ha& been auignea or delegated to the manager In 

accordance with corporate procedures; 

For a partnership or sole proprietorship: by a general .-r1ner or the proprietor, 

or 

For a municipality, Sta/lJ, F«/IJral. or o/Mr public ,.c.lly: by either a principal 

executive officer or ranking elected official. 

Paperwork RtductJon Act NoUce 

Public reporting burden for this application la estimated lo average 0.5 hou~ per 

application, Including time for reviewing ln1truction1. aearehing existing data 

aources, gathering and maintaining h data -· Ind completing and 

reviewing the collection of Information. Send camments regarding the burden 

estimate, any other aspect of the colfectiOn of Information, or suggestion, for 

lmp<oving this form, Including any 1uggeations which may Jncrene or reduce this 

burden to: Chief, Information Policy Branch, 2138, U.S. Environmental Protection 

Agency, 401 M Street, s-N, W.1hington, DC 20460, or DireclOr, Office of 

Information and Regulatory Allaitl, Office of Management and Budgel 

Wlshlngton, DC 20503. 
EP 1110-1-16 

28 Feb 97 

NOTICE OF TERMINATION 

NPDES No .. _____ _ 

Name of Construction Project _______________ _ 

Location of Construction Project: (If address is not available, locate approximate center of site by 

latitude and longitude to the nearest 15 seconds, or the section, township and range to the 

nearest quarter) 

Operator: 

Name ---------------------- Address ---------------------- Phone _____________________ _ 

Reason for 

Termination: 

Printed 

Name 

-----------------------------

"I certify under penalty of law that all storm water discharges associated with industrial 

activity from the identified facility that are authorized by an NPDES general permit have 

been eliminated or that I am no longer the operator of the construction activity. I 

understand that by submitting this notice of termination, that I am no longer authorized to 

discharge storm water associated with industrial activity under this general permit, and that 

discharging pollutants in storm water associated with industrial activity to waters of the 

United States is unlawful under the Clean Water Act where the discharge is not authorized 

by an NPDES permit. I also understand that the submittal of this notice of termination 

does not release me as operator from liability for any violations of this permit or the Clean 

Water Act." 

------------------------ Signature ______________________ _ 

Title -------------------------

Date ________________________ _ 

F-6 
APPENDIX G 

Record of Revision 

G-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

Revision 

Number 

Table G-1 

Army Corps of Engineers 

Storm Water Pollution Prevention Plan 

for Construction Activities 

Record of Revision 

Date of Date Signature of Person Entering Change 

Change Entered 

G-2 
Exhibit G-1 

Army Corps of Engineers 

Storm Water Pollution Prevention Plan 

for Construction Activities 

Record of Revision 

EP 1110-1-16 

28 Feb 97 

To all holders of the COE Storm Water Pollution Prevention Plan for Construction 

Activities: 

Revision Number: ---------- Date: --------------- Attached are the revised pages of the COE SWPPP of which you have a copy. Please 

remove pages in your copy and replace them with these revisions. Record each revision 

on the preceding page of your copy. 

Old Page Revised Page Date Signature of Person Entering 

(page number) (page number) Entered Change 

G-3 
* 

APPENDIX H 

Sectio·n 313 Water Priority Chemicals* 

Source: Federal RegisterNol 57, No. 175/ 

WEDNESDAY, SEPTEMBER 9, 1992-

ADDENDUM B, page 41331-41335. 

H-1 

EP 1110-1-16 

28 Feb 97 
EP 1110-1-16 

28 Feb 97 

CAS Number · 

75-07-0 

75865 

107-02-8 

107-13-1 

309-00-2 

107-05-1 

7429-90-5 

7664-41-7 

62-53-3 

120-12-7 

7440-36-0 

7647189 

28300745 

7789619 

10025919 

7783564 

1309644 

7440-38-2 

1303328 

1303282 

7784341 

1327533 

1303339 

1332-21-4 

542621 

71-43-2 

92-87-5 

100470 

98-88-4 

SECTION 313 WATER PRIORITY CHEMICALS 

Common Name 

Acetaldehyde 

Acetane cynohydrin 

Acrolein 

Acrylonitrile 

Aldrin[1,4:5,8-Dimethanonaphthalene, 1,2,3,4, 10, 10-hexachloro1,4,41,5,8, 8a-hexahydro-(1.alpha.,4.alpha.,4a.beta., 5.alpha., 8.alpha., 

Sa.beta.)•) 

Allyl Chloride 

Aluminum lfume or dust) 

Ammonia 

Aniline 

Anthracene 

Antimony 

Antimony pentachloride 

Antimony potassium tartrate 

Antimony tribromide 

Antimony trichloride 

Antimony trifluoride 

Antimony trioxide 

Arsenic 

Arsenic disulfide 

Arsenic pentoxide 

Arsenic trichloride 

Arsenic trioxide 

Arsenic trisulfide 

Asbestos !friable) 

Barium cyanide 

Benzene 

Benzidine 

Benzonitrile 

Benzoyl chloride 

H-2 
CAS Number· 

100-44-7 

7440-41-7 

7787475 

7787497 

7787555 

111-44-4 

75-25-2 

74-83-9 

85-68-7 

7440-43-9 

543908 

7789426 

10108642 

7778441 

52740166 

13765190 

592'J18 

133-C5-2 

63-25-2 

75-15-0 

56-23-5 

57-74-9 

7782-50-5 

59-50-7 

108-90-7 

75-00-3 

67-66-3 

74-87-3 

95-57-8 

SECTION 313 WATER PRIORITY CHEMICALS 

Common Name 

Benzyl chloride 

Beryllium 

Beryllium chloride 

Beryllium fluoride 

Beryllium nitrate 

Bla(2-chloroethyt) ether 

Bromoform 

Bromomethane (Methyl bromide) 

Butyl benzyl phthalate 

Cadmium 

Cadmium acetate 

Cadmium bromide 

Cadmium chloride 

Calcium arsenate 

Calcium arsenite 

Calcium chromate 

Calcium cyanide 

Captan [ 1 H-lsoindole· 1 ,3(2H)-dione,3a,4, 7, 7a-tetrahydro•2· 

[ (trichloromethyl)thio)-I 

Carbary! [ 1-Naphthalenol, methylcarbamateJ 

Carbon disulfide 

Carbon tetrachloride 

EP 1110-1-16 

28 Feb 97 

Chlordane (4, 7-Methanoindan, 1 ,2,4,5,6, 7,8,8-octachloro-2,3,3a,4, 7, 7a• 

hexahydro-I 

Chlorine 

Chloro-4-methyt-3-phenol p-Chloro-m-creaol 

Chlorobenzene 

Chloroethane (Ethyl chloride) 

Chloroform 

Chloromethane (Methyl chloride) 

2-Chlorophenol 

H-3 
EP 1110-1-16 

28 Feb 97 

CAS Number· 

106-48-9 

1066304 

11115745 

10101538 

7440-47-3 

1308-14•1 

10049055 

7789437 

544183 

14017415 

7440-50-8 

108-39-4 

9548-7 

106-44-5 

1319-77-3 

142712 

12002038 

7447394 

3251238 

5893663 

7758987 

10380297 

815827 

57-12-5 

5-06774 

110-82-7 

94-75-7 

106-93-4 

84-74-2 

25321-22-6 

.•SECT10N 313 WATER PRIORITY CHEMICALS 

Convnon Name 

4-Chlorophenol 

Chromic acetate 

Chromic acid 

Chromic sulfate 

Chromium 

Chromium (Tri) 

Chromous chloride 

Cobaltous bromide 

Cobaltous formate 

Cobaltous sulfamate 

Copper 

m-Cresol 

o-Cresol 

p-Cresol 

Cresol (mixed isomers) 

Cupric acetate 

Cupric acetoarsenite 

Cupric chloride 

Cupric nitrate 

Cupric oxalate 

Cupric sulfate 

Cupric sulfate, ammoniated 

Cupric tartrate 

Cyanide 

Cyanogen chloride 

Cyclohexane 

2,4-0 [Acetic acid, (2,4-dichlorophenoxyl-l 

1,2-Dibromoethane (Ethylene dibromidel 

Dibutyl phthalate 

Dichlorobenzene (mixed isomers) 

H-4 
CAS Number 

95-50-1 

541-73-1 

106-46-7 

91-94-1 

75-27-4 

107-06-2 

540-59-0 

120-83-2 

78-87-5 

542-75-6 

62-73-7 

115-32-2 

177-81-7 

84-66-2 

105-67-9 

131-11-3 

534-52-1 

51-28-5 

121-14-2 

606-20-2 

117-84-0 

122-66-7 

106-89-8 

100-41-4 

106934 

50-00-0 

76-44-8 

1 18-74-1 

87-68-3 

SECTION 313 WATER PRIORITY CHEMICALS 

Common Name 

1,2-Dichlorobenzene 

1,3-Dichlorobenzene 

1,4-Dichlorobenzene 

3, 3' -Dichlorobenzidine 

Oichlorobromomethane 

1,2-Dichloroethane (Ethylene dichloridel 

1,2-0ichloroethylene 

2, 4-Dichlorophenol 

1,2-Dichloropropane 

1 ,3-Dichloropropylene 

Dichlorvos [Phosphoric acid, 2,2-dichloroethenyl dimethyl ester) 

EP 1110-1-16 

28 Feb 97 

Dicofol IBenzenemethanol, 4-chloro-.alpha. -(4-chlorophenyll-.alpha.-

ltrichloromethyl)-I 

DH2-ethylhexyl phthalate (DEHP) 

Diethyl phthalate 

2,4-Dimethylphenol 

Dimethyl phthalate 

4, 6-0initro-o-cresol 

2,4-Dinitrophenol 

2,4-Dinitrotoluene 

2, 6-Dinitrotoluene 

n-Dioctyl phthalate 

1,2-0iphenylhydrazine (Hydrazobenzene) 

Epichlorohydrin 

Ethylbenzene 

Ethylene dibromide 

Formaldehyde 

Heptachlor I 1 , 4, 5, 6, 7, 8, 8-Heptachloro-3a, 4, 7, 7 a-tetrahydro-4, 7-

methano-1 H-indene) 

Hexachlorobenzene 

Hexachloro-1,3-butadiene 

H-5 
EP 1110-1-16 

28 Feb 97 

CAS Number · 

77.47.4 

67-72-1 

7647-01-0 

74-90-8 

7664-39-3 

7439-92-1 

301042 

7784409 

7645252 

10102484 

7758954 

13814965 

7783462 

10101630 

10099748 

7428480 

1072351 

52652592 

7446142 

1314870 

592870 

58-89-9 

14307358 

108-31-6 

592041 

10045940 

7783359 

592858 

7782867 

7439-97-6 

SECTION 313 WATER PRIORITY CHEMICALS 

Common Name 

Hexachlorocyclopentadiene 

Hexachloroethane 

Hydrochloric acid 

Hydrogen cyanide 

Hydrogen fluoride 

lead 

Lead acetate 

Lead arsenate 

. . . . 

Lead chloride 

Lead fluoborate 

Lead fluoride 

Lead iodide 

lead nitrate 

Lead stearate 

. . . . 

Lead sulfate 

Lead sulfide 

Lead thiocyanate 

Lindane !Cyclohexane, 1 ,2,3,4,5,6-hexachloro- (1.alpha.,3.beta., 

4.alpha., 5.alpha.,6.beta. )-1 

Lithium chromate 

Maleic anhydride 

Mercuric cyanide 

Mercuric nitrate 

Mercuric sulfate 

Mercuric thiocyanate 

Mercurous nitrate 

Mercury 

H-6 
CAS Number· 

72.43.5 

80-62-6 

91-20-3 

7440-02-0 

15699180 

37211055 

7718549 

12054487 

14216752 

7786814 

7697-37-2 

98-95-3 

88-75-5 

100-02-7 

62-75-9 

86-30-6 

621-64-7 

56-38-2 

87-86-5 

108-95-2 

75-44-5 

7664-38-2 

7723-14-0 

1336-36-3 

7784410 

10124502 

7778509 

7789006 

151508 

75-56-9 

SECTION 313 WATER PRIORITY CHEMICALS 

·:· Common Name 

EP 1110-1-16 

28 Feb 97 

Methoxychlor [Benzene, 1, 1 '-I2,2,2-trichloroethylidenelbisl4· methoxy•J 

Methyl methacrylate 

Naphthalene 

Nickel 

Nickel ammonium sulfate 

Nickel chloride 

. . Nickel hydroxide 

Nickel nitrate 

Nickel sulfate 

Nitric acid 

Nitrobenzene 

2-Nitrophenol 

4-Nitrophenol 

N-Nitrosodimethylamine 

N-Nitrosodiphenylamine 

N-Nitrosodi-n-propylamine 

Parathion [Phosphorothioic acid, 0,0-diethyl-0-(4-nitrophenyl) ester] 

Pentachlorophenol (PCP) 

Phenol 

Phosgene 

Phosphoric acid 

Phosphorus (yellow or white) 

Polychlorinated biphenyls (PCBsl 

Potasaium arsenate 

Potassium araenite 

Potassium bichromate 

Potassium chromate 

Potassium cyanide 

Propylene oxide 

H-7 
EP 1110-1-16 

28 Feb 97 

CAS Number -

91-22-5 

7782-49-2 

7446084 

7440-22-4 

7761888 

7631892 

7784465 

10588019 

7775113 

143339 

10102188 

7782823 

7789062 

100-42-5 

7664-93-9 

79-34-5 

127-18-4 

935-95-5 

78002 

7440-28-0 

10031591 

108-88-3 

8001-35-2 

52-68-6 

1 20-82-1 

71-55-6 

79-00-5 

79-01-6 

95.95.4 

88-06-2 

SECTION 313 WATER PRIORITY CHEMICALS 

Common Name 

Ouinoline 

Selenium 

Selenium oxide 

Silver 

Silver nitrate 

Sodium arsenate 

Sodium arsenite 

Sodium bichromate 

Sodium chromate 

Sodium cyanide 

Sodium selenite 

. . 

Strontium chromate 

Styrene 

Sulfuric acid 

1, 1,2,2-Tetrachloroethane 

Tetrachloroethylene ( Perchloroethylene) 

2, 3, 5, 6-T etrachlorophenol 

T etraethyl lead 

Thallium 

Thallium sulfate 

Toluene 

Toxaphene 

Trichlorfon [Phosphonic acid, (2,2,2-trichloro-1-hydroxyethylldimethylester] 

1,2.4-Trichlorobenzene 

1, 1, 1-Trichloroethane (Methyl chloroform) 

1, 1,2-Trichloroethane 

r richloroethylene 

2,4, 5-Trichlorophenol 

2, 4, 6-T richlorophenol 

H-8 
CAS Number · 

7440-62-2 

108-05-4 

75-01-4 

75.35.4 

108-38·3 

95-47-6 

106-42-3 

1330-20-7 

7440-66-6 

557346 

14639975 

14639986 

52628258 

1332076 

7699458 

3486359 

7646857 

557211 

7783495 

557415 

7779864 

7779886 

127822 

1314847 

16871719 

7733020 

SECTION 313 WATER PRIORITY CHEMICALS 

.• Common Name 

Vanadium (fume or dust) 

Vinyl acetate 

Vinyl chloride 

Vinylidene chloride 

m-Xylene 

o-Xylene 

p-Xylene 

Xylene !mixed isomers) 

Zinc (fume or dust} 

Zinc acetate 

Zinc ammonium chloride 

. . . . . . Zinc borate 

Zinc bromide 

Zinc carbonate 

Zinc chloride 

Zinc cyanide 

Zinc fluoride 

Zinc formate 

Zinc hydrosulfite 

Zinc nitrate 

Zinc phenolsulfonate 

Zinc phosphide 

Zinc silicofluoride 

Zinc sulfate 

H-9 

EP 1110-1-16 

28 Feb 97 
APPENDIX I 

Hazardous Substances and Reportable Quantities* 

* 40 CFR 302, "Designation, Reportable 

Quantities and Notification," TABLE 302.4 

1-1 

EP 1110-1-16 

28 Feb 97 
Hazardous Substance 

Acenephthene 

Acenephthylene 

Aceteld hyd■ 

Aceteld hyd■, chloroAceteld hyd■, trlchloroAcetamld■, N-l mlnothloxomethyllAc tamld■, N-14-ethoxyph nyQAcatamld■, 2-fluoroAcetamld■, N-9H-lluoren-2-yJAcetic acid 

Acetic acid 12.4-dlchloroph noxylAcatlc Acid, leadf2 + I ull 

Acetic acid, 1h aum11 + I ull 

Acetic acid 12,4,15-trlchloroph noxylAcetic acid, athyl e•t• 

Acetic acid, fluoro-. •odium ••II 

Acetic anhyctld■ 

Acetone 

LIST OF HAZARDOUS SUBSTANCES AND REPORTABLE QUANTITIES 

Note: All comments ere located at the end of this table. 

Statutory 

IICIIA 

.... CASRN Regulatory Synonyms RQ Codet ....., 

113329 1· 2 

20119811 1· 2 

76070 Ethenel 1000 1,4 U001 

107200 Chloroecet ld hyd■ 1· 4 P023 

76878 Chloral 1· 4 UOM 

H1082 1-Acetyl-2-thlourN 1• 4 P002 

82442 Phenacetin 1· 4 U117 

&40197 Fluoroacetamld■ 1. 4 POl7 

&3983 2-Acatyl mlnolruor- 1· 4 UOOIS 

114197 1000 1 

94767 2,4-0 Acid 100 1,4 U240 

2,4-0, .. 11. •nd ..... 

301042 LHd acet ta &000 1,4 U144 

lie38H Th lllumlll 1. 4 U214 

1378& 2,4,&-T 100 1,4 U232 

2,4,6-T acid 

141788 Ethyl cet te 1· 4 U112 

82748 Fluoroacetlc cld, odium HI! 1· 4 PO&I 

108247 1000 1 

871141 2-Prop none 1· 4 U002 

Final RQ 

c. .. ""' P_.IKtl 

8 100146.41 

0 6000 (2270! 

C 100014Mi 

C 100014541 

0 600012270! 

C 1000 (4641 

8 10014&.41 

8 10014&.41 

X 1 (0.4641 

0 &00012270, 

8 100141.41 

, 8 10014&.41 

C 100014641 

0 6000122701 

A 1014.641 

0 1000122701 

0 6000122701 

Nffl 

CD '"CJ "' ... 8::: 

~~ I 

... 

al 
Hazardous Substance CASRN Regulatory Synony1119 11G 

Acetone cyenohydrln 768116 Propenenllrlle, 2-hydroxy-2-methyl-2- 10 

Methyllactonltrle 

Acelonltrila 76068 1• Acet.,_ 881182 Ethenone, 1-t,henyl- 1• 

2-Acetylamlnoflucnne 63183 Acetamlde, N-IH-fluoren-2-yl- 1• 

Acetyl bromide 608187 IOOO 

Acetyt chloride 753811 IOOO 

1-Acetyl-2-thlourN 681082 Acatemlde, N-(emlnothloxomethytl· 1· 

Ac:roleln 107028 2-Propenel 1 

Ac:rylemlde 78081 2-Propenemlde ,. 

Ac,yllcecld 78107 2-Propenolo acid ,. 

Acrylonltrle 107131 2-Propenenltrle 100 

Adfploecld 124048 IIOOO 

Aldlcab 118083 Propane!, 2-nNthyl-2-fmathytthlohO· ,. 

llmethylaminolcabonylloxlme 

Aldrin 30t002 1,4,6,8-Dlmethenonephthelene, 1 

1,2,3,4, 10, 10-10-huachloro-1,4,4e,l,8,8ehexehydro-,11elphe,4elphe,4ebete,S.lphe, 

hlphe,lebetel· 

Allyl alcohol 1071H 2-Propen-1-ol 100 

Allyl chloride 107061 1000 

Alumlrumphoephlde 20861738 1· 

Aluminum eul•t• 10043013 5000 

6-(Amlnomathytl-3-leoxuolof 27838M Mueclmol 312Hl-leoxuolone, 6-l•mlnomethytl- 1• 

4-Amlnopyrldlne 104241 4-Pyrldlnemlne 1· 

Statutory 

IICIIA 

w ... C..t ..... 1,4 P0&8 

4 uooa 

4 U004 

4 UOOI 

1 

1,4 uoot 

4 P002 

1,2.4 POOi 

4 U001 

4 uooa 

1,2,4 UOOt 

1 

4 P010 

1,2,4 P004 

1,4 POOi 

1 

4 P008 

1 

4 P007 

4 POOi 

Flnel RQ 

~ ...... llttl 

A 1014,1541 

D IOOOC22701 

D IOOO 122701 

X 110.41541 

D IOOOC2270f 

D IOOOl22701 

C 100014141 

X 110,41541 

D 6000 C22701 

D 6000122701 

I 100 (41,41 

D 6000122701 

X 110,4541 

X 1 (0.4141 

I 100146.41 

C 100014141 

I 100146.41 

D 6000122701 

C 100014641 

C 100014641 

m 

"ti ..., .... CD_., 

'Tl .... (I) 9 

er .... 

I 

(0 .... 

...,. en 
-I 

~ 

Hazardous Substance 

Amltrole 

Ammonia 

Ammonium t• 

Ammonium No ■ 

Ammonium bicarbonate 

Ammonium blchrom ■ 

Ammonium bltklorld■ 

~monlum bleulflte 

Ammonium rbem ■ 

Ammonium cerbon t• 

Ammorwm chlorld■ 

Ammonium chrom ■ 

Ammonium cltr ■, dlb •lc 

Ammonium fi.tobor ■ 

Ammonium fklorld■ 

Ammonium hydroxld■ 

Ammonium ox t• 

Ammonium plcr ■ 

Ammonium allclofklorld■ 

Ammonium 11111f ■ 

Ammonium 1111lfld■ 

CASRN Regulatory Synonyms IIQ 

111826 1 H-1,2,4-Trlaiol-3- mlne 1· 

711114417 100 

8311118 6000 

181131134 6000 

10118337 6000 

778908& 1000 

1341487 6000 

10182300 6000 

1111780 6000 

&otl878 6000 

12126028 6000 

7788888 1000 

3012116& 6000 

13828830 6000 

12126018 6000 

13382111 1000 

11008707 6000 

68727311 

14268482 

131748 Phanol, 2,4,8-trlnltro-, ammonium Hit 1· 

18818180 1000 

77730110 6000 

12135781 6000 

Statutory 

11CM 

w .... ~· ....... 4 U011 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

4 P008 

1 

1 

1 

Final RO 

-=---, p ....... , 

A 1014.141 

I 100146.41 

D 6000122701 

D 6000122701 

D 6000122701 

A 1014.141 

I 100146.41 

D 6000122701 

D 6000122701 

D 6000122701 

D 6000122701 

A 1014.141 

D &000122701 

D 6000122701 

I 100146.41 

C 100014141 

D &000122701 

A 1014.641 

C 10001454) 

D 6000122701 

I 100146.41 

Nffl 0) .,, 

,, .... &: 

U) 0 .... !.. 

I 

-

en 
-I 

VI 

Hazardous Substance 

Ammonium aulflt• 

Ammonium tertr•t• 

Ammonium thlocy nat• 

Ammonium nad ■ 

Amyl cet te 

o-Amyl cet ■ 

■■a-Amyl cet ■ 

tart-Amyl cet ■ 

Anan■ 

Antlw cAntlmonytt 

ANTIMONY ANO COMPOUNDS 

Antimony pent chlclflde 

Antimony pot Hlum nr ■ 

Antimony trllromld■ 

Antimony trlchloride 

Antimony lrHluorlde 

Antimony trioxide 

Argent t•Cl-1, bl lcy no-CI-, pot Hlum 

Aroclor 1018 

Aroclor 1221 

Aroclor 1232 

CASRN Regulatory Synonyms 

10111&040 

14307438 

31842112 

1792854 

7803669 nadlc cld, mmonlum ••It 

1128fl37 

123122 

929380 

925191 

92533 Benzenamlne 

120127 

7440390 

NIA 

78471811 

28300746 

77899111 

1002611111 

7783694 

1309944 

609818 PotaHlum ellver cy nlde 

12974112 POLYCHLORINATED BIPHENYLS IPCB I 

11104282 POLYCHLORINATED BIPHENYLS CPCB•I 

11141186 POLYCHLORINATED BIPHENYLS IPCB•I 

Statutory 

IIQ C:-.t 

6000 1 

6000 1 

5000 1 

1· 4 

1000 1 

1000 1,4 

1• 2 

1· 2 

1• 2 

1000 1 

1000 1 

1000 1 

1000 1 

1000 1 

6000 1 

1 • 4 

10 1,2 

10 1,2 

10 1,2 

11CM 

W•• 

......., 

P111 

U012 

P091 

Flnll RQ 

CetefOtY , ... u 

D 6000122701 

D &000122701 

D &000122701 

C 1000141541 

D &000122701 

D &000122701 

D 5000 (22701 

D 5000122701 

.. C 1000(4141 

8 100 (46.41 

C 1000141541 

C 100014541 

C 100014541 

C 1000 (4141 

X 110.4641 

X 110.4541 

X 110.4641 

X 1 (0.4641 

m 

-a ,..,, .... ex, .... .,, .... CD 9 r::r .... 

I 

co .... ...... a, 
Statutory Final RQ 

IICIIA 

w ... H111rdou1 Substance CASRN Regulatory Synonyms IIQ C-t ,....., ea•'°" Pouncle IKol 

Aroclor 1242 63488218 POLYCHLORINATED BIPHENYLS IPCB I 10 1,2 X 110.4&41 

Aroclor 1 248 12872288 POLYCHLORINATED BIPHENYLS IPCB I 10 1,2 X 1 10.4&41 

Aroclor 12 &4 1101171181 POL YCHLO~INATED BIPHENYLS IPCB I 10 1,2 X 1 !0.4&41 

···- Aroclor 1280 110888215 POLYCHLORINATED BIPHENYLS IPCB I 10 1,2 X 1 ;0.4&41 

Ar enlctt 7440312 1• 2,3 X 1 \0.4&4I 

Ar enlc Cid 1327622 Ar■■nlc acid H3A 04 1• 4 P010 X 1 \0.4641 

77783114 

Ar enlo acid H3A 04 1327522 A,■■nic: Cid ,. 4 P010 X 110.4641 

77783114 

AIISENIC AND COMPOUNDS N/A ,. 2 .. Ar■■nlo dl ulllde 1303321 6000 1 X 1 C0.4&41 

Arffnlc oxide 203 1327633 Ar■■nic: trioxide &000 1,4 POU X 110.4641 

Ar enlc oxide 205 1303212 Ar■■nic: pentoxlde &000 1,4 POii X 110.4641 

ArHnlc l)Mtoxlde 1303282 ArHnlc oxide 2011 &000 1,4 P011 X 1 C0.4&41 

Anenlo trlchlorlde 7714341 &000 1 X 110.4641 

Ar enlc trioxide 13271533 Ar enlc oxide 203 6000 1,4 P012 X 110.4641 

Ar •nlo trleuHlde 1303338 6000 1 X 110.4641 

Aralne, diet~ 882422 Dlethylaralne I• 4 P031 X 110.4641 

Aralnlc acid, dimethyl- 76805 Cacodyllc acid 1. 4 U138 X 110.4641 

Ar Ol'IOU8 dichlorld , phenyl- 1111112811 Dlc:hloropheny,- lne 1. 4 P0311 X 110.4641 

AabNlo f ff 1332214 I• 2,3 X 1 (0.4641 

Auremlne 4112108 Benzen mlne, 4,4' -cerbonimldoylbla I" 4 UOl4 B 100 (46.41 

(N,N·dlmethyl-
-I 

-..J 

Hazardous Sub1tanc1 

AlHerirle 

Azwldlne 

Azwkllne, 2-m thylAzwinol2' ,3':3,4IpYffolol 1,2-allndole-4, 7-

dlon ,8-amino-8-lll•mlnocarbonylooxylmethyJI• 

1, 1 a,2,8,8 ,8b-h hydro-8 -methoxy-6-

mathyl-,I1 S-I1 Hlph ,8bet ,8Hlpha,8balph II· 

Barium cyanide 

nzlJl cHnthrylen■, 1,2-dlhydro-3-methylB•nzlclacrldine 

Banzai chloride 

Banzamlde, 3,6-dichloro•N·I 1, 1-dlm•thyl-2-

propynyQhnzlalanthrecana 

1,2-Benzanthracena 

Benzlal ntlY cena, 7, 12-dlmathylBenz namirle 

Benz namirle, 4,4'-carbonlmldoylbic 

IN,N-dlm11hylBenzenamirle, 4-chloronz mlna, 4-chloro-2-m•thyl-, hydrochloride 

B•nzenamlna, N,N-dlmathyl-4Iph nylazo-l 

nzenamlne, 2-malhylnzenamlne, 4-methylCASRN Regulatory Synonyms 

116028 L-Serine, diezo cet•t• IHterl 

161684 Ethylenimln• 

76668 1,2-P!op~lenlmlne 

60077 Mitomycin C 

642821 

68496 3-Methylcholanlhr226614 

98873 S.nzen■, dichloromelhyl231160686 Pron mide 

68663 S.nzol•lanthracana 

1,2-S.nzentlnc68663 nzlalantlY cena 

S.nzol l1nI1Y c67978 7, 12-0imelhylbenzl lanttv cana 

82633 Aniline 

492808 Auramlne 

106478 p-ChloroanHlna 

3186933 4-Chloro-o-toluldlne, hydrochloride 

80117 p-Oim•thylamino zobenzan■ 

96634 o-Toluldlne 

108490 p-Toluldlne 

Statutory 

IICIIA 

w .... IIQ Codet N.,..._ 

1• 4 U016 

1. 4 P064 

1• 4 1'087 

1• 4 U010 

10 1,4 P013 

1• 4 U167 

1· 4 U0111 

1• 4 U017 

1• 4 U192 

,. 2,4 UOtl 

1• 2,4 UOtl 

1• 4 UOM 

1000 1,4 U012 

1· 4 U014 

1· 4 P024 

1• 4 U049 

1• 4 U093 

1· 4 U328 

1• 4 U363 

Final RO 

Ca...-,Y ,._.IK•I 

X 1 f0.4641 

X 110,4641 

X 1 f0.464I 

A 10 (4.641 

A 1014.541 

A 10 (4.641 

B 100 (46.41 

D 6000 (22701 

D 6000 (22701 

A 1014.541 

A 1014.541 

X 110.4541 

D 6000122701 

B 100 (46.41 

C 1000 (4641 

B 100 (46.41 

A 1014.641 

8 100146.41 

B 100 146.41 

m 

"'C 

N..1. 

0) .... 

'Tl .... 

CD 9 C' .... 

I <O .... ..... c,, 
.... I 

00 

Hazardou1 Sub1tance 

Benzenemlne, 4,4' -methyleneblel2-chloroBenzenemlne, 2-methyl-, hydrochloride 

Benzenemlne, 2-methyl-6-nltro 

Benzenemlne, 4-nltroaenzBe~acatlc acid, 4-chloro-alphll14-chlorophenyl)-alpha-hydroxy-, ethyl nter 

Benz-, 1-bromo-4-phenoxyBanz-aiutanolo acid, 

4-lbla(2-chloroethyllamlnolBenz-. chloroBanzene, chloromethylBenzenedl mln, •-methyl1,2-Benzenedlcarboxyllc acid, dloctyl Hter 

1,2-Benzenedlcerboxylc acid, 

(bl l2-ethyllexylll•nter 

1,2-Benzenedlc rboxylc acid, dlbutyl eeter 

1 ,2-Benzenedlcarboxylc acid, diethyl Hier 

1,2-Benzenedlcarboxylc acid, dimethyl Hter 

Benzene, t ,2-dlchloroCASRN Regulatory Synonyms 

101144 4.4' -Methyleneblel2-chloroenllnel 

1131121& o-Toluldlne hydroohlorlde 

88661 6-Nltro-o-toluldlne 

1000111 p-Nhroanlllne 

71432 

6101611 Chlorobenzlate 

101663 4-Brornophenyl phenyl ether 

306033 Chlorambucl 

101107 Chlorobenzane 

100447 Benzyl chloride 

16107 Toluenedl mlne 

4111720 

123406 

117140 Di-n-ootyl phthel te 

117117 Bia 12-ethyllexyllphthlllate 

Olethyllexyl phthalllte 

14742 Dl-n-bulyl phthel te 

Dlbutyl phthalate 

n-Butyl phthal ta 

1411112 Diethyl phthlllete 

131113 Dimethyl phthlll te 

16601 o-Dlchlorobenzene 

1,2-Dlchlorobenzene 

Statutory 

RCRA 

w ... RO Codet N....._ 

1· 4 U161 

1• 4 U222 

1· 4 U111 

1· 4 P077 

1000 1,2,3,4 U108 

1· 4 U031 

1• 2,4 U030 

1· 4 U03& 

100 1,2,4 U037 

100 1,4 P021 

1· 4 U221 

1• 2,4 U107 

1• 2,4 U021 

100 1,2,4 UOIII 

1· 2,4 UOII 

1• 2,4 UtOZ 

100 1,2,4 U070 

Final RQ 

ea .. ...., ,-..1K1I 

A 1014.641 

I 100146.41 

I ~00 146.41 

D 6000122701 

A 10 (4.641 

A 1014.641 

I 100146.4) 

A 1014.64) 

I 100 (46.41 

I 100146.41 

A 10 (4.641 

D 6000122701 

I 100 (46.41 

A 1014.641 

C 1000 (4641 

D 6000122701 

B 100 (46.41 

Nffl cc, ,, 

'Tl .... 

&:: 

"' c:, ..., .!. 

I 

.... 

en 
-I 

\0 

Hazerdou1 Sub1tenc1 

Benzene, 1,3·dlchloro· 

Benzene, 1 ,4-dlchloroBenzene, 1, 1 '-12.2-dlchloroethylldenel 

blal4-chloroBenzene, dlchlorometh~ 

Benzene, 1, 3-dlleocyenetometh~ 

Benz-. clmethyf 

m-Benz-. dimethyl 

o-lenz-. clrnethyt 

p-lenz-. dimethyl 

1, 3-lenzeneclol 

1,2-lenzenedlol,4-I1-hydroxy-2• 

lmerhylemlno)ethyfl· 

Benz.,_11.,.nemlne, elpha,elpha-dlmethylBenz-. hexechloroBenz-. hexehydroBenzene, hydroxy• 

B•nzene, merh~ 

Benzene, 2-methyl-1,3-dlnltroBenz-, 1-meth~2.4-dlnltroCASRN Regulatory Synonyms 

641731 m-Olchlorobenzene 

1, 3-0lchlorobenzene 

10&4117 p-Olchlorobenz1,4-0lchlorobenz72641 000 

TOE 

4,4' DOD 

91973 Benzel chloride 

5141411 Toluene dileocyenete 

111017 

284711125 

1330207 Xylene lmlxedl 

101313 m-Xylene 

116470 o-Xylene 

10&423 p-Xylene 

108403 Ree«clnol 

&1434 Epinephrine 

1220111 elpha,elpha-Dtrnethylphenethylamlne 

1111741 Hexechlorobenzene 

110827 Cyclohexene 

108962 PfMnol 

108183 Toluene 

eoa202 2,11-0lnltroloklene 

121142 2,4-0inltrotolu•ne 

Statutory 

IICIIA 

W•te 

IIQ Co4et N.,..._ 

1· 2,4 U071 

100 1,2,4 U072 

1 1,2,4 uoeo 

1. 4 U017 

1 • 4 U223 

1000 1,4 U231 

1000 1,4 U201 

1• 4 P042 

1. 4 P040 

1• 2,4 Ul27 

1000 1,4 UO&II 

1000 1,2,4 U118 

1000 1,2,4 U220 

1000 1,2.4 U1011 

1000 1,2,4 U10& 

Flnal RQ 

Cate...-, ,_,. IK1I 

8 100 (46.41 

• 100146.41 

)( 110.4641 

D 6000122701 

8 10014&.41 

C 100014641 

D 6000122701 

C 100014641 

D &000122701 

A 1014,64) 

C 100014&41 

C 1000 14&41 

C 100014641 

8 10014&.41 

A 1014.&41 

m 

"ti ...., .... ex, .... 

-n .... CD 9 c,' .... 

I 

co .... ...., a, 
.... I 

-

0 

Hazardous Subatanca 

Beniene, 1-methylethylB•ni-, nltroB•ni-. pentechloroBeniene, pentechloronltroBenzeneeulf onio ecld chloride 

BenzenHUlf onyl chloride 

Benz-. 1,2,4,IHetrechloroBeni-thlol 

B•ni-. 1, 1 '·12,2,2-trl-chloroethyldenel 

bie14-chloroe.nz-. 1, 1 '-ltrlchloroethylldenel 

blel4-m•thoxyBenz-. ltrichlof-thyllaenz-. 1,1.1-trtn1troBenzlclne 

1,2-BenzlaothluoUC2HI--. 1, 1-dloxlde 

Benzol•lanthrBeniolbllkl«anthena 

Beniolkllkl«anthena 

Benzoll,kllluorene 

1,3-Benzodloxola, 6-(1~-

1,3-Benzocloxole, 1-12-p,openyQ1,3-Benzocloxola, 15-JwopylCASRN Regulatory Synonyms 

118821 Cumene 

1111163 Nltrobeniene 

9019315, Pentechlorobenz121111 Pentechloronltrobenz- IPCNBI 

11101111 Benzeneeulfonyl chloride 

11101111 Benzeneeulfonlc ecld chloride 

1161143 1,2,4,6-Tetrechlorobenz10111115, Thlophenol 

110283 DDT 

4,4'00T 

724H Methoxychlor 

118077 Beniotrlchlorlde 

111354 1,3,115,-T,tnltrobenz_ 

1287115, I 1 , 1' -Blphenyll-4 ,4' dlamlne 

11072 Becchertn and Hit• 

1811113 Benzl•l•nthr-ne 

1,2-Banzanthracene 

2011112 

207011 

20&440 Fluorenthene 

1201511 leoulrole 

114115,17 Salrole 

MliH Olhydroulrola 

Statutory 

RCIIA 

w.w 

IIQ C..t N......, 

1· 4 UO&II 

1000 1,2,4 U188 

1• 4 U113 

1• 4 U1111 

1· 4 U020 

1· 4 U020 

1• 4 U207 

1• 4 P014 

1 1,2,4 uoe1 

1 1,4 U247 

1. 4 U023 

1• 4 U234 

1• 2,4 U021 

1• 4 U202 

1• 2,4 U011 

,. 2 

1. 2 

1• 2.4 U120 

1. 4 U141 

1. 4 U203 

1. 4 UOIO 

Flnel RO 

C.teeo,y ,_.IKel 

D 6000122701 

C 100014641 

A 1014.541 

I 100 (46.41 

I 100146.41 

I 100146.41 

D 6000122701 

I 100146.41 

X 110.4541 

X 110.4541 

A 1014.541 

A 1014,6541 

)C 110.4541 

I 100146.41 

A 1014.541 

X 110.4541 

D 6000122701 

8 100146.41 

B 100146.41 

B 100146.41 

A 1014.li41 

Nffl 

a, 'a 

.,, ... &: 

coO ".:.. I 

... 

a, 
-I 

--

Hunoua Substance 

8-olDacld 

..,_., .. 8enzolrwt~ 

8enzo(Qhllp ryl ne 

2H-1 nzopyr n-2--. 4-hydroxy-S-CS-O.o-1• 

ph nyl-butyll-, ...... wt.I pr■■-11 t 

--- tlon■ •• t• th n 0.3% 

8enzol•wS,4 a.llOPY'W1■ 

p-l nlocpnon■ 

BelllOCrloNoride 

8-oyl ahlarid■ 

1,Z~hrwl■ 

Belirylahlarid■ 

leryaumtt 

BERYWUM AND COMPOUNDS 

a.vaum chlorld■ 

a.vaum du tt t 

ryaum 1luorld■ 

a.vaum nltret■ 

-,h -IHC 

-IHC 

CAIRN Regulatory Synonyms IIQ 

IHIO IOOO 

100470 1000 

111111 Olbenzl .1 ..... 1· 

111242 1• 

11112 rf rln, a ■■b, wt.I 11'NM1 t ,. --11ra11on■ IJNI• ttwn 0.S"-

I0321 s.~ 1• 

I0321 hnzol I~ 1• 

101114 2,a.Cyclofl x..,....1,4-dlone 1• 

18077 lenz , (trlctilar-thyQ• 1• 

..... 1000 

218011 0,,,,.- 1• 

100447 a--.~ 100 

7440417 -yllll,m cll t t 1 1• 

NIA 1• 

7717471 IOOO 

7440417 ryaumtt 1• 

7787487 IOOO 

13617114 IOOO 

77176115 

311841 1• 

311167 1· 

Statutory 

11CM 

w ... a.., ..... 

1 

1 

4 UOM 

2 

4 P001 

2.4 U022 

2.4 U022 

4 U117 

4 U02S 

1 

2.4 UOIO 

1,4 P021 

2,S,4 POii 

2 

1 

2,3,4 POii 

1 

1 

2 

2 

Flnal RO 

~ ,_.!Kat 

D l5000 12270, 

D l500011270, 

A 1014.141 

D l5000 12270, 

I 100141.41 

X 110.4141 

X 110.4141 

A 10 (4.141 

A 10 (4.141 

C 100014141 

I 100 (41.41 

I 100(41,41 

A 10 (4.141 

.. X 110.4141 

A 10 (4.141 

X 110.4141 

)( 1 (0.464) 

A 1014.141 

)( 1 (0.4641 

m 

-a ..., .... a, .... 

2'~ er .... 

I co .... .... 0, 
Statutory Fina! RQ 

IICIIA 

w ... Huardou1 Sub1tance CASRN Regulatory SynonJm■ IIQ C..t NumNr c....-y ......... , 

delta-BHC 31888' ,. 2 X 1 10,41541 

gamma-BHC 58889 Cyclohexane, 1,2,3,4,5,11-hexachloro-, 1 1,2.4 U128 X 1 10.4541 

11 alpha,2alpha,3bata,4alpha,lia.,_,II betelHexachlorocyclohuane (gamma laomarl 

Undane 

2,2' -Bloxlrane 14114535 1,2:3,4-019poxybutane 1. 4 U081 A 1014.541 

11, 1 '-Blphanyll-4,4 'cllllmlna 82875 Banzlclne 1· 2.4 U021 X 1 (0.41541 

I 1, 1 '-Blphanyll-4,4'cllllmlna,3,3'clchloro- 81841 3,3' -Dlchlorobanzlclne 1• 2.4 U073 X 1 10.4541 

I 1, 1 '-~-4.4'cllllmlna,3,3'clmathoxy- 118804 3,3' -Dlmathoxybanzlclne 1• 4 U081 I 100145,41 

11, 1 '-Blphanyll-4,4' -cllllmlna,3,3' -cllmathyl- 118837 3,3' -Dlmathyllanzlclne 1• 4 UOII A 10(4.1541 

Bia 12-chlaroathyt ether 111444 Dlchloroethyl ether 1• 2,4 U021 A 1014.1541 

Ethane, 1, 1 '-oxyblel 2-chloroBla(2-chloroathoxyl methane 111811 Dlchloromathoxy •thena 1• 2,4 U024 C 1000141541 

Ethane, 1, 1'-lmethylenablefoxyllblal2-chloro-

... 12-ethyttwxyOphlhalat• 117817 Olethyliexyt phlhalete 1• 2,4 U028 I 100141.41 

1,2-Banzanadlcarboxylo acid. (bl9(2-

athyliexylll wt• 

r-c.t- 188312 2-Propanone, 1-bromo- 1• 4 P017 C 1000141541 

Bromoform 71212 Methane, trlbromo 1• 2,4 U221 I 100 (46.41 

4-llromophanyl phenyl ether 1011153 a.nz-. 1-llr~ioxy- 1• 2.4 U030 I 100141.41 

lruckla 367673 Strychnldln-10.-, 2,3-cllmathoxy- 1• 4 P018 I 100141.41 

1,3-Butadlana, 1, 1,2,3,4,4-hexachloro- 871183 Hexachlorobutadlene 1· 2,4 U128 X 1 10.4541 

1 •Butanamlna, N-butyl-N-nltroao- 8241113 N•Nltro odl-n-butylamlna 1• 4 U172 A 1014.541 

1-But•nol 713113 n-Butyl alcohol 1· 4 U031 D &000 122701 

2-Butanone 78833 Methyl ethyl ket- IMEKI 1. 4 U1&8 D &000 122701 
-I 

l.>J 

-

Huerdoua Substance 

2-Butanone peroxide 

2 Butanone, 3,3-dlmethyJ-1-fmethylthloJ-, 

Ol(methylamlnolcarbonytl oxlme. 

2-Bu•-· 

2-But-. 1,4-clchloro2-Butanolc add, 2-methyl, 7112,3-dlhydorxy-2-

11-methoxyethyl-3-methyJ-I -oxobutoxyl 

mathyl)-2,3,1, 7a-tatrahyo-o-1 H-pyrrolzln-1-

ylaet•. 111-l1alphalZI, 7128° ,3R"I, 7aalphallButvt-••· 

M-8utyl -···· --8utvt-••·· 

t.i-lutyt _ .. ,. 

n-Butyt alcohol 

lutytamlna 

M-llutytamlna 

--Butytamlne 

t.i-Butylamlna 

Butyl benzyl phlhalale 

n-Butyt phlhalela 

ButYTlc acid 

CASRN Regulttory Synonyms 

1331234 Methyl ethyl k•t- peroxide 

31181184 Thlofanox 

123738 Crot-ldahyda 

4170303 

7e4410 1,4-Dlchloro-2-but303344 lAalocerplna 

123114 

110180 

101484 

1540111 

71313 1-Butanol 

108738 

71118 

513485 

13862148 

761148 

161117 

14742 Dl-n-bu1yt phlhalate 

Dlbutyl phthelate 

1,2-Banzenedlcarboxyllc acid, dlbutyl t• 

1078211 

Statutory 

IICIIA 

w ... IIQ C-t ..... 1· 4 uuso 

1• 4 P041 

100 1,4 U063 

1• 4 U074 

1• 4 U143 

IOOO 1 

1• 4 U031 

1000 1 

1· 2 

100 1,2,4 U088 

6000 1 

Final RQ 

c...eo,y ,_.IKII 

A 1014.141 

I 10014&.41 

I 100141.41 

X 1 10.411141 

A 1014.141 

D ISOOO 12270) 

D 600012270) 

C 1000 (4141 

I 100146.41 

A 1014.641 

D ISOOO 122701 

m 

-a ..., .... 0) .... 

.,, .... CD (j) O" .... 

I (,0 .... 

..... 0, 
Statutory Final RQ 

RCRA 

w .... Hazardous Substance CASRN Regulatory Synonyms RQ C-t NUfflNf Caleeory Pounde IK1I 

lllo-Butyrlc acid 78312 

codyllc cid 761106 Anlnlc cld, dlm thyl- 1• 4 U1311 X 110.4641 

dmlumtf 7440438 1· 2 A 10 (4.641 

Cadmium ■ 643901 100 1 A 10 (4.641 

CADMIUM AND COMPOUNDS NIA 1• 2 .. Cadmium bromide 77894211 100 1 A 10 (4.641 

Cadmium chlorld■ 10108542 100 1 A 10 (4.641 

Calcium nen ■ 7778441 1000 1 X 1 (0.4641 

Calcium ■■nit ■ 1527401811 1000 1 X 1 (0.4641 

Calcium~ 76207 15000 " A 10 (4.141 

• Calcium clwom ■ 13711&180 Clwomlc acid H2cr04, calcium ... 1000 1,4 U032 A 1014.141 

Calcium cy nld■ 682018 Calcium cy nld■ (CNl2 10 l,4 P021 A 1014,141 

lclum cy nld■ ICNl2 682011 Calcium cy nld■ 10 1,4 P021 A 10 (4.141 

lclum dod cylbenz-.ullon ■ 282e4082 1000 1 C ;ooo 14141 

Calcium hypoohlorit■ 7778143 100 1 A 1014.141 

■~. oct chloro- 80013152 Tox ph ■ 1 1,2,4 ,123 X 1 10.4141 

Capt n 133082 10 1 A 1014.141 

Carb mlc acid, ethyl Nt r 1517811 Ethyl rb ■ lur th I 1. 4 U231 I 100146.41 

rb mlo cld, thylnltro o-, ethyl ■■ r 1116632 N-Nltro10-N-m thyklr th ■ 1· 4 U178 X 1 (0.4641 

rb mlo chlorld■, dlm thyl- 79447 Olm thylc rb moyl chlorid■ 1• 4 U097 X 1 10.464) 

Carb moclthlolo acid, 1,2- th dlylbl■, ••h• • 111148 Ethylen bi dlthloc rb mlc cld, Nit■ a ■■ ■ 1. 4 U114 0 6000122701 

Hl rl 
.... I 

-

VI 

Hazardous Substance 

Carbemothlolc acid, blel1-methylethyQ-, 

8-12,3-dlch-loro-2-propenyQ .... 

Carbery! 

Cerbofuran 

Carbon clauWlda 

Carbon oxyf~ 

Carbon tetrachlarlda 

Carbonlo acid, dltha.,ml1 + I ult 

Carbonlo dlchlorlda 

Carbonlo dlf'-lda 

C•bonoohlaflllo aald, mathyt ntar 

Chloral 

Chlorambucl 

Chlordana 

CHLORDANE !TECHNICAL MIXTURE AND 

METABOUTESI 

Chlordana, alpha • gamma laoman 

CASRN Regulatory Synonyms 

2303184 Dla .. ta 

83262 

11583882 

76160 

363604 Carbonic dlfllorlda 

158236 Mathana, tatrachlDro8113738 Thdlum(tl cartionata 

764415 "-gen■ 

3153604 Carbon oxytllorlda 

71221 Mathyt chlor-'--ta 

Mathyl chlorotormata 

76878 Acataldahyda, trlchlaro306033 Banzanebutanolo add, 4-lblal2-chloroathyll 

amlnol· 

67741 Chlordane, alpha • gamma laomara 

Chlordane, tachnlcal 

4, 7-Mathano-1 H-lndena, 1,2,4,15,1, 7,1,1-

oct chloro-2,3,3 ,4, 7. 7a-hexahydroNIA 

67741 Chlordane 

Chlordane, tachnlcal 

4, 7-Mathano-1 H-lndana, 1,2,4,6,1, 7,1,I• 

octechloro-2,3,3 ,4, 7, 7a-hexahyctoStatutory 

11CM 

..... IIQ «:Net ..... 1• 4 uoe2 

100 1 

10 ' l5000 1,4 P022 

1• 4 U03I 

l5000 1,2,4 U211 

1· 4 U211 

l5000 1,4 P0815 

,. 4 U033 

1• 4 Ul&e 

1· 4 UOM 

1· 4 U0315 

1 1,2,4 U031 

1• 2 

1 1,2,4 U038 

FIiia! RO 

Ca-..,y , ........ I 1001415.41 

I 1001415,41 

A 1014.1541 

I 1001415.41 

C 100014154) 

A 1014.1541 

8 100 (415.4) 

A 1014.1541 

C 1000 141541 

C 1000141541 

D l5000 122701 

A 1014.141 

X 1 10.41541 

.. 

X 110.4541 

m 

"'O 

0:, "' ... ... 

.,, ... (D Cj) er ... 

I co ... ..... a, 
Hazardous Substance CASRN Regulatory Synonyms 

Chlordane, technical 67748 Chlordane 

Chlordane, alpha • gemm■ om .. 

4, 7-Melhano-1 H-lndene, 1,2,4,1,1, 7,1,1-

oct chloro-2,3,3a,4,7,7 -hexahyrdoCHLORINATED BENZENES NIA 

CHLORINATED ETHANES NIA 

CHLORINATED NAPHTHALENE NIA 

CHl.ORINA TED PHENOLI NIA 

Chlorlne 7712101 

Chlom ph me 484031 phthalenanln■, N,N' -111 12-chloroethyt• 

C--taldehyde 107200 Acet klllhyd■, chloroCHLOROALKYL ETHERS NIA 

p-Chloroe .... 108471 Benz-min • 4-chloroChlorobenz- 101807 Benz ne,chloroChlorobenzl te 110161 Benzeneecello acid, 4-chloro- !ph -14-ohloroph nyll-elptw-hydroxy-, ethyl Nt• 

4-Chloro-m-crMOI 18107 p-Chloro-m-cirwol 

l'h nol, 4-chlaro-3-melhyl 

p-Chloro-m-cn o 11107 Phanol, 4-chlaro-1-methyf4-Chloro-m-crNol 

Chlorodlbromomeh ne 124481 

Chloro th ne 71003 

2-Chloroethyl ylnyl ett. 110711 Ethane, 2-chloraethoxyChloroform 17113 Methane, lrlchloroChloromethyl methyl eth r 107302 Methane, chloromethoxyStatutory 

IICRA 

w ... IIQ Codet NumNr 

1 1,2,4 U038 

1• 2 

1• 2 

1• 2 

1• 2 

10 1 

1• 4 U021 

1• ._ P023 

1• 2 

1• 4 P024 

100 1,2,4 U037 

1• 4 U03I 

1• 2,4 U03I 

1• 2,4 U031 

1• 2 

,. 2 

1• 2,4 U042 

IOOO 1,2,4 U044 

1· 4 U041 

Final RQ 

c....., ..... !KIi 

X 110,4141 

.. 

.. 

.. 

•• 

A 1014,141 

I 100141,41 

C 100014141 

.. C 100014141 

I 100141,41 

A 1014,141 

D IOOOl2270I 

D IOOO 12270! 

8 100141.41 

I 100141.41 

C 100014141 

A 1014.141 

A 1014.141 

Nffl 

a» 'ti 

'Tl .... CD _., er .... coO 

..... .!.. 

I 

.... 

en 
-I 

--..J 

Hannlous Sunt.,ce 

Nt•ChlDl'Cll'iapfllhalane 

2-chlanNiapfllhalene 

2-0llalophalCII 

o-CNarophalCII 

4-CNarophaivt phenyl atti. 

1 ·lo-CNarophanyllthlourea 

3-Chlaropniplonltrle 

Chlaroallonlo acid 

4-Chlaro-o-loluillne, hydrochloride 

Clllarpyrloa 

0won11o-1•t• 

ctwonllo aald 

Ctw.nlo acid H2004, calclum Hit 

Chromic .... ,. 

Ctwomlumtt 

CHROMIUM AND COMPOUNDS 

Chromou• chloride 

Chry•-

Cobellou• bromide 

CASRN Reguletory Synonyms 

11517 Naphthalene, 2-chloro2-Chloronaphthlllene 

11117 beta-Chlaroiiapfllhelene 

Naphthalene, 2-cNaro1111571 o-ChlorophalOI 

Phenol, 2-chloro1151571 Phenol. 2-chloro• 

2-Chlarophanol 

70015723 

15344121 Thlouree, 12-chlorophenyt· 

1542797 Propanenltrle, 3-chloro77108415 

3185133 lenzeNmlne, 4-chloro-2-methyl-, 

hydrochloride 

2121112 

10811304 

1111157415 

77318415 

13785110 Celclum chromate 

101011531 

7440473 

NIA 

1004801515 

218011 1,2-Benzphenenthr7788437 

Statutory Final RO 

11CM 

wIIQ C-t ,..._ CaletorY ,_.IKtl 

1• 2,4 U047 D l5000 1227ot 

1• 2,4 U047 D l5000 122701 

1• 2,4 U04I I 1001415.41 

1· 2.4 U04I I 100f41,4I 

1· 2 D l5000 1227ot 

1• 4 P021 I 1001415.41 

1• 4 P027 C 1000141541 

1000 1 C 1000 141541 

1· 4 U041 I 1001415.41 

1 1 X 1 10.41541 

1000 1 C 1000141541 

1000 1 A 1014.1541 

1000 1,4 U032 A 10 f4.154I 

1000 1 C 1000 141541 

,. 2 D l5000 12270! 

,. 2 .. 1000 1 C 1000 141541 

1· 2,4 UOIO 8 1001415.41 

1000 1 C 1000 141541 
..... I 

-

00 

Hazardou1 Sub1t.,ca 

Cobeltou• lorm•t• 

Cobeltou• ull•mat• 

Cok• 01t•n Emi •lon■ 

Copp r cy•nlde CuCN 

Copp rt 1 

COPPER ANO COMPOUNDS 

Copp r cyanide 

~ 

er-,• 

CrNOICeJ 

m-CrNOI 

o-CrNOI 

p-CrNOI 

Cneylo eold 

m-CrNOI 

o-CrNOI 

p-CrNol 

Crot-ldehyde 

eumCuprlo ecet t• 

CASRN Regulatory Synonyms 

644183 

140174115 

NIA 

6441123 Copp rcy nld■ 

7440608 

N/A 

6441123 Copp r cyanide CUCH 

158724 

100115111 

1311773 Cr••ylo ecld 

Phenol, methyl101384 m•Cteeylo ecld 

815417 O-CrNylo eold 

1041441 p•CrNylo eold 

1311773 Cr••oll•I 

Phenol. methyl101384 m-Crnylo eold 

11417 o-Crnylo eold 

10Mel5 p-CrNylo eold 

1237311 2-But-• 

4170303 

11821 Benz-. 1-methylethyt142712 

Statutory Flnal RQ 

IICIIA 

IIQ CNet ..... ·- Cate.-, ,_.llt,t 

1000 1 C 100014141 

1000 1 C 1000141541 

1· 3 X 1 10.41541 

1· 4 P02t A 1014.141 

1· 2 D 5000 l227ot 

1· 2 .. 1· 4 P02t A 1014.141 

10 1 A 1014.1541 

1· 4 UOl51 X 110.4141 

1000 1,4 UOl2 C 1000141541 

. 

1000 1,4 UOl2 C 100014141 

100 1,4 UOH 8 1001415.41 

1• 4 UOl5l5 D 1500012270! 

100 1 8 1001415.41 
-I 

\0 

-

Hazardous Substance 

Cupric lo-nlt■ 

Cupric chlorld■ 

Cupric nitrate 

Cupric ox l• 

Cupric aulf ■ 

Cupric aulf ■, ammonl d 

Cupriolertr t• 

CYANIDES 

CyenldN ollbl■ ... , end complnNI not 

olhlnwlN epeclfled 

Cyanogen 

CV-van llromldl 

Cyanogen bromldl ICNIBr 

Cyenog nc:Hortdl 

Cy nog n chloride ICNICI 

2,IJ.Cyclohuedllnl-1 ,4-dlonl 

CyclDhn-. 

Cycloh -, 1 ,2,3,4,6,1-h chloro-, 

11 lphe,2elphe,Sbet ,411phe,lelphe,8,b t1)-

Cycloh ,-

2-Cyclohexyt-4,8-clnltraph IIOI 

1,S-Cyclopenteclene, 1,2.3,4,1,1-h xlChloroCASRN Regulatory Synonyms 

12002031 

7447384 

3251231 

5183803 

7751817 

10310287 

115127 

NIA 

17121 

410111 Ethen clnltrl■ 

IIIOll88S Cy nog n bromide ICNI• 

111011813 Cyanogen bromide 

IIIOll774 Cyanogen chlorlde ICNICI 

111011774 Cyanogen chlorld■ 

108114 p-B nzoqulnone 

110827 Benzene, hex hydro61188 mme-BHC 

108141 

131186 Phenol, 2-cyclohuyl-4,8-dlnltro77474 Hexechlorocyclopent dl RI 

Statutory 

11CM 

.... 

IIQ C-t .... 

100 1 

10 1 

100 1 

100 1 

10 1 

100 1 

100 1 

1• 2 

1• 4 POSO 

1• 4 POS1 

1· 4 U248 

1• 4 U248 

10 1,4 POSS 

10 1,4 POS3 

1• 4 U117 

1000 1,4 UOl8 

1 1,2,4 U128 

1• 4 U067 

1· 4 P034 

1 1,2,4 U130 

AlalRQ 

c.-..,y ~""' 

)( 110.4141 

A 1014.141 

8 100141.4' 

8 100141.4' 

A 1014.141 

8 100141.4' 

8 100141.4' 

.. A 1014.141 

8 100141.4' 

C 100014141 

C 100014141 

A 1014.141 

A 1014.141 

A 1014.141 

C 100014141 

X 110.4141 

D IOOO 122701 

8 100141.41 

A 1014.141 

m 

'ti ,., .... a,_., 

'Tl .... CD 9 er .... 

• co .... .... 0, 
Statutory Final RO 

11CM 

..... Hazardous Substance CASRN Regulatory Synonyms RQ c..t .... c:....-,y ,_,.IKel 

Cydaphoephemlcle 150110 2H-1,3,2-0xazaphoephorln-2-amlne, 1• 4 UOII A 10 (4,141 

N,N-blal2-chloroethylltatrahydro-,2-qxlde 

2.4-0 Acid 147117 Acetic acid 12,4-dlchloropt.-io,cyl-2,4-0, 100 1,4 U240 I 1001411.41 

NltaandNt2,4-0 Eat• 14111 100 ' I 100 t411.4t 

14711 

114104 

1120111 

1121117 

1121811 

1128711 

2871112 

211111217 

111487111 

2,4-D, .... and -- 147117 Acetic acid 12.4 .......,.._fl-2.4-0 100 1.4 U240 I 100141.4t 

Acid 

~ 20ISOl11 I, 12.,..,...._...._,_, l-acetyl-10-II- ,. 4 UOlt A 1014.141 

amlno-2,1,8- lrldnuy~-lyx..._opyranoaytaxyl-7,1,8, 10- t~,1.11· 

lrllychxy-1--IMXY·, IIS-clll· 

DOD 721548 an-., 1, 1 '-12.2-dlchloroathylldanalblal4- 1 1,2,4 uoeo X 1 C0.4141 

chloroTOE 

4,4'DOO 

4,4'000 721548 -nz-.. 1.1 • -12.2-dlchloroathylldanalblal4- ' 1,2,4 uoeo X 110.4&4) 

chlant-DDD 

TOE 
-I 

N 

...... 

Hazardous Substance 

DOE 

4,4' DOE 

DDT 

4,4' DDT 

DDT AND METABOLITES 

Olelele 

Dlezir--i 

Dlbenzla,hl-hrec:-

1,2:15,8-DlbenzanlhracDlbenzola,hlanlhrOlbenzla,llpyr1,2-0lbromo-S-chloropropane 

Dlbutyl ptrthalale 

D1-n-butyt phlhalale 

Olcambe 

Dlchlobenl 

Dlchlona 

CASRN 

726151 

726151 

60283 

60283 

N/A 

2303184 

3334115 

13703 

153703 

11703 

111Ht 

HUI 

14742 

14742 

tt1100t 

1114858 

117108 

Regulatory Synonyms 

4,4' DOE 

ODE 

Benzene, 1, 1'-12,2,2-trlchlan,echyldanelbla( 

4-chloro-4,4'0DT 

Benzene, 1, I' -12,2,2-trlchlan,elhytldene)blel 

4-chloro-DOT 

Carbemolhlolo add, blsl 1-melhylelhylh 

8-12,3,-clch-laro-2-propenyll .. ,. 

Dlbenzola,hl-hrac1,2:6,9-0lbenzanlhrDlbenzla,hlanchrDlbenzola,hlanthracOlbenzla,hl nlhr1,2:15,8-Dlbannnlhr-

-o1m1pan1...-

Propane, 1,2...._.S-chloroOlbulyt phlhalat• 

n-Bulyt phlhalllte 

1,2-Benzenadlcarboxyla acid, clbutyt NI• 

Dlbutyt phthalale 

n-Bulyt phlhalale 

1,2-Benzenadlcarboxylc acid, dlbutyt Nier 

Statutory 

RCIIA 

w .... IIQ C-t ... 

1· 2 

1· 2 

1 1,2,4 uotl 

1 1,2,4 uoe1 

1· 2 

t• 4 uoe2 

1 1 

1· 2,4 uoes 

1• 2.4 uoe3 

1• 2.4 uoes 

1• 4 UOl4 

1• 4 uoea 

100 1,2,4 UOet 

100 1,2,4 uoet 

1000 1 

1000 1 

1 1 

Flnal RO 

Catepry ,_.IKsl 

X 110,4641 

X 110.4641 

X 110.4641 

X 110.4641 

.. I 1001415.41 

X 1 10.41541 

X 1 10.41541 

X 1 10.41541 

X 1 10.41541 

A 1014.1541 

X 110.41541 

A 1014.1541 

A 10 14.1541 

C 100014641 

I 100146.41 

X 110.4641 

m 

"tJ 

N_. 

0:, ... 

19 C' ... 

I co ... .... 0) 
Ha1 rdou1 Subatanca CASRN Regulatory Synonyms 

Dlchlorobenzene 2&3212211 

1,2-Dlchlorobenz- 8111101 a, •,zene, 1,2-clc:hloro- o-Dlchlorobenz1,s-Dlchlorobenz- 1141731 Benzene, 1,3-dlchloro m-Olchlorobenzww 

1,4-Dlchlotobenz- 10e4117 Benzene, 1,4-dlchloro p-Dlchlorobenzm-Dlchlofobenz- 1141731 Benzene, 1, 3-clchlciro 1, 3-Dlchlorobennne 

o-Dlr:hlorobel11- tH01 Benzene, 1,2-dlchloro 1,2•Dlc:hlorobel11-

p-l)lchlarobenz- 10e4117 Benz-, 1,4-dlchloro 1,4-DlchlorobenlDICHLOROIENZIDINE NIA 

3,3' -Olchlarobenzldne t1M1 I 1, 1 '.a_,11eny11--4,4'dlunlne,3,3'clchloroOlahlarollromom•lhene 711274 

1,4-0lchloro-2·but- 7114410 2-Butene, 1,4-dlchloroOlohlaroclf--thane 711711 Methane, dlchlorodllkloro1.1~ 711343 Ethane, 1, 1-clahloroEthylldene dlchlorlde 

1,2-DlahlllrNlhal• 107082 Ethane, 1,2-clahloroEthylene dlchlorlde 

1, 1-Diat .. Nlhoilel• 713M Ethane, 1, 1-clchloroVlnyldene chloride 

1.2~ 1511808 Ethane 1,2-clahloro- IE! 

OlaNanlethyt ., ... 111444 ... 12-chloroelhyl •1"-

Ethane, 1, 1'-oxyble!2-chloro• 

Olctllololaopropfl ... 1081101 Propane, 2,2' -oxyblel2-chloro• 

DlclM-lhoxy ethane 111111 Blel2-chloroethoxyl methane 

Ethllne, 1, 1 '•lmethyleneblaloxyllble 

12-chloroStatutory 

111CM 

w- RQ C..t ...... 100 1 

100 1,2,4 U010 

1• 2,4 U071 

100 1,2,4 U072 

1• 2,4 U071 

100 1,2,4 U010 

100 1,2,4 U072 

1· 2 

1• 2,4 U013 

1• 2 

1• 4 U074 

1• 4 U071 

1• 2,4 U071 

IOOO 1,2,4 U077 

IOOO 1,2,4 U071 

1• 2,4 U071 

1• 2,4 U0215 

1• 2,4 U027 

1• 2,4 U024 

Flnal RO 

C.tqory ,_. IKII 

I 1001411.41 

I ,00146.41 

- I ,oo 146,41 

I 1:),.l \46.41 

- B 100146.41 ·•·- I 1001411.41 

I 100 ( .. 5,41 

.. X 110.4641 

D 11000122701 

X 110.41141 

D IOOO 122701 

C 100014141 

I 100141.41 

I 100141.41 

C 1000141141 

A 1014.641 

C 1000 141541 

C 100014641 

Nffl co,, 

"Tl .... CD .... C7 .... 

coO 

.... .!.. 

I 

.... 

0) 
-I 

N 

vJ 

Hazardous Substance 

Dlchloromethyl ether 

2,4-Dlchlorophenol 

2,8-0lchlorophenol 

Dlchlorophenylelne 

Dichlofaprapene 

1, 1-Dlchloropropane 

1,3-DlchlclrGprope 

1,2-0iohloroprap-. 

Dlohlaraprop•ne-~ lmlxl\lr•I 

Dlohlaroprap•n• 

2,3-0lchlorapropai • 

1,s-Dlal ........ 

2,2~oplonlo acid 

Dlc:hlorvoa 

Dlcofol 

DWdrln 

1,2:3,4-Dlapoxybutane 

Dlethylamlne 

Dlethylaralne 

1,4-Dlathylanadloxlda 

CASRN Ri:tgulatory Synonyms 

642111 Methane, oxyblelchloro120832 Phenol, 2,4-dlchloro878110 Phenol, 2,&-dlchloro888218 Anonoua dlc:hloride, phenyl28038187 

711181 

142288 

788711 Propane, 1,2-dlchloroPropyleneclchlorlde 

8003181 

288112238 

78118 

1142768 1-Pr.-. 1,3-dlohloro711180 

827737 

1111322 

801171 2, 7:3,8-~2,3-bloxlr-. 

ll,4,6,8,8,~hloro-1•,2.2a,3,8,8e,7,7• 

octahydro-,11Nlpha,2tiata,2Nlpha,llbata, 

8beta,8ulpha, 7beta, 7ulphal14846311 2,2' -Bloxlrane 

108887 

882422 Anina, dlathyl1231111 1,4-0iox ne 

Statutory 

IIICRA 

W•te 

IIQ Collet ..... 1· 4 P018 

1• 2,4 U011 

1• 4 U082 

1· 4 POSS 

5000 1 

......... ....... ......... ....... 5000 1,2,4 uoa3 

l&OOO 1 

5000 1 

......... . ...... l&OOO 1,2,4 UOl4 

l&OOO 1 

10 1 

l&OOO 1 

1 1,2,4 P037 

1• 4 UOIII 

1000 1 

1• 4 P038 

1• 4 u108 

Flnal RO 

CateearY , ... 11t,1 

A 1014.641 

I 1001411.41 

I 1001411.41 

X 1 10,41141 

C 1000141141 

................ 

................ C 1000141141 

I 1001411.41 

I 1001411,41 

................ I 1001411.41 

D 5000 1227ot 

A 1014.1141 

A 5000 122701 

X 1 10,41141 

A 1014.641 

I 1001464.41 

X 110.4641 

I 100146.41 

m 

'ti l'I) .... 

Q) .... 

"T1 .... 

Cl) '? C' .... 

I co .... ..... a, 
Hazardous Substance CASRN Regulatory Synonyms 

Dlethylhexyl phthalat• 117817 Bls 12-ethylhexyl)phthalate 

1,2,-Benzenedlcerboxyllc ecld, 

lblel2-•thylhexylll ••t• 

N,N-'Dlethyllychzlne 1816801 Hydrazine, 1,2-cllethyl0,0-Dlethyl I-methyl clthlophoephate 3288682 Phoepl!Moclthlola acid, 0 ,0-dlethyl 8-melhyl 

nt• 

Dlethyl-p-nltrophenyl phoephate 311466 Phoep'-lo acid, chthyl 4-nltrophenyl nt• 

Diethyl phthalate 84882 1,2-Benzenecllcaboxyllc ecld, chthyl nt• 

0,0-Dlethyl 0-pyrezlnyl phoepl!Mothloet• 217172 Phoepl!Mothlolo ecld. 0,0-dlethyl 

0-pyrezlnyl •t• 

Dlethylatllleetrol 681131 Phenol, 4,4'-(1,2-chthyl-1,2-ethenedlyllble-, 

IEI 

DlhydrNefrole 14688 1,3-Benzocloxole, 6-propylDlilopropyfklorophoephet• 1111114 Phoephwofklorldlo acid, Ille( 1-methylethyll 

nt• 

1,4,11,I-Olmethanonaphthalene, SOII002 Aldrin 

1,2.1,4, 10, 10-, 10-hexechloro-1,4,4e,ll,8,8ehuehydro-,(1q,ha,4qlha,4ebete,hlphe,' 

lelphe, 

hbetel-1,4,11,I-Dlmenlhenonaphalene, 4811738 leodrln 

1,2.1,4, 10, 10-huechloro-1,4,4e,ll,8,8ehuehych,I 1elphe,4elphe,4ebete,hbete, 

8bete, 

hbet•l·2,7:3,8-Dlmethenonephthl2,l•bl 80571 Dleldrln 

oxlr-,3,4,ll,8,1,1-hexachloro-1 ,2,2 ,3,8, 

h,7,7e-octehydro-, C1Nlphe,2beta,2aalphe, 

lbete,abete, 

Statutory 

IICIIA 

w ... IIQ CNet ..... 1• 2,4 U028 

1· 4 U088 

1• 4 U087 

1· 4 P041 

1• 2,4 uoaa 

1• 4 P040 

1• 4 uoa, 

1• 4 UOIO 

1• 4 P04S 

' 1,2.4 P004 

1• 4 P080 

1 1,2,4 P037 

Flnal RO 

ea....,, PoundetKel 

I too 146.41 

. 

A 11"1(4.1141 

D 600012270! 

I 1001'\!UI 

C 100014641 

I 1001411.41 

X 1 10.41141 

A 10 (4.MJ 

I 1001411.41 

X 1 10.41141 

X 1 10.41141 

X 1 10.41141 

Nffl 

co -a 

.,, .... CD ..., 0" .... 

coO 

..... .!.. 

I 

.... 

O> 
-I 

Iv 

Vt 

Huardou1 Subatance 

9Hlpha, 7bete, 7eelphel-2, 7:3,9-

Dlmethenonephthl2,3-blaxlrene, 3,4,6,e, 

8,8-hexechloro-1e,2,2e,3,e,a.. 7, 7e-oct•· 

hyG-o-,I 1 Hlpha, 2bete,2ebete,3elphe,9alphG, 

9ebete, 7bete, 7Hlphal-Dlrnethoat• 

3,3' -Olmethoxybenzlclne 

Dimethylemlne 

p-Dlmethylemlnoezobenz7, 12-Dlmethytbenzle)enchrec3, s· -Olmethylbenzlclne 

•lphe, -,he·Dlmethylbenzyt,y..,aperoxlde 

Olmelhylcerbemoyt chlorlde 

1, 1-0lmelhylhychzlne 

1,2-0lmelhylhyG-•rlne 

•lphe, -,he-Olmet~thylemlne 

2,4-0lmethylphenol 

Dimethyl phthelete 

Dfmethyl eulfat• 

Dlnltrobenz- lmlxadl 

m-Dlnltrobenz-

' o-blnltrobenzp-ei,,ltrobenz4,8-0lnllro-o-crNol nd .. It ■ 

CASRN Regulatory Synonyms 

72209 Endrln 

Endrln Ii metabolln 

90111 Phoept-odhhlola acid, 0,0-dlmethyl 8-

121methyte-mlnol-2-oxoethyll NI• 

1181104 11. 1 '-eii,,...ny11--4,4'dlemlne,3,S'clrnethyoxy124403 methenamlne, N-methyl 

90117 Benzenemlne, N,N-dlmethyl--4-(phenyluo-l 

17179 lenzl•l•nllir-, 7, 12-clmethyt1111137 11, 1 'llphynyll--4,4' dlemlne, S, S' -clmethyt90111 Hy..-operoxlde, 1-mehtyl-1-phenylethyt78447 Cerbemlc chloride, dimethyl17147 Hy..-ulne, 1, 1-dlmethyt540738 Hy..-uin., 1,2-clmethyt122081 Benzen..thenemlne, elpha,alpha-clmethyt101978 Phenol, 2,4-dlmethyt131113 1,2-Banzenecllcert,oxylo acid, dimethyl NI• 

77781 8utfurlc acid, clrnethyl ••• 

21114141 

HHO 

121280 

100214 

134121 Phenol, 2-methyl-4,1-dlnltroStatutory 

IICIIA 

w ... IIQ C.t ...... 1 1,2,4 P061 

1· 4 P044 

1• 4 U081 

1000 1,4 U082 

1· 4 uoes 

1· 4 UOM 

1• 4 U081 

1• 4 uoee 

t• 4 U087 

,. 4 uoea 

,. 4 UOte 

1• 4 P04I 

1· 2,4 U101 

1• 2,4 U102 

1• 4 U10S 

1000 1 

• 

1· 2,4 1'047 

Flnal RO 

c.taeorY ,_.llll) 

X 110.4541 

A 1014.541 

I 100141.41 

C 100014141 

A 1014.141 

X 110.4141 

A 1014.541 

A 1014.541 

X 110.4541 

A 1014.141 

X 110.4141 

D 500012270! 

I 100141.41 

D 5000122701 

I 100141.41 

B 100141.41 

················ 

•··············· 

················ A 10 (4.141 

m 

'V 

N _., co .... 

19 0' .... 

I co .... ..... 0, 
Hazardou■ Sub tance CASRN Regulatory Synonyms 

Dlnltrophenol 26650617 

2,6-Dlnllrophenol 3217111 

2,8-Dlnltrophenol 1173611 

2,4-0lnllrophenol 1112111 Phenol, 2,4-dnllntOlnllrolNlenll 211321141 

3,4-Dlnllrol°"9ne 110311 

2,4-Dlnltrol°"9"9 121142 Benzene, 1-methyl-2,4-clnllro2, 8-0lnllrol°"9ne 101202 Benzene, 2-methyl-1,3-clnllroOlrmeeb 111117 Phenol, 2·11-mettin,ropyll"'4,l-dlnllro 

01-n-octyl phthelet• 117140 1,2-llenzenedlcerboxylla acid, cloctyt ••• 

1,4-Dloxane 123111 1,4-Dlethylenadloxlda 

DIPHENYLHYDRAZINE NIA 

1,2•Dlphanylhy•aztna 122117 Hv••zlna, 1,2-dlphenyt 

Dlphoaphoramlda, ootamethyl- 1112111 Octemettin,yrophoaphoramlda 

Olphoaphorlo acid, tatraelhyl nl• 107413 TalrHlhyl pyrophoepheta 

Dlpropylamlna 142147 1 -~namlna, N-popyl-

~mine 121147 1 .,...opanamlna, N-nltroeo-N-propylOlquat 111007 

2714721 

Oleulloton 211044 Phoeph«ocllhlolc acid, o,o-dlalhyl 8-12· 

lathyllhlolathyllHler 

Statutory 

IICIIA 

w ... IIQ C.t ....., 

1000 1 

......... 

......... 

1000 1,2,4 P04I 

1000 1,2 

1000 1,2,4 U10II 

1000 1,2,4 U10II 

1• 4 P020 

1· 2,4 U107 

1· 4 U10I 

1• 2 

1• 2,4 U10I 

1• 4 POIII 

100 1,4 P111 

1· 4 U110 

1· 2,4 U111 

1000 1 

1 1,4 P031 

Final RO 

c.--..,y ,... ... A 10 t4.641 

................ 

................ 

A 1014.1141 

A 1014.641 

A 1014.1141 

I 1001411.41 

C 1000141141 

D IIOOO 122701 

I 100141.41 

.. A 10 14.1141 

I 1001411.41 

A 1014.1141 

D IIOOO 122701 

A 1014.1141 

C 1000141141 

X 110.4641 

Nffl co .,, 

2': 

a' .... 

coo 

.... ~ I 

.... 

a, 
Hazardous Sub1t.,ca CASRN Regulatory Synonyms 

Dlthlobluret 641637 Thlomldodlc:sbonlc dlemlde IIH2NI 

C(S112NH 

Dluron 330641 

Dodecytbenz-wHonlc ecld 27178870 

EndoeuHen 116217 8.I-Methllno-2,4,3-benzodloxethlepln, 

8, 7,8,1, 10, 10-lwxechloro-1,&,&a,8,l,1•· 

hex hydro-, 3-oxlde 

alpha • Endowlfen 161188 

beta • Endoeulf en 33213861 

ENDOSALFAN AND METABOLITES NIA 

Endoeulfen wlf•t• 1031078 

Endothel 146733 7-0x blcyclol2.2.11heptene-2,3-dlcaboxylo 

acid 

Enclm 72208 Endrln, & met boltn 

2, 7:3,8-Dlmethllnon phthl2,3-bloxlr-, 

3,4,6,8,1,1-h chloro-1 ,2,28,3, 

8,8 ,7,7 -octa-hy«o•, 11 -lphe, 2beta, 

2ebete,Selphe,h_,hll, 

bete, 7bet■, -lphelEnclm aldehyde 7421134 

ENDRIN AND METABOLITES NIA 

Endrln. • met bltn 72208 Endrln 

2, 7:3,8-Dlmeth non phth 

12,3-bloxlrene, 3,4,11,8,1,1· 

hex chloro-1 ,2,28,3, 

e,e ,7,7•-octe~. u .. _,.,., 2b te, 2ebete,Selphe,8 1phe, ........................ 

te,7bete, 7ulphelEplahl11111hydm 108811 Oxlrene, l~hyllStatutory 

11CM 

.... 

IIQ Codet ..... 1• 4 POW 

100 1 

1000 1 

1 1,2,4 POIO 

1• 2 

1· 2 

1• 2 

1• 2 

1• 4 POIS 

1 1,2,4 POl1 

1• 2 

1• 2 

1 1,2,4 P0&1 

1000 1,4 U041 

Final RQ 

CaleearY ,_.!KIi 

I 100141.41 

I 100 (41.41 

C 100014141 

X 110.4141 

X 110.4141 

X 110.4141 

.. X 110.4141 

C 100014141 

X 110.4141 

X 110.4141 

.. X 110.4641 

I 100146.41 

m 

,, l'I) .... 

CD_.. 

.,, ~ CD T a' .... 

I co .... ""40, 
-I 

N 

00 

Hazerdou1 Subatance 

Eplneplwlne 

EU.11111 

Ethenemlne, N-ethyJ-N-nltroeo1,2-Ethenedlllmlne, N,N-dlrnethyJ-N'-2-pyrlclnylN'-12-thienylmethyll· 

Ethane, 1,2-clbromoEthane, 1, 1-cllcNoroEthane, 1,2-cllcNoroElhaneclnltrle 

Ethane, i-.ohloroEthane, 1, 1'-lmethylenebleloxyllblel2· 

cNoroEthane, 1, 1 '-oxybleEthene, t, t'-oxyblel2-GhloroEthane, pentachloroEthane, 1, 1, 1,2-tetrachloro 

Ethane, 1, 1,2,2-tetrachloro 

Ethenethloemlde 

Ethane, t, 1, t-trlchloro 

Ethane, 1, 1,2-trtchloroCASRN 

&143-4 

76070 

11111& 

11806 

10813-4 

71343 

107082 

480111 

17721 

t 11111 

110217 

1 t 1444 

711017 

130208 

713-41 

826&1 

71151 

78001 

Regulatory Synonyms 

1,2-Benzenedlol,4-I 1-hydroxy-2• 

(meihytemlnolethyllAceteldehyde 

N-Nltroeocllethyllmlllll 

Methepyrllene 

Ethylene dllromlde 

Ethylldene cllchlorlde 

1, 1-Dlchlanlethene 

Ethylene cllchlorlde 

1,2-Dlchlomhene 

Cyenogen 

Hexechloroethene 

Ble(2-chloroethoxy) methane 

~hoxy ethane 

Ethyl ether 

Bia 12-chloroethyll ether 

Dlchloroethyt ether 

Pentechloroethene 

1, 1, 1,2-Tetrechloroethene 

1, t ,2,2-Tetrachloroethene 

Thloecetarnlde 

Methyl chlarof!lffll 

1, t, t • Trlchlaroethene 

t • t ,2-Trlchloroethene 

Statutory 

IICIIA 

IIQ C..t wNumNr 

1· 4 P042 

1000 1,4 U001 

1· 4 U174 

1· 4 U1H 

1000 1,4 U087 

1• 2.4 U071 

&000 1,2.4 uo71 

1· 4 P031 

1· 2.4 UtS1 

1• 2.4 U024 

1• 4 U117 

1· 2.4 U021 

1· 4 U114 

1• 4 U20I 

1• 2.4 U20I 

1· 4 U211 

t• 2,4 U228 

1· 2,4 U227 

Flnal RO 

ea..., ,...IK1I 

C 100014&41 

C 100014141 

X 110.4141 

D &0001227ot 

X 110.4141 

C 100014M) 

• 10014&.41 

• 10014&-41 

• too 141.41 

C 100014141 

• 100141.41 

A 1014.141 

A 1014.14) 

B 100141.41 

• too 14&.41 

A 10 (4.141 

C 1000 (4541 

• 10014&.41 

Nffl Cl) ,, 

"Tl .... CD ..., CJ' .... 

u,0 

.... .!. 

I 

.... 

en 
-I 

N 

\0 

Hazerdou1 Sub1t1nca 

E1hanlmldolhlolc acid, N-l(Cmethyl-emlnol 

cerbonylloxyl-. methyl •II• 

Ethanol, 2-ethoxyEthanol, 2,2' -CnllroeolmlnolbleElhanone, 1-.,hen.,._ 

Ethane, chloroEthane, 2-ClaroelhoxyEthane, I, 1-clchlaroEthane, I ,2-dlchlaroEthane, tetrachlaroEthane, trlchloroElhlon 

Ethyl acetate 

Ethyl acrylate 

EthylbenzEthyl cerbemete Cwethanel 

Ethyl cyanide 

Ethylenebledlthlocwbemlc acid, HIia & HI•• 

Elhylenedlemlne 

E1hylenedlemlne-1atreacetlc acid CEOTAI 

CASRN 

18762771 

110801 

II 18647 

188112 

76014 

110768 

76364 

1111806 

127184 

79018 

183122 

141788 

140811 

100414 

617811 

107120 

111648 

107113 

110004 

Regulatory Synonyms IIIQ 

Melhomyt 1· 

Ethylene glycol momethyl ether 1· 

N-Nllroaodlethenolamlne 1• 

Acelophenone 1· 

Vinyl chloride 1• 

2-Chloroethyl vinyl ether 1• 

Vlnylldene chlarlde IOOO 

1, 1-0lchloroethylene 

I ,2-0lchloroelhylene 1• 

Pwchlaroelhylene 1· 

Tetrechlorathane 

Tetrechloroethylene 

Trlchloroathane 1000 

Trlchloroathylene 

10 

Acetic acid, ethyl NI• 1• 

2-Propenolc acid, ethyl ••t• 1• 

1000 

Cerbemlc acid, ethyl Ht• 1· 

Prop•nenllrl 1· 

Cerbemodllhlolc acid, 1,2-ethanedlylble, HIia & 1. 

Hter• 

1000 

6000 

Sta1UtOrY 

IICIIA 

C.t .... 

NulnNr 

4 POii 

4 U311 

4 U173 

4 U004 

2,3,4 0043 

2,4 U042 

1,2,4 U078 

2,4 UO)I 

2,4 U210 

1,2,4 U221 

I 

4 Ull2 

4 Ull3 

1,2 

4 U231 

4 PIOI 

4 U114 

1 

I 

Final RO 

c-.,y P_.IKtl 

• 100141.41 

C 100014541 

X I 10.4541 

D 6000122701 

X I 10-41541 

C 100014641 

• 100141.41 

C 1000141.41 

• 100141.41 

• 100141.41 

A 1014.1141 

D IOOO 122701 

C 100014641 

C 100014541 

B 100146.41 

A 1014.541 

D 6000122701 

D 6000122701 

0 6000122701 

m 

-a 1\)..1, 

Q) .... 

"T1 .... C1) 9 

C' .... 

I co .... ..... 0, 
Hazardous Substance CASRN Regulatory Synonym1 IIQ 

Ethylene dlbromlde 10e934 Ethane, 1,2-dlbromo- 1000 

Ethylene dlchlorlde 1070e2 Ethane, 1,2-dlchloro- 6000 

1,2-Dlchloroethane 

Ethylene glycol monoethy ether 110806 Ethanol, 2-elhoxy- 1· 

Ethylene oxide 76218 Oxlrene 1• 

Ethylenethlowee 1184157 2-lmldezolldlnethlone 1· 

Ethylenlmlne 1151684 Azlrldlne I• 

Ethyl ether 802117 Ethane, 1, 1 '-oxyble 1· 

Ethylldene dlchlorlde 76343 Ethane, 1, 1 '-dlchloro- 1. 

1 , 1-Dlchloroethane 

Ethyl methaorylat• 1171532 2-Propenoic 11eld, 2-methyl-, ethyl Nt• 1• 

Ethyl methaneeulf-te 152500 Methaneeulfonlc ecld, ethyl ••t• 1· 

Femphur 1528157 Phoephorothlolc acid, 0,14-llcl· methylemlnol 1• 

11t11fonytJ phenyl! 0,0-dlmethyl ntw 

Ferric emmonklm citrate 11856715 1000 

Ferric ammonium oxalate 21144874 1000 

115488874 

Ferric chloride 7701080 1000 

Ferric llourlde 7783101 100 

Ferric nitrate 10421484 1000 

Ferric eulfete 10028226 1000 

F.,_ emrnonklm eullate 1004611113 1000 

Fwrou1 chloride 7768943 100 

Fwrou• eullete 7720787 1000 

Statutory 

IICRA 

w.,. Codet Number 

1,4 IJ087 

1,2,4 U077 

4 IJ369 

4 IJ1115 

4 IJ118 

4 P0154 

4 IJ117 

q ., ... , U078 

- 4 IJ111 

4 IJ1111 

4 POll7 

1 

1 

1 

1 

1 

1 

1 

1 

1 

Flnal RO 

Catneo,y ,._,.IK,1 

X 110.4641 

B 1001415.41 

C 100014641 

A 1014,1541 

A 1014,641 

X 110.4641 

I 1001415.41 

C 100014641 

C 1000141541 

X 1 10.41541 

C 1000141541 

C 1000 141541 

C 1000141541 

C 100014641 

8 100146.41 

C 100014641 

C 100014641 

C 100014641 

I 100 146.41 

C 1000 (4641 

l\)ffl 

CD -a 

'11 .... 

g. :: 

coO 

..... !a, 

I 

.... 

en 
-I 

w 

...... 

Hazardous Substance 

Flourenthono 

Flourene 

Flourlno 

Flouroecot mlde 

Flourec tlc acid, odium ■■It 

Formaldehyde 

Formic acid 

Fulmlnlo cld, rcuryl2 + ■■ lt 

Fum rlc acid 

Fw•n 

Fwen, totrehydro2-Fwencarbox ldehyde 

2,&-Fwenclone 

Fwfwel 

Furfwen 

Glucopyrenose, 2-d oxy-2-(3-m rhyl-3· 

nltroeouroldol· 

0-0luco■■, 2-dooxy-2-ll(mothylnltro mlnol· 

rbonyll mlnol· 

Glycldyl klehydo 

Ou nldi n, N·m thyl-N' -nhro-N•nltroaoOuthion 

CASRN 

7782830 

20M40 

88737 

7782414 

840187 

112748 

60000 

841811 

1128884 

110178 

110009 

109889 

88011 

108318 

88011 

110009 

18883884 

18883884 

786344 

70267 

886600 

Regulatory Synonyms IIQ 

BenzoU,klflourene 1· 

1• 

1• 

Acot mlde, 2-fuoro- 1• 

Ac tlc cld, fluoro-, odium ■■It 1• 

1000 

&000 

rcury fulmlnllt ■ 1• 

&000 

Furfur n 1· 

trehydrofwen ·1. 

Furfur I 1000 

lelc nhy«ldo &000 

2-Fur nc rboxeldohyde 1000 

Fur n 1• 

0-Gluco■■, 2-d oxy-2-lllm thylnltroeoemlnol· 1· 

corbonyll mlnol Str ptozotocln 

Olucopyr no■■, 2-d oxy-2-(3-m thyl-3· 1• 

nhro•our ldol· 

Oxlr cerboxy ldehyde 1. 

MNNO 1· 

I 

Statutory 

IICIIA 

Codet w ... ....., 

2,4 U120 

2 

4 P0&8 

4 P0&7 

4 POH 

1,4 U122 

1,4 U123 

4 P08& 

1 

4 U124 

4 U213 

1,4 U12& 

1,4 U147 

1,4 U12& 

4 U124 

4 U208 

4 U208 

4 Ul28 

4 U183 

I 

Flnel RO 

Cote.-,Y 

..... "''' 

8 10014&.41 

D &000122701 

A 1014.&41 

8 10014&.41 

A 1014.541 

8 10014&.41 

D &000122701 

A 10 (4.&41 

D &000 (22701 

8 10014&.41 

C 1000(4541 

D &000122701 

D &000122701 

D &000122701 

8 10014&.41 

X 1 (0.4&4I 

X 110.4&1 

A 1014.&41 

A 1014.641 

X 110.4641 

m 

"U ..., ... CX) ... 

,, ... CD 9 C' ... 

I CD_. 

...., C1> 
Statutory final RO 

IICIIA 

IIQ CNet wHuard0111 Sub11 nc• CASRN Regulatory Synonyms ....., Cate.-, ,.... ... , 

HALOETHERS NIA 1• 2 .. HALOMETHANES NIA 1· 2 .. Haptachlor 78448 4, 7-Methllno-1 H-lndlNla, 1,4,15,8, 7,8,8- 1 1,2,4 POIII X 110.4Mt 

haptechloro-3 ,4, 7, -tetrahyli-oHEPTACHLOR AND METABOLITES NIA 1• 2 .. Haptachlor epoxlda 10241573 1• 2 X 1 10.41141 

x•chlorobenz- 118741 Benz-. hexachloro- 1• 2,4 U127 A 10 14.1141 

Haxachlorobutadlane 1788S 1,S-ButadiaM, 1, 1,2,3,4,11-hexachloro- 1• 2,4 U121 X 110.4Mt 

HEXACHLOROCYCLOHEXANE l•I leom .. l 808731 1· 2 .. Haxllchlorocycl- lg mma" llomwl 158898 CycloheX M, 1,2,3,4,11,8-hexechloro-, 1 1,2,• U121 X 110.4Mt 

11 lphll,2alphll,lbeta,4alphll,hlphll,llbat Jgamma-BHC 

Undan■ 

Huachlorocyclopen dlan■ 77474 1,S-Cyclopantadlane, 1,2,3,4,11,15-hu•chloro- 1 1,2,4 u1ao A 10 14.Mt 

HaxachloroalhllM 87721 EthllM, hexachloro- 1• 2,4 U131 I 100 (411.41 

Hu~ 70304 Phanol, 2,2'~3.4,11-lrlchloro- 1• 4 U132 I 1001411.4' 

Haxachloropr-.,- 1188717 1-Propena, 1, 1,2.3,3,3-hexachloro- 1• 4 U24S C 1000141141 

HaxHthyl tatraphoaphat■ 7571114 Tatraphoepharlo acid, hexHthyl HI• 1• 4 P082 8 1001411.41 

Hydrazlna 302012 1• 4 U13S X 1 I0.4114t 

Hydrazlna, 1,2-dlethyJ- 18111801 N,N' -Olethylhyeazlna 1• 4 uoaa A 1014.1141 

Hydrazlna, 1, 1 -dimethyl- 157147 1, 1-Dlmethylhydrazlna 1· 4 UOtl A 1014.641 

Hydrazlna, 1,2-clmathyl- 1140738 1, 2-Dlm•tlr/llydraztn■ 1. 4 UOH X 1 10.41141 

Hydrazlna, 1,2-dlphenyt- 122887 1 ,2-~nyt,ychzlna 1• 2,4 U10I A 10 14.1141 

Hydrazlna, mathyf- 80344 Mathyt hyli-Hlna 1• 4 POii A 1014.541 
-I 

(,>) 

(,>) 

Hazardous Subatanca 

Hychzlnecarbolhloamlde 

Hydrochloric acid 

Hydrocyanlc acid 

Hydrolluorlo acid 

Hydrogen chloride 

Hychgenoy.,... 

Hyctogen IMOrlde 

Hydrogen ..... 

Hydrogen dlde H28 

Hydroparoxlde, I -nMthyl-1-phenylelhyl2-lmldaroldln INon■ 

lndenof 1,2,3-cdlpy,MW 

1,3-laobenzolur•ndlona 

laobulyl alcohol 

laodrln 

laoph«-

laopkane 

laopropanolamlne dodecylbenz-aulfonet• 

CASRN Ragulatory Synonyma 

7111811 Thloaamic.bllzlde 

7147010 Hydrogen chloride 

74801 Hydrogen oy•nlcle 

7114383 Hydrogen llourlda 

7147010 Hydrochlorlc acid 

74801 Hydrocy•nlc acid 

7114383 Hydrolklorlo •cld 

7713014 Hydrogen ..Wide H28 

7713014 Hydrogen eulllde 

80111 •lph ,•lph •Olmelhytbanzyltydroparoxlde 

111417 ElhylenelhlourH 

1133111 1, 10-11,2-Ph nyten lpyr na 

86448 Phlhellc anhydride 

78831 1-Propanol, 2-melhyl4867311 1,4,6,8-0lmelhanonephlh lena, 1,2,3,4, 10, 10-

heic chloro-1,4,4 ,6,8,la-hexahydro, 

11 elphe,4elphe,4 bela.6bela, lbel•, llebelal• 

78681 

7871111 

426044111 

Statutory 

ltCM 

IIQ C.-t w..-

...... 1• 4 P111 

IOOO I 

10 1,4 POIS 

IOOO 1,4 UIM 

IOOO I 

10 1,4 POIS 

6000 1,4 UI~ 

100 1,4 UIH 

100 1,4 UIH 

1• 4 UOH 

1• 4 U111 

1• 2,4 U137 

1• 4 U1IO 

1• 4 U140 

1• 4 POIO 

1• 2 

1000 1 

1000 1 

Flnal RO 

Ca...-,y ,_.!KIi 

8 100141.41 

0 IOOO 12270, 

A 1014.141 

8 100141.41 

0 IOOO 12210, 

A 10 14.141 

8 100141.41 

8 100141.41 

8 100141.41 

A 1014.141 

A 1014.141 

8 100141.41 

D IOOO 1227ot 

D IOOO 122701 

X 1 10.4641 

D 6000122701 

8 100146.41 

C 100014641 

m 

"0 

N..i. 

00 .... .,, .... CD (i) cr..a. I 

U) .... 

...... 0, 
-I 

!..,J 

+:>,. 

Huardous Substance 

leoealrole 

3(2Hl-leoH1olone, IHamlnomethyOKepo,w 

L..elocarplna 

I.Ndtt 

I.Nd-tale 

LEAD AND COMPOUNDS 

I.Nd_,.te 

LNd, blel-talo-Oll•trahydroxytrl 

I.Nd chloride 

I.Nd fluoborate 

I.Nd fluoride 

LNd Iodide 

Laad nllrata 

LNd phoephat• 

I.Nd l-•t• 

CASRN Regulatory Synonyms 

120&81 1,3-Benzodloxole,&-11-propenlyl2783884 Mueclmol 

5-(Amlnomethy0-3-leoxazolol 

143600 1,2,4-Metheno-2H-cyclobut•llcdlpentalen-2· 

one, I, 1a,3,3a,4,ll,ll,5a,&b,8-

decachlaroctahydro303344 2-Butenolo acid, 2-methyl-, 7112,3-dl\ydroxy2-11-methoxyathyll-3-mathyl-1-

oxobutoxylmethytl-2,3,11, 7a-tatrahydro-1 Hpyrrollln-1-yl NIW, 118•11 alpha(ZJ, 

7128" ,3ft"l.7ulphall74311821 

301042 Acetic Kid, leedC 2 + I NII 

NIA 

7784408 

784112112 

10102414 

1335328 Lud eubecetete 

77159864 

13114885 

7783482 

10101830 

10088748 

7448277 Phoephoric acid, leedC2 + I Hit 12:SJ 

7421480 

Statutory Final RO 

IICIIA 

IIQ ~, w ... 

..... CeletlorY ,._,.llt9l 

1· 4 U141 I 100146.41 

,. 4 P007 C 1000·14641 

' 1,4 U142 X 1 (0.4641 

,. 4 U14S A 1014.641 

1· 2 I 

6000 1,4 U144 I 

1• 2 .. 6000 1 X 110.4641 

,. 4 U148 • 100141.4) 

5000 1 I 100141.41 

6000 ' I 100145.41 

1000 1 I 100145.4) 

&000 1 B 100 (4&.41 

6000 1 8 10014&.41 

1· 4 U145 I 

&000 1 D 6000 I 122701 
-I 

w 

V\ 

Huerdou1 Substance 

Lud aubec•t•t• 

Lud aulf•t• 

Lud.,lflde 

Lud thlocyenete 

Undene 

Utlwm Chromate 

Melethlon 

Melelo ecld 

Melelc: enhydrlde 

Melelo hychzlde 

Melononllrle 

Melphelen 

Mwcaptodlmettu 

Mercuric cyenlde 

Mercuric nltrete 

CASRN 

1072361 

62862682 

68188094 

1336328 

1&7381107 

74411142 

1314870 

612870 

68811 

14307368 

121766 

110187 

108318 

123331 

108773 

148823 

2032867 

612041 

10046840 

Reguletory Synonyms IIQ 

Lud, bleleceteto-Oltetr1hydroxytrl 1· 

&000 

&000 

&000 

Cyclohexene, 1,2, 3,4,1,8-hexechlon>-, 1 

11 efphe,2elphe,3bete,4elphe,15elphe, 

Sbet•l-aemme•BHC 

Hexechlorocyclohexene 1811111N llomwl 

1000 

10 

&000 

2,5-Furendlone &000 

3,8-Pyrldamedlone, 1,2-dhydro- ,. 

Pr.-nedlnltrh 1· 

L-PhenyleleN!e, 4-lbial2-chloroethy0 1• 

emlnoll 

100 

1 

10 

Statutory 

IICIIA 

w .... Cedat ,..... 

4 U148 

t 

1 

1 

1,2.4 U128 

1 

1 

1 

1,4 U147 

.. U148 

4 U148 

4 U1IIO 

1 

1 

1 

Final RO 

Ce...-,Y ...... ,1 

I 100141,41 

I 100141,41 

D &000 I 122701 

I 100141,41 

X 1 C0.4141 

A 1014,141 

I 100141.41 

D IOOOl22701 

D IOOO 122701 

D IOOO 122701 

C 100014141 

X 1 C0.4&41 

A 1014.141 

X 110.4141 

A 1014.641 

m 

.,, .., .... 0:, .... 

"T1 .... 

CD Ci> er .... co .... ' ...,a, 
Hazardous Substance CASRN Regulatory Synonyms IIQ 

Mwc:urlc eullate 7783368 10 

Mwc:urlc thiocyanate 682161 10 

Mwcwou• nllr ■ 10416766 10 

7712117 

Mwcwy 7438871 1· 

MERCURY AND COMPOUNDS NIA 1• 

Mwcwy, -olph nyt 12384 Phenylmwcwy tata 1• 

Mwcwy fulmlnat■ 128884 Fulmlnlc cld, mercuryl2 + ■■ lt 1• 

th crylonltrle 128817 2-Prop nllrla,2-methyl- 1· 

th namlne, N•m thyl- 124403 Dlmathylamln■ 1000 

th namlne, N-m thyl-N-nitro o- 12768 N-Nltro oclmethylamlne ,. th ■, bromo- 74138 thyt bromld■ 1• 

th ■, chloro- 74873 Methyl cNorld■ ,. Math ■, chloromethoxy• 107302 Chlorom thyl thyl ethw ,. th ■, dllromo- 74863 Methylen■ bromide ,. Meth ■, dlchloro- 715012 Methylan■ chlorld■ 1• 

th ■, clchlorodlfkloro• 715711 Dlchlorodlfluorometh ■ ,. th ■, lodo- 74184 thyllodlda ,. th ■, ocyanato- 824138 thyl ocy-t■ 1· 

Math ■, oxybl (chloro- 642111 Dlchlorom thyl eth r 1· 

th -Nenyl c:hlorld■, trlchloro- 1584423 Trlchlorometh euNenyt chloride 1· 

Meth eullonlc cld, ethyl ••t• 82600 Ethyl th tlulf-t■ 1· 

th ■, tnchloro- 682315 Carbon tr chlorld■ 6000 

Statutory 

KCIIA 

C..t --,...., 

1 

1 

, 

2,3,4 U1151 

2 

4 P082 

4 POH 

4 U1152 

1,4 U082 

2,4 P082 

2,4 U028 

2,4 U048 

4 U048 

4 UOl8 

2,4 UOIO 

4 U071 

4 u1sa 

4 P084 

4 P018 

4 1'111 

4 U118 

1,2,4 U211 

Final RO 

CatetorY .,_.IKII 

A 10{.4.141 

A 10 {4.641 

A 10 {4.641 

X 1 10.4641 

.. I 100 (46.41 

A 1014.141 

C 100014141 

C 100014141 

A 10 (4.641 

C 1000 {4141 

I 100 1415.4) 

A 10 (4.141 

C 100014641 

C 1000 {4141 

D 5000{22Jot 

I 100 {46.41 

II 

A 10 14.641 

I 100 (46.41 

X 1 10.4641 

A 10 {4.641 

Nffl a, .,, 

1 ::: 

c::r .... 

co9 

........ I 

.... 

0, 
Hazardous Substance CASRN Regulatory Synonyms 

Methane, tetrenltro 609141 Tetrenltromethane 

Methane, trlbromo- 7&262 Bromolorm 

Methane, Ulchloro- 87883 Chloroform 

Methane, trlchlorofluoro 76194 Trlchloromonofluoromethane 

Methanethlol 74931 Methylm•capt n 

Thlomethanol 

l,9-Methano-2,4,3-benzodloxethlepln, 116297 Endoeullen 

a. 7,8,1, 10, 10-heuchloro-1,&,6 ,a. 

1,1 hex hym-o-, 3-oxlde 

I ,3,4-M theno-2H-cyclobute•cdlpental n-2- 143500 pone 

one, 1, ,3,3 ,4,&,&,5 ,6b,Ioachlofoct hym-o4,7-M th no-1H-lnd ■, 1,4,8,11,7,1,1- 71441 Heptechlor 

pt chloro-3 ,4, 7, 7e-t trehycwo4, 7-M th no-1 H-lndene, 1.2.3,4,6,11.1.1- 67741 Chlordane 

octachloro-2,3,3 ,4,6,6 -h hycwo- Chlordane, --ha a. gamma Isom•• 

Chlordane, clvllc I 

Methanol 1176111 Methyl alcohol 

Meth pyrllene 91106 1 ,2-Eth nedl mln■, N,N-clm tt,yJ-N'-2· 

pyrldlnyl-N' -12-thl nylmethy0-

Methomyt 1176277& Eth nlmldothlolc cld, N-11 lm thylmlno}c rbonlyloxyJ-, mathyl fft r 

Methoxychlor 72436 Benzene, 1, 1 '•12,2,2-trlchloroethylidenel 

ble(4-methoxyMethyl elchohol 17611 Methanol 

Methyl bromide 74839 Methane, bromo1-Methylbutedle,,. 604809 1,3-Pentedlene 

Statutory 

IICIIA 

w ... IIQ C..t N......, 

1• 4 P112 

1• 2,4 U226 

6000 1,2,4 U044 

1· 4 U121 

100 1,4 U1&3 

1 1,2,4 P060 

1 1,4 U142 

1 1,2,4 PO&I 

1 1,2,4 U031 

1• 4 U164 

1• 4 U166 

1• 4 POii 

1 1,4 U247 

1. 4 U164 

1. 2,4 UO29 

1. 4 U181 

Final RO 

Calet"'Y ,_.11t,1 

A 1014.641 

I 100146.41 

A 1014.641 

D 6000122701 

I 100146.41 

X 110.4641 

X 110.4641 

X 110.4641 

X 110.4641 

D 6000122701 

D 6000122701 

8 100146.41 

X 110.4641 

D 6000122701 

C 100014641 

B 100146.41 

m 

"ti 

N_., 

00 .... .,, .... Cl) 9 

C' .... 

I 

co .... ..... a, 
-I 

v.l 

00 

H11ardou1 Substance 

Methyl chloride 

Methyl chlorocerbonate 

Methyl chloroform 

Methyl chloroformate 

3-Methylcholanthr4,4' -Mathylenablal2-chloroanan.l 

Methylana bromide 

Mathylena chloride 

Mathyl ethyl ketone IMEKI 

Methyl athyl ketone peroxide 

Methyl hydrazine 

Methyl Iodide 

Methly laobutyl katona 

Methyl laooyenate 

2-Mathyllectonltrh 

Methylmwcaptan 

Mathyl methacrylate 

Methyl per thlon 

4-M thyl-21)tlntanone 

CASRN Regulatory Synonyms 

74873 1\11 •thane, chloro711221 Cerbonochlorldlc acid, methyl Ht• 

Mathyl chlorolormata 

71668 Ethene, 1, 1, 1-lrichloro1, 1, 1-Trlchloroethena 

71221 C.rbonochlorlclc acid, methyl Ht• 

Methyl chlorocarbonate 

&841111 Benz(llacHnthrylana, 1,2-dlhyso-3-methyt101144 Banzenamlna, 4,4' -mathvt-bial2-chloro741163 Methene, dlbromo760112 Mathene, dlchloro781133 2-Butanona 

1338234 2-Butanona peroxide 

80344 Hydrazine, methyl74884 Mathene, lodo108101 4-Methyl-2~anone 

824839 Methane, laocyanato7&88& Acatone cyanohydrin 

Propananltrla, 2-hysoxy-2-methyl74931 Methenethlol 

Thlomethenol 

80828 2-Propenolc acid, 2-methyl, methyl tar 

288000 Pho phorotlolc acid, 1,1-dlm•thyl 0-14-nltrophenyQ nt• 

108101 Methyl leobutyl ketone 

Statutory 

IICRA 

w ... IIQ CMet ,...,..., 

1. 2,4 U04& 

1• 4 U1&8 

1. 2,4 U228 

1. 4 U11111 

1· 4 U1&7 

1. 4 U1111 

1· 4 UOII 

1· 2,4 uoao 

1• 4 U1&e 

1. 4 U180 

,. 4 POii 

1· 4 U131 

1. 4 U181 

1. 4 P084 

10 1,4 POii 

100 1,4 Ul63 

&000 1,4 Ul82 

100 1,4 P071 

I• 4 U181 

Final RQ 

Calqory ,_.11t,1 

I 100146.41 

C 10C'O 14641 

·- C 10)0 (4541 

C 1000141141 

- A 1014.641 

A 10 14.1541 

C 100014641 

C 10001464) 

D 6000122701 

A 1014.1141 

A 1014.1141 

I 1001411.41 

D 6000122701 

,, 

A 1014.1141 

I 100146.41 

C 100014641 

II 100146.41 

D 6000 (22701 

Nffl 

CD "a 

'Tl .... 

&= 

coO 

..., .:.. 

I 

.... 

a, 
-I 

w 

\0 

Hazardous Substance 

Methylthlour cH 

Mevlnpho■ 

rb ■ 

Mltomycln C 

MNNO 

MOMethylamlne 

M-thylemlne 

Multi S-C. LNCh te 

Mueclmol 

lad 

&, 12-N phthaoenedlona, a--tyl-10-I3-emlno2,3,8-trldeoxy-alpha-L-lyxo-haxopyrano ylloxyl7,1,1, 10-tetrahydro-8,8, 11-lrihydroxy-1-

merhoxy, 188-clal· 

1-N phthalenamlne 

2-Naphthalenamlne 

Naphthalenamlne, N,N' -blel2-chloro thyQNaphthalene 

Naphthalene, 2-chloro1 ,4-Naphthalenedlone 

CASRN Regulatory Synonyms 

68042 411 HI-Pyrlmldlnone, 2, 3-dlhydro-8-methyl-2-

thloKO· 

7785347 

316184 

60077 Azlrlnol2' ,3':3,41pyrrolol 1,2- llndol -4, 7-

dlone,11- mlno-l•fll mlnocerbonylloxyl 

methyll-1, 1 ,2,1,1 ,lb-h hycn-l

thoxy-6-m thyl, f S-11 ■■lph , lbet , 

le lph , 8b lph II• 

70267 0u nldln■, N-methyl-N' -nltro-N-nltro o76047 

741811 

2783184 3(2Hl-l oxezolone, IH rr.lnomethyl· IIAmlno-methyQ-3-l oxazolol 

3007911 

20830813 0.Unomycln 

134327 alph -Naphthylemlne 

11618 beta-Naphthylamln■ 

484031 Chlomaphazln■ 

81203 

11617 bete-Chloronaphthalene 2-Chloronaphthalene 

130164 1,4-Naphthoqulnone 

StatutofY 

111CM 

W•• 

IIQ C.t N...._ 

1• 4 UIM 

1 1 

1000 1 

1• 4 U010 

1• 4 U183 

1000 1 

1000 1 

1• 4 F031 

1• 4 P007 

10 1 

1• 4 UOII 

1• 4 U117 

1• 4 UIH 

1• 4 U028 

6000 1,2,4 U186 

, . 2,4 U047 

1. 4 UUl8 

Flnal RQ 

CelatarY , ... llttl 

A 1014.641 

A 1014,641 

C 100014141 

A 1014.641 

A 1014,641 

I 1001411.41 

I 100146.41 

X 110.4141 

C 100014641 

A 1014,141 

A 1014.141 

I 1001411.41 

A 1014.14) 

8 1001411.41 

8 100146.41 

D IIOOO 122701 

D IIOOO 122701 

m 

"O I\) .... 

00 .... .,, .... Cl> 9 er .... 

I CD..., 

..... 0, 
-I 

~ 

Hazardous Sub1i...ce 

2, 7-N phlhelenedlwlfonlc cld, 3,3' -(13,3'· 

dlm thyl-11, 1'-byph nyll-4,4' -dlyllbl .ro)Jbl l6- mlno-4-hydroxyll lr■■ odlum 

eh 

pht nlc cld 

1,4-N phlhoqulnon■ 

lphl-N phlhyl mln■ 

•N phlhyl mln■ 

lphl-N phthyllhlourN 

Nickeltt 

Nickel ammonum IUlf ■ 

NICKEL AND COMPOUNDS 

Nickel carbonyl 

Nickel carbonyl Nl(COJ4, IT-41· 

Nlckel chlorld■ 

Nlckelcy.,._ 

Nlck I oy nld■ Nl(CNl2 

Nick ! hydroxide 

Nickel nllr ■ 

Nlck l uH ■ 

Nlcolln■, a Nil■ 

Nitric acid 

Nitric acid, lhelum It + I Nh 

CASRN Regulatory Synonyms 

72671 1ryp n bu■ 

133824& 

130154 1 ,4-N phlh len dlon■ 

134327 t ,-N phlh mln■ 

91688 2,-N phth len mln■ 

811884 Thlour■■, 1-n phlh lenyt7440020 

15818180 

NIA 

13483383 Nickel carbonyl NICCOl4, IT -41· 

13483313 Nlck I carbonyl 

7718141 

3721106& 

567117 Nlck l oy nld■ Nl(CNI 2 

1157197 Nlcll I oy nld■ 

12064487 

142111762 

7789814 

14115 Pyrldln■, 3-11 •m lhyl-2-pyrrollclnyl., ISi71117372 

10102451 Th llum IO nllral■ 

StaMo,y 

IICIIA 

w ... IIQ C..t ..... t• 4 U2311 

100 t 

t• 4 Utllll 

t• 4 Utll7 

1· 4 Utll8 

t• 4 P072 

t• 2 

IIOOO t 

t• 2 

t• 4 P073 

1• 4 P073 

IIOOO t 

t• 4 P074 

1• 4 P074 

1000 1 

IIOOO t 

6000 t 

t• 4 P078 

1000 t 

t· 4 U217 

Flnel RQ 

c.e..,y ,_,. !Ke, 

A 10(4.MI 

I ,~0148.4) 

D 6000122701 

I 100146.4) 

A 1014,541 

I 100146.41 

I 100148.41 

I 100148.41 

.. A 1014,MI 

A 1014,141 

I 100148.4) 

A 1014.14) 

A 10 (4.14) 

A 1014.14) 

I 100146.41 

I too 146.41 

I 100146.4) 

C 100014141 

I 100146.4) 

t\)ffl 

0, -a 

:-

er :: 

coO ~.:.. I 

-

Q) 
-I 

~ 

-

Hazardous Substance 

Nickel oxide 

p-Nltroenlllne 

NltrobenzNitrogen cloxlde 

Nitrogen oxide NO 

Nitrogen oxide N02 

Nltroglyc.ine 

Nltrophenol lmlxecl 

m-Nltrophenol 

o-Nltrophenol 

p-Nltrophenol 

o-Nltrophenoi 

p-Nltrophenol 

2-Nltrophenol 

4-Nltrophenol 

NITROPHENOL8 

2-NlrrfllWopeM 

NITROSAMINE8 

N-Nltro odl-n-butyl mln■ 

CASRN 

10102439 

100011 

9H&3 

10102440 

10144721 

10102431 

10102440 

10144721 

56130 

21154151 

654847 

11766 

100027 

11766 

100027 

11711 

100027 

N/A 

714111 

NIA 

124183 

Regulatory Synonyms IIQ 

NIUrogen oxide NO 1• 

BenzenemlM, 4-nltro- 1• 

a.nz.,... nltro- 1000 

Nllrogen oxide N02 1000 

Nitric o,clde 1• 

Nitrogen cloxlde 1000 

1,2,3-Ptopenetrlol, trtnltr•t•· ,. 

1000 

2-Nltrophenol 

Phenol, 4-nltro4-Nltrophenol 

2-Nltrophenol 1000 

Phenol, 4-nltro- 4-Nltrophenol 1000 

o-Nltrophenol 1000 

p-Nltrophenol Phenol, 4-nltro- 1000 

1• 

Propane, 2-nltro- 1• 

1• 

1-But mlne. N-butyl-N-nltro o• 1• 

Statutory 

IICIIA 

w ... C..t ...... 4 P071 

4 P077 

1,2.4 U119 

1,4 P071 

4 P071 

1,4 P071 

4 POii 

1 

1,2 

1,2,4 U170 

1,2 

1,2,4 uno 

2 

4 U171 

2 

4 U172 

Final RO 

~ ~ ... I 

A 1014.141 

D 6000122701 

C 10001454) 

A 1014.141 

A 10I4.MI 

A 1014,141 

A 10I4,MI 

I 100141.41 

I 100141.41 

I 100141.41 

I 100141.41 

I 100 141.41 

8 100146.41 

.. A 1014.MI 

.. A 1014.641 

m 

'ti ~ .... a, .... .,, .... CD 9 CJ' .... 

I co .... .... 0) 
-I 

~ 

Hu•doua Substance 

N-Nhroaodlethanolllmlne 

N-Nhroaodlathylamlne 

N-Nltroaodlmathylamlne 

N-Nhroaodlphenylamlna 

N·Nltroeo-N-•thybN 

N-Nltroao-N-methybN 

N-Nhroao-N-methybethane 

N-NltroeomethyMnylamlna 

N-Nltroeoplperlclna 

N-Nltroaopyrrolclna 

Nllnlt.,_ 

m-Nltrat°"9ne 

o-Nltrotoiup-Nltrotoiu1-Nuo+toUclne 

0c,-11,v-.Yl'~emida 

mlum oxide Oe04 (T-41· 

mlum troxld■ 

7-0x bloydol2.2. 1 lhept-2,3-dlc:Mbollylo 

cld 

1,2-0ll thlol ne, 2,2-dloxlde 

2H· 1,3,2-0xu phoephortn-2-amlne, N,N-blal2· 

chloroethyltetnhydro , 2-0111de 

CASRN Regulatory Synonyms 

1118647 Ethanol, 2,2' -(nltroaolmlnolbla· 

1&1H Ethanamlne, N-et~-nltroao827151 Mathanamlna, N-rnathyl-N-nltroaoaesoe 

7151738 UrN, N-ethyl-N-nllroao814831 UrN, N-m•thyl-N-nltroao 

811132 Cerbamlc acid, methylnltroao-, ethyl Nier 

4648400 Vlnlyemlne, N-methyt-N-nltroeo100714 ,__...,., 1-nltroeo8301112 Pym,llclne, 1-nltroeo1321128 

88081 

88722 

·••to 

11111 hnzanamlna, 2-methyl-l-nltro1121ee o.,hoephor mlde, oct methyt20811120 mlum tetro111de 

20111120 Oamlum 0111de 04 IT -41· 

141733 Endothal 

1120714 1,3-Prop na autt10110 Cyclophoaphamlde 

Statutory 

IICIIA 

w ... llQ C..t ......., 

1· 4 U173 

1• 4 U174 

1· 2,4 POl2 

1· 2 

,. 4 U178 

1• 4 U177 . 

1· 4 U178 

1• 4 POl4 

1• 4 U118 

1• 4 u1ao 

1000 ' 

,. 4 U111 

1• 4 POii 

1• 4 P087 

1· 4 P087 

1• 4 POIS 

f• 4 U183 

,. 4 UOH 

Flnal RQ 

c:-.-.. P_.tl(el 

X 110.4641 

X 110.4641 

A 1014.641 

8 100141.41 

)( 110.4641 

)( 1 (0.4641 

X 1 (0.4641 

A 1014.141 

A 1014.141 

)( 110.4141 

C 100014641 

8 100141.41 

8 100141.41 

C 100014641 

C 100014641 

C 100014641 

A 1014.641 

A 1014.641 

Nffl co .,, 

"Tl ... CD_., 17.., 

co9 

~ ... 

I 

... 

0, 
-I 

~ 

w 

Hazardoua Subatance 

Oxlrane 

Oxlranecarboxyaldehyde 

011lrarM, (chloroma1hyll· 

Par formaldehyd• 

Pereldehyda 

Parathion 

PentachlorobenzPentechloroathene 

Pentechloronltrobenzene IPCNBI 

Pentechlorophenol 

1,3-Pentedlene 

Perchloroethylene 

Phenacetin 

Phenanthrene 

Phenol 

Phenol, 2-chloro• 

Phenol, 4-chloro-3-melhylPhenol, 2-cyclohexyl-4,8-dlnltroPhenol, 2,4-dlchloro• 

Phenol, 2,8-dlchloro 

Phenol, 4,4'-11,2-dlethyl-1,2-ethenedlyllble·, IEI 

CASRN 

76218 

786344 

109888 

30626894 

123837 

68382 

808836 

78017 

82888 

87886 

604808 

127184 

82442 

86018 

108962 

96678 

69607 

131896 

120832 

87860 

68631 

Regulatory Synonym• RQ 

Ethylene oxide 1. 

Glycidylaldehyde 1. 

Eplchlorohydo-ln 1000 

1000 

1,3, 6· Trlox ne, 2,4,8-trlmethyl- 1· 

Pho phorothlolo acid, 0,0-dlelhyl 0-14- 1 

nltrophenyl) Nier 

Benz ne, pentechloro• 1· 

[thane, pent chloro- 1· 

Benz ne, ntechloronltro- ,. 

Phenol, pentechloro• 10 

1-Methylbutediene 1• 

Ethena, 1etrechloro- Tetrachloro- ethane 1• 

Tetrachlor-oethylene 

Acetemlde, N-14-ethoxyphenyll• 1• 

1• 

Benzene, hyci'oxy• 1000 

o-Chlorophenol 2-Chlorophenol 1· 

p-Chloro-m-creeol 1• 

4-Chloro-m-cr eol 

2-Cyclohexyl-4,8-dlnltrophenol 1• 

2,4-0lchlorophenol 1. 

2,8-0lchlorophenol 1• 

Dlethyletllbeetrol 1· 

Statutor'f 

flCIIA 

w .... Code! NumMr 

4 U116 

4 U128 

1,4 U041 

1 

4 U182 

1,4 P088 

4 U183 

4 U184 

4 U18& 

1,2,4 U242 

4 U188 

2,4 U210 

4 U187 

2 

1,2,4 U188 

2,4 U048 

2,4 U039 

4 P034 

2,4 U081 

4 U082 

4 U089 

Final RO 

c.ta1ary , ...... , 

A 1014.641 

A 1014.641 

B 100146.41 

C 100014641 

C 100014641 

A 1014.641 

A 1014.641 

A 1014.MI 

B 100146.41 

A 1014.141 

8 100145.41 

B 100145.41 

I 100145.41 

D 6000122701 

C 100014641 

B 100146.41 

D 6000122701 

B 100146.41 

B 100146.41 

B 100146.41 

X 1 10.4641 

m 

-a .., ... Q) ... 

"Tl~ 

Cl) T er ... 

I co ... ..... a, 
Hazardous Substance CASRN Regulatory Synonyma 

Phenol, 2,4-dlmethyl- 1061178 2,4-0lmethylphenol 

Phenol, 2,4-dlnltro- 61286 2,4-0lnltrophenol 

Phenol, methyl- 1318773 Creeoll•I Creeylo acid 

m-Crnol 108384 m-C,Nylic acid 

o-CrNOI 86487 o-Crflylic acid 

p-CrNOI 10M46 p-Crnyllc •'lid 

Phenol. 2-ftMthyl-4,t-4nltro- 134621 4,1-0lnhro-o-crnol nd uh• 

Phenol. 2,2' -nMthyl nabi l3,4,l-trlchloro- 70304 Hex chlorophene 

- Phenol. 2-11~-4,ll-clnltro 88817 DlnoHb 

t Plwlol,4-nllro- 100027 p-Nltrophenol 

4-Nltrophenol 

Phenol. penCachloro- 8781115 Pentachlorophenol 

Phenol. 2,3,4,1-telnchlaro- 68802 2,3,4,1-Tetrachlorophenol 

Phenol. 2,4,1-lrlchlaro- 86814 2,4,15-Trlc:hlarophenal 

Phenol, 2,4,1-lrlahlaro- 88082 2,4,11-Trlc:hlarophenal 

Plwlol, 2,4,1-trlnllro-, emmonMn NII 131748 AmfflONUITI plcrate 

l-Phenyllll nm, 4-1111 12-ohloroethyt emlnoll 148823 Melphal n 

1, 10-( 1,2-Phanyl nelpyrene 183386 lndenol 1,2,3-cdlp~ 

Ph nylmercury acetate 12384 Mercury, lacet to-OJphllnylPhllnyhhlourea 103866 ThiowN, phenylPhorele 288022 Pho phorodllhlola cld. 0,0-dlethyt 8-

lethyllhlol, thyl Nier 

Pho gen■ 76446 Carbonic dlchlorlde 

Stn,tory 

IICIIA 

w ... IIQ C..t ...... 1• 2,4 U101 

1000 1,2,4 P04I 

1000 1,4 UOl2 

1• Z.4 P047 

1· 4 U132 

1• 4 P020 

1000 1,2,4 U170 

10 1,2,4 U242 

1· 4 U212 

10 1,4 U230 

10 1,2,4 U231 

1• 4 POOt 

1· 4 U1150 

1• 2,4 U137 

1· 4 P082 

1. 4 P083 

1· 4 POIM 

6000 1.4 POH 

Flnll RO 

c.-..,y ,_.IICal 

B 100141,41 

A 10 i4.141 

C 100014141 

A 1014.141 

B 100 141,41 

C 100014141 

B 100141.41 

A 10 14.641 

A 1014.141 

A 1014.141 

A 1014,641 

A 1014.141 

X 110.4141 

B 100141.41 

8 100141.41 

8 100146.41 

A 1014.641 

A 1014.641 

11,)ffl 

CID '1J 

"Tl .... &: 

co Cj) ...a ... 

I 

... 

0, 
Ha111rdou1 Sub1t11nc11 CASRN Regulatory Synonyms 

Phoephlne 7803612 

Phoephorlc acid 78&43112 

Pho phorlc acid, diethyl 4-nltroph nyl .. ,., 311466 0l thyl-9-nltroph nyt pho ph ta 

Phoephorlc acid. adl2+1 ult (2:31 7448277 LHd pho ph la 

Pho phorodlthlolo acid, 0,0-ol thyl 8-12· 288044 0l uHoton 

l•lhylthlolalhyllHtw 

Phoephorodlthlolo acid. 0,0-dl lhyl 8- 218022 Phorata 

(alhylthlol. malhyl Hier 

Pho phorodlthlolo acid, 0,0-dl lhyl 8-mathyl 32111115112 0,0-Dl thyl 8-mathyl dlthiopho ph ta 

.. ,. 

Pho phorodlthlolo acid, 0,0-dim•thyl 8· 806115 0lmelhoet• 

12(melhylamlnol·2-i!Xo lhyll HIW 

Pho phorolk,orldlc acid, ble( 1-mathyl lhyl) ler 156914 0liaopropyHklorophoeph ta 

Pho phorolhlolc acid, 0,0-dl thyt 0-14- 68382 Perathlon 

nltroph nyO Hier 

PhoepNrolhlolc acid, 0,14-l(dlmethylamlnol 1528157 FemptuauNonyllph nyll0,0-clmathyl .. ,., 

Phoephorothlolc acid, 0,0-dlmelhyl 0- 218000 Mathyl parathion 

(4-nllroph nyl) nter 

Phoephorothlolc acid, 0,0-dl thyl 0-pyr zlnyl 2971172 O,0·Dl thyl 0-pyrazlnyl pho phorothlo ta 

aater 

Phoephorua 7723140 

Phoaphorua oxyclorld■ 10026873 

Phoaphorua pantHullld■ 1314803 Pho1phoru1 auHld■ SuHur phoaphlde 

Pho phorua uHlde 1314803 Pho phorua pentHuHlde SuHur pho1phlde 

Pho ophorua trlchlorld■ 7719122 

Statutory 

IICIIA 

w .... 110 Codet N...,._ 

1• 4 P098 

6000 1 

1• 4 POU 

1. 4 U146 

1 1,4 P039 

1. 4 POM 

,. 4 U087 

1. 4 P044 

,. 4 P043 

1 1,4 P089 

1· 4 P097 

100 1,4 P071 

1. 4 P040 

1 1 

6000 1 

100 1,4 U189 

100 1,4 U189 

6000 1 

Flnal RO 

C.•aory Pouncle (K1I 

B 100146.41 

D 6000122701 

B 100 146.41 

I 

X I 10.4641 

A 10 (4.641 

D 6000122701 

A 10 (4.641 

B 100 (46.41 

A 1014.641 

C 100014641 

B 100146.41 

B 10014&.41 

X 110.4641 

C 100014641 

B 100146.41 

B 100146.-41 

C 1000 (4641 

m 

-a ..., ... Q) ... 

"T1 ~ Cl) T er ... 

I co ,_ ...,. en 
Hazardous Substance CASRN Regulatory Synonyms 

PHTHALATE ESTERS N/A 

Phthalic anhydride 86449 1,3-11obanzolurandlone 

2-Plcollne 109088 Pyridine, 2-rMthylPlp«ldina, 1-nltroao- 100764 N-Nltro1oplp«ldlne 

Pklmbane, tatrHthyl- 78002 TatrHthyl laad 

POLYCHLORINATEO BIPHENYLS (PCB1I 133113113 

Atocklr 1018 12874112 POL YCHLORINA TEO BIPHENYLS IPCB•I 

Arocklr 1 22 1 11104282 POLYCHLORINATEO BIPHENYLS !PCS.I 

Arocklr 1232 11141185 POL YCHLORINA TEO BIPHENYLS !PCS.I 

Arocklr 1242 5348112111 POL YCHLORINA TEO BIPHENYLS (PCBel 

Arocklr 1241 128722118 POLYCHLORINATED BIPHENYLS IPCS.I 

Arocklr 1 254 1101171181 POLYCHLORINATEO BIPHENYLS !PCS.I 

Arocklr 1 2110 110111111215 POL YCHLORINA TEO BIPHENYLS IPCBel 

POLYNUCL.EAR AROMATIC HYDROCARBONS NIA' 

Pote..tum --•net• 7784410 

PoteN&lffl --•nit• 101241502 

PotHelum blchromet• 77781509 

PotHalum chromate 778110011 

Potenlum cyenlde 161601 PotHalum cv•nlde K ICNJ 

PotHalum cy•nlde KICNI 161508 PotHalum cyanide 

Potanlum hydroxide 1310583 

Pot1Hlum perm nganete 7722847 

Pot Hlum allYer cyanide 608818 Argent te 11-1, bltolcy no-CI-, potHalum 

Statutory 

RCIIA 

w ... RQ Codet N..,.._ 

1· 2 

1. 4 U190 

1• 4 U181 

1. 4 U1711 

100 1,4 P110 

10 1,2 

. 

--

1. 2 

1000 t 

1000 1 

1000 t 

1000 t 

10 1,4 P088 

10 1,4 P088 

1000 1 

100 1 

1. 4 P081 

Fina! RQ 

Category Pounde IKtl 

.. D 6000122701 

D 5000122701 

A 10 14.641 

A 1014.541 

X 110.4641 

.. X 110.4541 

X 110.4641 

A 1014.541 

A 1014.641 

A 1014.641 

A 1014.641 

C 100014641 

8 100146.41 

X 110.4641 

l\)ffl 

CD "U 

1 C7 = .... 

coO 

..... .!.. 

I 

.... 

a, 
Hazardous Substance CASRN Regulatory Synonyms 

Pronemld■ 23960686 Benzemlde, 3.6-dlchloro-N-( 1, 1-dimethyl-2-

propynyilPropenal, 2-methyl-2-(methylthlol-, 0- 118083 Aldlcarb 

(lmethylamlnolcerbonylloxlme 

1-Propanamlne 107108 n-Propylamlne 

1-Propanamlne, N-propyt. 142847 Dlpropylamlne 

1-Propanamlne, N-nltroeo-N-propyl- 8211147 01-n-propylnltroumin. 

Propane, 1,2-dlbromo-3-chloro- 98128 1, 2-0ibromo-3-chloropropana 

Prop na, 2-nltro- 794118 2-Nitroprop ne 

1,3-Prop ne wltone 1120714 1 ,2·0x thlolane, 2,2-dloxld■ 

Propana, 1 ,2-dlchloro- 788711 Propylene dichloride 

1, 2-0lchloropropane 

Propanedinltrlle 109773 Malononltrlle 

PropanenltrU. 107120 Ethyl cynld■ 

Propan nltrYe, 3-chloro- 642787 3-Chloroproplonltril■ 

Propanenitrh, 2-hydroxy-2-methyl- 76886 Acetone cy nohydrln 

2-Mathyl ctonltrlle 

Propane, 2,2'-oxyblal2-chloro- 108801 Dlchloroleopropyl ethw 

1,2,3-Prop netrlol, trlnltr te- 661130 Nitroglycerine 

1-Prop nol, 2,3..cflbromo-, pho~h ■ (3: ti 128727 Trle(2,3-dlbromopropyfl pho ph re 

1 -Propanol, 2-methyl- 78831 l1obutyl alcohol 

2-Propanone 87841 Ac11ton11 

2-Propanon■, 1-bromo- 698312 Bromoac ton■ 

Proparglte 2312368 

Statutory 

IICRA 

w ... IIQ Cotlet Number 

1• 4 U192 

1• 4 P070 

,. 4 U1M 

,. 4 U110 

,. 2,4 U111 

,. 4 uoee 

1• 4 U171 

1• 4 U193 

6000 1,2,4 UOH 

1. 4 U141 

1· 4 P101 

1• 4 P027 

10 1,4 POe9 

1. 2,4 U027 

1. 4 P081 

1. 4 U236 

1• 4 U140 

1. 4 U002 

1. 4 P017 

10 1 

Fina! RO 

CatetorY ,_.11t,1 

D 6000122701 

X 110.4641 

D &000122701 

D &000122701 

A 1014.641 

X 110 .. 4641 

A 1014.641 

A 10(4.641 

C 1000 (4641 

C 100014541 

A 1014.641 

C 100014541 

A 10 (4.541 

C 100014641 

A 1014,641 

A 1014.641 

D &000122701 

D 600012270) 

C 100014641 

A 10(4.641 

m 

,, 

N..1, 

CD _., 

,, .... CD 0 

C' .!,. 

. CD_., 

..... 0, 
Hazardous Substance CASRN Regulatory Synonyms 

Propargyl alcohol 107187 2-Propyn-1-ol 

2-Propanal 107028 Acrolaln 

2-Propanamlde 78091 Ac,ylamlde 

1-Propana, 1, 1,2,3,3,3-hexachloro• 1888717 Hex chloropropena 

1-Propana, 1,3-dlchloro- 642768 1,3-Dlchloropr~ 

2-Propananltrlla 107131 Acrylonltrlla 

2-Propananltrlle, 2-rnathyl- 1211887 Mathacrylonltrlla 

2-Propanolc acid 78107 Acrylic acid 

2-Propanolc acid, ethyl nter 140885 Ethyl acrylate 

2-Propanolc acid, 2-methyl-, ethyl Ht• 87832 Ethyl methac::rylate 

2-Propanolc acid, 2-methyl-, methyl Htar 80828 Methyl methacrylat• 

2-Propen-1-ol 1071811 Allyl alcohol 

Proplonlc acid 78084 

Proplonlc acid, 2-12,4,15-trlc:hlorophanoxyl- 83721 SIIYex 12,4,15-TPI 

2,4,15-TP acid 

Proplonlc anhydride 123828 

n-Propylllmlne 107108 1-Propanamlna 

Propylene clc:hlorlde 781711 Propane, 1,2-dlc::hloro1,2-Dlchloropropena 

Propylene oxide 7615118 

1,2-Propylanknlne 761168 Azlrldlna, 2-rnathyf2-Propyn-1-ol 107187 Proper~ alcohol 

Pyrena 129000 

Statutory 

RCRA 

w ... RQ Cadet ,._._ 

1. 4 P102 

1 1,2,4 P003 

1· 4 U007 

1· 4 U243 

6000 1,2,4 U084 

100 1,2,4 U008 

1• 4 U1&2 

1• 4 U008 

1· 1 Ul-13 

1• 4' U118 

-- 6000 \,4 U182 

100 1,4 POOi 

&000 1 

100 1,4 U233 

6000 1 

1· 4 U184 

6000 1,2,4 U083 

6000 1 

1· 4 P087 

1. 4 P102 

,. 2 

Final RO 

Cateeory ...... Cit.I 

C 1000 (4641 

)( 1 (0.4641 

D 6000 (22701 

C 100014641 

I 100 (415.41 

I 100 (4&.41 

C 100014141 

D 6000 (22701 

C 1000 (4641 

C 1000 (4141 

C 1000(4141 

I 1001411.41 

D 6000 (22701 

I 100 (415.41 

D 6000 (22701 

D 6000 (22701 

C 1000(4641 

B 100 (415.41 

X 110.4641 

C 100014641 

D 6000122701 

Nffl 

Q) "ti 

.,, .... CD ..., er .... coo 

..... .!.. 

I 

.... 

en 
Hazerdou1 Sub1tance CASRN Regulatory Synonyms 

Pyrellll'lne 121288 

121211 

1003347 

3.l·Prrldazlnedlone, 1.2-dlhymo- 123331 Malelc hychzld■ 

4-Pyrldln mlne 6042411 4-Amlnopyrldlne 

Pyridine 1101111 

Pyrlclne. 2-methyt- 1090el 2·Plcollne 

Pyridine. 3·11-mett¥-211yrrolldlnyQ-, 161 64116 Nicotine. • uh• 

2.4--11 H,3HI-Pyrlmlcln dlone, II-Ible 1187111 UrecY mu rd 

12-ehloroethyllemlnol· 

411 Hl·f'rrlmldlnone, 2,3-dllymo-11-m thyl• 1111042 Mathyhhlowecl 

2-thloxoPyrrolldlne, 1-nltro o- 8306112 N-Nltroeopyrrolldlne 

Qulnoh 81226 

RAOIONUCUOES N/A 

RHerplne 60666 Yohlmben-19-c rboxylc ecld, 11, 17-clmethoxy11-113,4,6-trlmethoxybenzoyQoxy-, methyl nt• 

13b ■, 1 tlbeta, 17elph , Hb te, 20.lph IRHorclnol 101493 1, 3-B•nz•nedlol 

Saccharin end ••It• 11072 1,2-8enzlaothl zol-312Hl-one, 1, 1-dloxkl■ 

Safrole 1Mfi97 1,3-Benzodloxole, 6-12-p,openyO• 

lenlou• acid 7713008 

Selenlou• acid, dlth .,m ( 1 + I Hh 12039620 Thallium Hlenlte 

Selenlumf t 7782492 

Statutory 

IICIIA 

w ... IIQ C.t HumNt 

1000 1 

1· 4 U141 

1• 4 POOi 

1. 4 U1118 

1· 4 U191 

1• 4 P0715 

1• 4 U237 

1• 4 U164 

1• 4 u1ao 

1000 1 

1• 3 

,. 4 U200 

1000 1,4 U201 

,. 4 U202 

1. 4 U203 

1. 4 U204 

1· 4 Pt 14 

1. 2 

Flnll RO 

CaMtGrY ,_,. llttl 

X 110.4641 

D l5000 122701 

C 100014641 

C 100014641 

D 6000122701 

8 1001411.41 

A 1014.1141 

A 1014.1141 

X 110.4641 

D l5000 (22701 

I 

D l5000 122701 

0 6000122701 

B 100146.41 

B 100146.41 

A 1014.641 

C 100014641 

B 100 (46.41 

m 

-a 

1'1)..1, 

00 .... .,, .... Cl> 9 C' .... 

I co .... ..., a, 
..... I 

VI 

0 

Hezerdou1 Substance 

SELENIUM ANO COMPOUNDS 

Selenium dioxide 

Selenium oxide 

Selenium euNlde 

Selenium eulflde SeS2 

sei.,_,,.ea 

L-Serlne, dlazoacatate I .. terl 

Sllvertt 

SILVER AND COMPOUNDS 

Sliver cyanide 

Sliver cyanide Ag ICNJ 

Sliver nitrate 

Sllvex I2,4,15-TPI 

~ 

Soclum ere-t• 

Sodium erHnlt• 

Sodium Hide 

Sodium bichromate 

Sodium blfluo,lde 

Sodium bleulfh• 

Sodium chromate 

Sodium cyenlde 

CASRN Regulatory Synonym• 

NIA 

7448084 Selenlum oxide 

74411084 Selenlum dioxide 

7488694 S.lenlum eulflde SeS2 

7488694 Selenlum eulflde 

830104 

1160211 Az .. erlne 

7440224 

NIA 

50e948 Sliver cyanide AglCNJ 

6011948 Sliver cyanide 

771118118 

13721 Proplonlc acid, 2-I2,4,15-trlchlorophenoxyl• 

2,4,15-TP acid 

74402315 

78318112 

778441115 

291128228 

101588018 

1333831 

78318015 

77715113 

143338 Sodium cyenlde NalCNI 

Statutory Flnel RQ 

IICRA 

w ... IIQ Codet N.,..._ Ca1eeory ,_. IKel 

1. 2 .. 1000 1,4 U204 A 1014.641 

1000 1,4 U204 A 1014.641 

1. 4 U201 A 1014.141 

1• 4 U201 A 1014.141 

1. 4 P103 C 100014641 

1· 4 U015 X 110.4641 

1· 2 C 100014641 

1· 2 .. 1. 4 P104 X 110.4641 

,. 4 P104 X 110.4541 

1 1 X 110.4141 

100 1,4 U233 I 100145.41 

1000 1 A 1014.541 

1000 1 X 110.4641 

1000 1 X 110.4641 

,. 4 PIOii C 100014641 

1000 1 A 1014.641 

15000 1 B 100146.41 

15000 1 D 6000122701 

1000 1 A 1014.641 

10 1,4 P1011 A 1014.64) 
-I 

Vl 

-

Hazardous Substance 

Sodium cyanide Na (CNI 

Sodium dodecylbenzanaeulfonata 

Sodium fk.lotlde 

Sodium hycwoeulflde 

Sodium hycwoxlde 

Sodium hypochlorlt• 

Sodium mathylata 

Sodium nltrh• 

Sodium phoaphllt•, dlbaslc 

Sodium phoaphllt•, trl>aelc 

Sodium Hlanlt• 

Streptozotocln 

CASRN 

143339 

26166300 

7881494 

111721806 

1310732 

71181629 

10022706 

124414 

71132000 

7668794 

10039324 

10140966 

7II01649 

7768294 

7786844 

10101890 

10124698 

103111894 

10102188 

7782823 

18811311114 

Regulatory Synonyms llQ 

Sodium cyanide 10 

1000 

6000 

6000 

1000 

100 

1000 

100 

6000 

6000 

1000 

0-GlucoH, 2-daoxy•2·111methylnltroeo•mlnol· 1. 

carbonylf•mlnol· 

Glucopyreno••• 2-deoxy-2-(3-methyl-3-

nltroeouraldol· 

Statutory 

llCIIA 

W•te 

C-t N_.., 

1,4 Pio& 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

4 u2oe 

Flnal RO 

CeteearY ,_.IKII 

A 1014.641 

C 100014641 

C 100014641 

D 60001227ot 

C 100014641 

I 100141.41 

C 100014641 

I 100141,41 

D 60001227ot 

D 60001227ot 

8 100141.41 

X 110.4641 m 

-a ~ .... 00 .... .,, .... Cl) C? 

CJ' .... 

I 

co .... ..... a, 
Statutory Flnal RO 

IICIIA 

w ... Hazerdou1 Sub1tance CASRN Regulatory Synonyms IIQ C-t N...._ Cale9orY , .... 11t,1 

Strontium ctwomata 77111otl2 1000 1 A 1014.14) 

St,ychnldln-10-one 117248 Strychnine, 6 ult■ 10 1,4 P101 A 1014.641 

Strychnldln-10-one, 2,3-clm thoxy• 31171173 Brucln■ 1· 4 P011 I 100145.41 

Strychnine, 6 ulla 117248 Strychnldln-10-- 10 1,4 P10I A 1014.141 

8tyl'- 100426 1000 1 C 100014141 

Sulfur monochlorld■ 12771013 1000 1 C 100014641 

Sulur~ 1314103 Phoaphoru■ pent■■ulfld■ 100 1,4 U188 I 100145.4) 

Phoaphorua Mllld■ 

Sulrurlc acid 7114838 1000 1 C 100014141 

1014857 

8ulfurlc cld, clth aum 11 + I ult 7441111 Tha.,m Ill ulf te 1000 1,4 P11S I 100145.41 

100311181 

8ulfurlc acid, clmethyt nter 77711 Dlmethyt .... ,. 1• 4 U103 I 100145.41 

2.4,5-T acid 837111 Acetlo acid, 12,4,5-lrlchlorophel-yt 100 1,4 U232 C 100014141 

2,4,5-T 

2.4,5-T emiM■ 2008410 100 1 D l5000 122701 

1318721 

3113147 

1388891 

1318877 

2.4,5-T .. ,.,. 83781 100 1 C 100014641 

1821471 

264111187 
-I 

Vl 

w 

H11111rdou1 Sub1t11nce 

2,4,6-T HIii 

2,4,6-T 

TOE 

1, 2,4, IS-T 1tr chlorobenz2,3, 7 ,8-T1tr ,;hlofodlblnio-p-dloxln ITCDDI 

1, 1, 1,2-Teu chloroith ne 

1. 1 ,2,2-Titr chloroeth ne 

T 1trechloroethen1 

T llr chloroethylene 

2,3,4,8· Tltr chlorophanol 

T 1tr 1thyl ll d 

T 1tr 11hyl pyrophosphate 

T rr 11hyldlthlopyropholpha11 

T tr hydl-ofur n 

T 1tr nltrom1than1 

T 1tr pho1phorlc acid, hex 11hyl 11l1< 

ThlRlc oxide 

Thllllumt t 

CASRN Regulatory Synonym• 

26188164 

81792072 

136809111 

1137811 Ac tlc cld, 12,4,11-trlchlorophenoxyl 

2,4,6-T acid 

726411 81nz ne, 1, 1 '-12.2-dlchloroethylldlnelbl l4-

chloro-000 4,4' ODD 

1161143 81nz1ne, 1,2,4,6-t tr chloro1748018 

83020e Ethan<,, 1, 1, 1,2-tltr chloro7113411 Ethane, 1, 1,2,2-t tr chloro1271114 Ethane, t1tr chloroPerchloroethytene 

T tr chloroethylene 

1271114 Ethane. t1tr chloroP1rchloro1thylen1 T tr chloroethene 

611902 Phenol, 2,3,4,8-tetr chloro78002 PkJmbane, lltrHlhyl--

1074113 Olpho phorlc acid, tr ethyl ntw 

38892411 Thlodlpho1phorlc acid, traethyt Hlw 

10911119 Furan, t1trahydl-o• 

609148 Methane, tranltro7676114 Haxeethyl t1tr pho1pho t1 

1314326 Thallium oxide Tl203 

74402110 

Statutory 

RCIIA 

w ... RO Codet Number 

100 1 

100 1,4 U232 

1 1,2,4 uo8o 

1• 4 U207 

1• 2 

1• 4 U208 

1• 2,4 U209 

1. 2,4 U210 

1• 2,4 U210 

1. 4 U212 

100 1,4 PJ10 

100 1,4 P111 

1. 4 P109 

1. 4 U213 

1. 4 P112 

1. 4 P082 

1. 4 P113 

1. 2 

Final RO 

c:. .. ...,., ,~IK1I 

C 100014541 

C 1000 14641 

X 1 10.4641 

D 6000122701 

X 110.4541 

8 100 (46.41 

8 100146.41 

8 1001411.41 

8 1001411.41 

A 10 (4,541 

A 1014,541 

A 10 14.541 

8 100146.41 

C 1000 14641 

A 1014.641 

8 100146.41 

8 100146.41 

C 1000 (4641 

m 

"ti 

N..., 

00 .... 

"T1 .... 

(D 9 C" .... 

I co .... ...., a, 
Hazardou, Sub1tanca CASRN Regulatory Synonyms 

ThaAium and compound■ N/A 

Thdium Ill acetata 6113111111 Acetic acid, thanlum 11 + I Hit 

Thalium Ill carbonate 11633739 Carbonic acid, dlthallum 11 + I Hit 

ThaUium III chloride 7781120 ThaUium chlorlca TICI 

Thallum chloride TICI 7781120 Thanium Ill chloride 

Thallium Ill nltrata 101024111 Nitric acid, thllllum 11 + I Hit 

Thallum oxide TI203 13143211 Thllllc oxide 

Thalium Hlenlta 120381120 S.lanlou• acid, dlthalllum 11 + I ull 

Thalium Ill aullata 7441111111 Sullurlc acid, dlthallium 11 + I ult 

10031681 

Thloacatamlde 112666 Ethanethloamlde 

Thlodiphoaphorlc acid, talrHthyl .. ,. 311982411 Tatruthyldlthlopyrophoaphata 

Thlolanox 381811194 2-Butanone, 3,3-dlmathyl-1-lmethylthlol·, 

O(lmathylamlnol carbonyl) oxlma 

Thlolmldodlcarbonlc dlamlde IIH2NICISII 2NH 11411137 0lthloblural 

Thlomathanol 74831 Melhanethlol 

Mathylmarcaptan 

Thloparoxydlcarbonlc dlamlda IIH2NICISII 2S2. 1372118 Thhm 

1alramethylThlophenol 108886 Banzenethlol 

ThloHmlcarbezlde 781811 Hycwazlnacarbothloamlda 

ThlourH 1126118 

ThlourH, 12-chlorophanyll- 6344821 1-lo-ChlorophanylJthlourH 

Statutory 

RCRA 

w ... RQ eo-t N.,,_., 

1. 2 

1· 4 U214 

1. 4 U2111 

1. 4 U2111 

1· 4 U2111 

,. 4 U217 

1· 4 P1t3 

1. 4 P114 

1000 t,4 PHIi 

,. 4 U218 

t. 4 P101 

1. 4 P041i 

1· 4 P041 

100 1,4 U1113 

t. 4 U244 

1. 4 P014 

1. 4 P1111 

,. 4 U211 

1. 4 P0211 

Fina! RO 

c.......,. Pouncle IKgl 

.. a HIO 146.41 

a 100146.41 

a 1c,;, 146.41 ···-

a 1()(, 146.41 

a 100 H&.41 

·- a 1001<16.41 

C 100014641 

a 100146.41 

A 10 14.1141 

a 100 146.41 

a 100146.41 

a 1001411.41 

a 1001411.41 

A 10 14.1141 

a too 146.41 

a 100146.41 

A 1014.641 

a 100 146.41 

Nffl 

CD "O 

::::: 

a' .... 

coO 

.... .!i. 

I 

.... 

en 
-I 

VI 

VI 

Hazardous Substance 

Thlourea, 1-naphthelenylThlourea, phenylThlr m 

Toluene 

Toluenedlemlne 

Toluene dlleocyenete 

o-Toluldlne 

p-Toluldlne 

o-T oluldlne hydl-oc:hlorlde 

Toxaphene 

2,4,15-TP acid 

2,4,6-TP eat-■ 

1 H· 1 , 2,4-Trl zol-S-1mlne 

Trlchlorfon 

1,2,4-Trlchlorobenzen■ 

1, 1, 1-Trlchloroathene 

CASRN 

88884 

103866 

137288 

108883 

96807 

498720 

1123406 

26378-4611 

68-4848 

81087 

2&4711126 

86634 

108-480 

8311216 

11001362 

83721 

32634866 

81826 

62888 

1201121 

71668 

R11gulatory Synonyms 110 

elpha-N~phthyithlourea 1. 

Phenylthlourea 1• 

Thloparoxydicarbonlc dlamlde 1• 

IIH2NIC(SII 2S2, tr methylBenzene, r.1ethyl- 1000 

Benzenedlemlne, er-methyl- 1. 

Benzene, 1,3-dlleocyenatomethyl- 1• 

Benzenamlne, 2-methyl- 1• 

Benzenamlne, 4-methyl- 1• 

Benzenamlne, 2-methyl-, hy«ochlorlda 1• 

Camphene, oct chloro- 1• 

Proplonlc acid 2-12,4,15-trlchlorophenoxyJ- 100 

Sllv x 12,4,6-TPI 

100 

Amitrole 1• 

1000 

1· 

Ethane, 1, 1, 1-trlchloro- 1• 

Methyl chloroform 

Statutory 

IICIIA 

WNle 

Codat ....., 

4 P072 

4 P083 

4 U244 

1,2,4 U220 

4 U221 

4 U223 

4 U321 

4 U353 

4 U222 

1,2,4 P123 

1,4 U233 

1 

4 U011 

1 

2 

2,4 U228 

Final RQ 

c.....,, l'_.IKtl 

B 100146.41 

B 100146.41 

A 1014.641 

C 100014641 

A 1014.641 

B 100146.41 

8 100146.41 

8 100146.41 

8 100146.41 

X 110.4641 

8 100146.41 

8 100 (46.41 

A 1014.641 

8 100146.41 

8 100 146.41 

C 100014641 

m 

"'ti ~ .... CD_., 

.,, .... CD Cj) tr .... 

I 

co .... ...,. en 
Hazardou1 Sub1tance CASRN Regulatory Synonyms RQ 

1, 1,2-Trlchloroethane 78006 E,hane, 1, 1,2-trlchloro- 1• 

Trlchloroethene 78018 Ethene, trlchloro- 1000 

Trlchloroethylene 

Trlchloroethylene 78018 Ethane, trlchloro- 1000 

Trichloroethane 

Trlchloromethaneeulfenyt chloride 684423 Methaneeulfenyl chlorlde, trlchloro- 1• 

Trlchloromonolluoromethane 76884 Methane, trlchlorolluoro- 1• 

Trlchlorophenol 26187822 10 

2,3,4-T~nol 115860880 

2,3,15-Trlchlorophenol 833788 

2,3,8-Trlchlorophenol 13371515 

2,4,1-Trlchlorophenol 86864 Phenol, 2,4,15-trlchloro- 10• 

2,4,8-Trlchlorophenol 88082 Phenol, 2,4,8-trlchloro- 10• 

3,4,1-Trlchlorophenol 808188 

2,4,15-Trlchlorophenol 868154 Phenol, 2,4,15-trlchloro- 10· 

2,4,8-Trlchlorophenol 88082 Phenol, 2,4,8-trlchloro- 10 

Trlethanolemlne dodecyl,enzeneeulfonete 27323417 1000 

Trlethylernlne 1214411 6000 

Trlmethylemlne 76603 1000 

1,3,15-Trlnltrobenzene 99364 Benzene, 1,3,6-trlnltro- 1· 

1,3,15-Trloxene, 2,4,8-trlmethyl- 123837 Pereldehyde 1· 

Trlel2,3-dlbromopropyll phoephete 128727 1-Propenol, 2,3-dbromo-, phoephete 1(3:11 1· 

Statutory 

RCRA 

WNte 

Codet NumlMr 

2,4 U227 

1,2,4 U228 

1,2,4 U228 

4 P118 

4 U121 

1 

1,4 U230 

1,2,4 U231 

1,4 U230 

1,2,4 U231 

1 

1 

1 

4 U234 

4 U182 

4 U2315 

Final RQ 

Cateeary ,_.11t,1 

8 100 146.41 

8 H'0 146.41 

8 1001415.41 

8 1001415,41 

D 6000 (22701 

A 10 (4.641 

A 1014.&41 

A 10 (4.&41 

A 1014.&41 

A 10 (4.641 

C 100014641 

D 6000122701 

8 100146.41 

A 1014.641 

C 100014641 

A 1014.641 

i,.)ffl 

m-a 

'Tl .... CD ..., O' .... cgO 

~ .!.. 

I 

.... 

a, 
Hazardous Substance CASRN Regulatory Synonym, IIQ 

Trypen lw.J• 72671 2. 7-NephlhalenedleuHonlc acid, 3,3' -3,3' • 1. 

dlmelhyl-11, 1' blphenyll-4.-4' -dlyll-ble( rollb4el6-

emlno-4-hydro•vl·telrHodlum ult 

Unlieled Hezerdoue WHI•• Cherect••tlc of NIA 1. 

C01Toelvlty 

Unlieted Huerdoue WHIH Ct>.ect••tk:e: NIA 1' 

Cherecter•llc of Toxicity: 

AIHnic 100041 NIA ·1 

Barium ID0061 NIA ·1 

Benzene 100181 N/A 1000 

Cedmlum IDOOel N/A ·1 

Carbon tetrachloride 100191 N/A 6000 

Chlordane 100201 NIA 1 

Chlorobennne 100211 NIA 100 

Chloroform (00221 N/A 6000 

Chromium ID0071 NIA ., 

o-CrHol 100231 N/A 1000 

m-CrHol 100241 NIA 1000 

p-Cr aol (002&1 NIA 1000 

Cr aol 100281 N/A 1000 

2,4--0 1001 Bl N/A 100 

1,4-0k:hlorobenzene (00271 N/A 100 

1,2-0lchloroath ne 100281 NIA &000 

1, 1-0k:hloro thylene 100291 NIA 6000 

Statutory 

llalA 

W•le 

Cadet N..,._ 

4 U238 

4 0002 

4 

4 0004 

4 0006 

1,2.3,4 0018 

4 0008 

1,2,4 0011 

1,2.4 0020 

1,2,4 0021 

1,2.4 0022 

4 0007 

1,4 0023 

1,4 0024 

1,4 0026 

1,4 0028 

1,4 0018 

1,2.4 0027 

1,2,4 0028 

1,2.4 0029 

Final RO 

Cale o,y PCIUIICN IKtl 

A to 14.541 

8 100 146.41 

X 110.4641 

C 100014541 

A 1014.541 

A 1014.641 

A 1014.541 

X 1 (0.4541 

B 100146.41 

A 1014.641 

A 1014.541 

C 100014641 

C 1000 (4641 

C 100014641 

C 100014641 

B 100146.41 

B 100146.41 

B 100146.41 

B 100 (46.41 

m 

-a 

I\) .... CD..., 

.,, .... CD Cj) c::r .... co .... ' 

"90, 
-I 

V\ 

00 

H111rdoua Subat1nc1 

2,4-0lnltrotoluene (00301 

Endrln 100121 

Heptachlor (and epoxldal (00311 

HaxachlotobeN•n■ (00321 

Haxachlotobuladlena 100331 

Haxachloroethane 100341 

LNd 100011 

Undana 100131 

Mwc:ury (00091 

Mathoxychlor 100141 

Methyl athyl ketone 1003111 

NllrobeNen■ (00381 

Pwttachlor.-i 100371 

Pyrlclne (00311 

Belerwm 100101 

Bllvw 100111 

Talwachloroethylena (00381 

Toxephene 1001151 

Trlchlotoethylene 100401 

2,4,15-Trlchlotophenol 100411 

2,4,8-Trichlorophenol 100421 

2,4,6-TP 100171 

Vinyl chloride (00431 

CASRN R1gul1tory Synonyms IIQ 

N/A 1000 

N/A t 

N/A 1 

N/A •1 

N/A ·1 

N/A ·1 

N/A ·1 

N/A 1 

N/A •1 

N/A 1 

N/A •1 

N/A 1000 

N/A 10 

N/A ·1 

N/A •1 

N/A ·1 

N/A ·1 

N/A 1 

N/A 1000 

N/A 10 

N/A 10 

N/A 100 

N/A ·1 

Statutory Final RQ 

IICIIA 

w ... Codet NUIIINf Ceteaory , .... IICtl, 

1,2,4 0030 A 10(4.641 

1,4 0012 X 1 (0.4641 

1,2,4 0031 X 1 (0.4641 

2,4 0032 A 10 (4.1541 

2,4 0033 X 110.4641 

2,4 0034 I 1001415.41 

4 DOOi Ill 

1,4 0013 X 1 10.41541 

4 0008 X 1 10.41541 

1,4 0014 X 110.4641 

4 0031 0 6000122701 

1,2,4 0031 C 1000 (41541 

1,2.4 0037 A 10 (4.1541 

4 0031 C 1000141541 

4 0010 A 10 (4.641 

4 0011 X 1 10.41541 

2,4 0038 I 100146.41 

1,4 00115 X 110.4641 

1,2,4 0040 I 1001411.41 

1,4 0041 A 1014.641 

1,2,4 0042 A 1014.641 

1,4 0017 B 100 (46.41 

2,3,4 0043 X 1 (0.4641 
-I 

Vl 

\0 

Hazardous Substance 

Unff ted zerdou■ We te ■ Cher ct <l tlc of 

lgnltablllty 

Unll ted zwdou■ ete• Cher ctwl tlo of 

Reactivity 

Ur ci mu rd 

Uranyl acetate 

Uranyl nitrate 

UrH, N-ethyl-N-nltro oUrH, N-methyl-N-nltro o 

Vanadlc acid, ammonium Hit 

Vanadium oxide V2015 

Vanadium ntoxld■ 

Vanadyl uttata 

Vinyl chloride 

Vinyl acetate 

Vlnyl acetate monomw 

Vlnylemine, N-methyl-N-nltro oVlnylidene chlorld■ 

Werferln, & Hh■, when prH nt et 

concentretlon■ grHt« than 0.3% 

Xylene lmixadl 

CASRN Regulatory Synonyms 

N/A 

N/A 

88761 2,4-( 1 H,3HJ-Pyrlmldln dk,n■, 6-(bl (2· 

chloroethyQemlnol• 

6411093 

101020&4 

384787118 

769739 N-Nltro o-N-ethyluree 

8849315 N-Nltro o-N-methylurH 

7803668 Ammonium vanadate 

1314821 Vanadium ntoxld■ 

1314821 Vanadium oxide V206 

27774138 

76014 Ethen■, chlofo108064 Vinyl acetate monomw 

108064 Vinyl acetate 

4649400 N-Nitro omethylvlnylemlne 

76364 Ethane, 1, 1-dichloro• 

1 , 1-Dichloroethyl ne 

81112 2H· 1-Benzopyren-2-one, 4-hydroxy-3-I3-oxo-1-

ph nyl-butyQ., & Hit , when pre ant at 

concentration■ great• then 0.3% 

1330207 Benzene, dimethyl 

Statutory 

RCRA 

w ... RQ Codet Number 

1. 4 0001 

1· 4 0003 

t. 4 U237 

6000 1 

15000 1 

1. 4 U178 

1• 4 U177 

1. 4 P119 

1000 1,4 P120 

1000 1,4 P120 

1000 1 

1· 2,3,4 U043 

1000 1 

1000 1 

1. 4 P084 

15000 1,2,4 U071 

1. 4 P001 

1000 1,4 U239 

Final RQ 

CateeorY Poundelltll 

B 100141.41 

B 100141.41 

A 1014.541 

B 1001415.41 

B 100141.41 

B 

X 110.4541 

X 110.4541 

C 1000141541 

C 100014541 

C 100014141 

C 100014141 

X 110.4141 

D l5000 122701 

D 1500012270) 

A 1014.141 

B 1001415.41 

B 1001415.41 

C 1000 141541 

m 

.,, I\) .... 

a, .... .,, .... ft> '? c:r .... 

I co .... ..... 0, 
-I 

°' 0 

Hazardous Substance 

m-Benzene, dimethyl 

o-Benzene, dimethyl 

p-Benzene, dimethyl 

Xylenol 

Y ohmblln-111-cerboxyllc ecld, 11. 17-dlmethoxy1 l-ll3,4,6-trimetho11ybenzoyQ011yl-. methyl 

.. tw I3bete, 1 llbeta, 17alpha, 1 lbeta,2o lphal· 

Zlnctt 

ZINC AND COMPOUNDS 

Zinc cetate 

Zinc ammonium chloride 

Zinc borate 

Zinc bromide 

Zinc cwbon te 

Zinc chloride 

Zinc cyanide 

Zinc cyenlde ZnlCNl2 

Zinc fklorlde 

Zinc formate 

Zinc hydroeuHite 

Zinc nitrete 

CASRN Regulatory Synonyms 

108383 m-Xylttne 

864711 o-Xylttne 

10M23 p-Xylttne 

13007111 

60666 ReellfJ)ine 

744011118 

NIA 

6673411 

1121121268 

141138876 

1411388811 

13320711 

71188468 

348113611 

711411167 

667211 Zinc cy nlde ZnlCN)2 

667211 Zinc cyanide 

7783486 

15117416 

77788114 

77788811 

Statutory 

RCRA 

w ... RO Cadet Number 

1000 1 

1· 4 U200 

1. 2 

1· 2 

1000 1 

6000 1 

1000 1 

6000 1 

1000 1 

6000 1 

10 1,4 P121 

10 1,4 P121 

1000 1 

1000 1 

1000 1 

6000 1 

Final RO 

Category ,_.IK1I 

C 1000141541 

D 6000122701 

C 1000141541 

.. C 1000141541 

C 1000 141541 

C 1000141541 

C 1000141541 

C 1000141541 

C 1000 141541 

A 1014.641 

A 1014.641 

C 100014641 

C 1000 (4641 

C 100014641 

C 100014641 

~m 

CD "a 

'Tl .... CD ..., CT..., 

coo 

..... ~ I 

.... 

0, 
.... I 

0\ 

,_. 

Hazardous Substance 

m-Benzene, dimethyl 

o-Benzene, dimethyl 

p-Benzene, dimethyl 

Xylenol 

Yohlmben-18-carboxyllc ecld, 11, 17-dlmethoxy18-113.4,IS-trimethoxybenzoylloxyl•. methyl 

-■ t• l3bete, 18bete, 17e~. 18bete,20.lphelZlnot t 

ZINC ANO COMPOUNDS 

Zinc ecetete 

Zinc emmonlum chloride 

Zinc bofete 

Zinc bromide 

Zinc cerbonete 

Zinc chlo,lde 

Zinc cyenlde 

Zinc cyenlde Zn(CNl2 

Zinc lk.oorlde 

Zinc formate 

Zinc hydrooulflte 

Zinc nhrate 

CASRN Regulatory Synonyms IIQ 

108383 m-Xylene 

96-478 a-Xylene 

10&423 p-Xylene 

1300718 1000 

60666 RHarplne 1. 

74401188 1. 

NIA 1. 

ISIS7348 1000 

1528282!18 IS000 

148399711 

14839988 

1332078 1000 

78984118 ISOOO 

3488369 1000 

7&48867 6000 

667211 Zinc cyanide Zn1CNl2 10 

667211 Zinc cyanide 10 

7783496 1000 

6674115 1000 

77798&4 1000 

7779888 6000 

Statutory 

IICIIA 

w ... CMet Nllfflll« 

1 

4 U200 

2 

2 

1 

1 

1 

t 

1 

1 

1,4 P121 

1,4 P121 

1 

1 

I 

1 

Final RO 

Caleeor, 

,..,,,. '"'' 

C 1000 14641 

D 6000 122701 

C 1000 (46-41 

.. C 100014641 

C 1000 (46-41 

C 1000 (4641 

C 100014641 

C 1000 (4641 

C 1000 (4641 

A 10 (4.641 

A 10 (4.641 

C 1000 (4641 

C 1000 (4641 

C 1000 (46-41 

C 1000 (4641 

m 

.,, ...., .... CD..., 

.,, i; 

CD T O' .... 

I <O .... ~ en 
-I 

0\ 

N 

Haiardou1 Sub1tanc1 

Zinc phenoauHonata 

Zinc phoaphlde 

Zinc phoaphlde ZnlP2, when preHnl at 

concantratlone g,Ht• than 10% 

Zinc alllcofluOflde 

Zinc aulfata 

Zirconium nltrete 

Zirconium poteNlum fluoride 

Zirconium 111.1Nete 

Zirconium telrechlorlde 

FOOi 

The fo.,wlng epent halogenated eolvente uHd 

In degrNeing; el epenl eolvent mlxturff/blende 

ueed In degreHing containing, before UH, e 

total of ten percent or more lby volume) of one 

or more of the ebove halogenated eolvent• Of 

thoH eolventa leted In F002, F004, and F006; 

and at ■ bouoma from the recova,y of thaH 

apent aolventa and apent aolvant mlxturn. 

Cal Tatrachloroethylene 

(bl Trlchloroethytene 

(cl Methylene chloride 

ldl 1, 1. 1-Trlchloroethane 

lel Carbon tetrachloride 

Ill Chlorinated lluorocarbone 

F002 

CASRN Regulatory Synonyms IIQ 

127822 6000 

1314847 Zinc phoaphlde Zn3P2, when preHnl el 1000 

concentratlone g,Ht• lhan 1 0" 

1314847 Zinc phoaphlde 1000 

111871718 6000 

7733020 1000 

1374118811 6000 

1118238118 6000 

1411441112 6000 

100211119 6000 

1. 

127184 1. 

790111 1000 

76092 1. 

716611 1. 

611236 6000 

N/A 

1. 

Statutory 

IICRA 

w ... Cadet N...,._ 

1 

1,4 P122 

1,4 P122 

1 

1 

1 

1 

. 

1 - 4 FOOi 

2,4 U210 

1,2,4 U228 

2,4 U080 

2,4 U221! 

1,2,4 U211 

2,4 F002 

Final RQ 

ca1e""' 

......... ""' 

D 6000122701 

B 100 (46.41 

B 1001411.41 

D 6000122701 

C 100014641 

D 6000122701 

C 100014641 

D 6000122701 

D 6000122701 

A 1014.641 

B 100146.41 

B 100 (46.41 

C 1000 (4641 

C 1000 14641 

A 10 14.641 

D 6000122701 

A 10 (4,641 

l'l,)ffl 

CD "'O 

1 ~ 0" .... 

co 0 ..... .!.,. 

I 

.... 

a, 
Hazardous Substance CASRN Regulatory Synonyms IIQ 

The foDowlng apent halogenated eolvente; en 

spent solvent mlxturea/blende contelnlng, before 

u .. , • total of tan rcenl or more (by volumal 

of one or more of the above halogenated 

solvent• or lhoN solvent• hied In F002,F004, 

and FOO&; and all bollom• from the recovery 

of lheN spent solvents and spent solvent 

mlxtur••· 

l•I Tatracholoroathylena 127184 1• 

lbl Methylene chlorlda 76092 1• 

(cl Trlchloroelhylena 79018 1000 

Id) 1, 1, 1-Trlchloroalhllne 716158 1• 

l•I Chlorobanz- 108907 100 

111 1, 1,2-Trlchloro-1,2,2-lrlfluoroethllne 78131 

lal o-Dlachlorobanz- 96601 100 

lhl Trlchlorolklorornelhllne 761194 1• 

Ill 1, 1,2-Trlchloroethllne 790015 1· 

F003 1• 

Tha folowlng aper!( non-halogenated •olvenla 

and the all bolloms from Iha recovery ol thaN 

solvents: 

1•1 Xylene 1330207 

lbl Ac•t- 117841 

le/ Ethyl acetate 1417811 

Id) Ethyllanzane 100414 

1•1 Ethyl ether 110297 

Ill Methyl obutyl ketone 108101 

Statutory 

IICIIA 

w ... Collet ......, 

4 U210 

2,4 uoao 

1,2,4 U221 

2,4 U229 

1,2,4 U037 

1,2,4 U070 

4 U121 

2,4 U227 

4 F003 

Final RQ 

c.ae.-, ,~11t,1 

I 1001415.41 

C 1000 (4641 

8 100146.41 

C 100014641 

I 100(415.41 

D IIOOO 122701 

I 1001415.41 

D IIOOO 122701 

8 1001415.41 

I 1001415.41 

C 100014641 

D IIOOO 122701 

0 15000122701 

C 1000 (4641 

8 100146.41 

0 6000122701 

m 

-a ...,..., 

CX) .... 

.,, j; 

CD T CJ' .... 

I 

co .... ...., 0) 
Statutory Final RQ 

w..-

IICIIA l 

Hazardous Substance CASRN Regulatory Synonyms RQ C-t N...._ c. .. eary ...... 11<11 

1111 n-Butyl alcohol 71383 D 6000122701 

lhl Cyclohaxanona 108841 D 5000122701 

IQ Methanol B7681 D 5000122701 

F004 1• 4 F004 C 1000 (4141 

The folowlng apent non-hllloganated aolvent■ 

and the tll bottome from the covary of the•• 

olvent•: 

l•I CrNolelCrwyla cld 1311773 1000 1,4 UOll2 C 100014141 

lbl Nltrobenz- 181113 1000 1,2,4 UHi C 1000141141 

FOOi 1• 4 FOOi 8 1001411.41 

The folowlng apent IIOIHlelogen ted aolvent■ 

•nd the ■ boll-from the covary of the■-

olvera: 

l•I Toluene 108883 1000 1,2,4 U220 C 10001411141 

lbl Methyl ethyl t- 78133 1• 4 U1111 D IIOOO 122701 

lolc.bonclllillde 7111110 IIOOO 1,4 P022 8 100141.41 

ldllaobutanol 78831 1• 4 U140 D IIOOO 1227ot 

l•I Pyridine 110U1 1• 4 U1H C 1000141141 

FOOi t• 4 FOOi ,. 1014.11141 

, I\ 
-I 

°' VI 

Huardoua Subatanc:e 

WHtewat• trNtment aludgff from 

alectroplatlng opwatlona axcept from the 

folowlng proceean: I 11 aullurlc acid anodlllng 

ol elumlnum, 121 tin plating on carbon etNI, 131 

zinc plating IMIP'eoeted baalal on csbon atNI, 

141 aluminum or zinc-aluminum plating on 

carbon atNI, 151 claanlng.lat,wlna ueoclated 

with tin, zinc and •kJmlnum plating on carbon 

atNI, and 181 chemlc.i etching and malng of 

aluminum. 

F007 

Spent cyenlde plating bath aolutlona from 

electroplating operetlona. 

FOOi 

Plating bath ,...._ from the bottom of plating 

bathe from alactroplating cis-atlona where 

cyenldN - UNCI In the procna. 

F009 

Spene at,wlna and ~ bath aolutlona from 

alactroplating opwatlona where cyanide• •• 

uaed In the pr-. 

F010 

0uenchlng bath r__.,N from ol bathe from 

metal hNt trNtlng opwatlone whwe cyanldn 

ere UHd In Iha P,OCN■. 

F011 

Spent cyenld■ aolutlon from ult bath pot 

cla IWlQ from metal heat trNting opw tlona. 

F012 

CASRN Regulatory Synonyma IIQ 

t• 

t• 

,. 

,. 

t• 

1· 

Statutory 

IICIIA 

W•te 

C-.t ........, 

4 F007 

4 FOOi 

4 FOOi 

4 F010 

.. FOil 

4 F012 

Flnal RO 

Calee-Y ,_.11t,1 

A 10 (4.1541 

A 10 (4.1541 

A 1014.1541 

A 10 14.1541 

A 1014.541 

A 1014.541 

m 

"tJ 

,-, .... Q) .... 

.,, ~ Cl) T C' .... 

I co .... ....a en 
.... I 

°' °' 

Hazardous Substance 

Q.,.nchlng WHtew•t• treetment eludgee from 

metal heat traetlng operation. wt..• cy nldN 

•• uaed In the procaH. 

F011 

WHt•w•t• trNtmant aludge■ from the 

chemlcal conv-lon coating of alumlnum 

axcept from zirconium phoephetlng In •kffnirun 

can WHhing when wch phoaphallng ■ •n 

axol,aln conv-lon -•Inv proc-. 

F020 

WNte■ xcept w••t-•t• end pent oerbon 

from hyGogen cNoride purllloetlonl from the 

production or menufaaturlng ue• IH • ,_.,,., 

c'-'loal lntermecllllte, or ccntponent In • 

lormuletlng pr-I of tri-or-t.i,achloroph-.ol. 

or ot lntermedlatN ueed to proctJce their 

pntlclde mathlN. (Thia ll tlng doN not 

lrd,de WNIN from the procb:tlon Of 

hexachlcwcphene from highly purified 2,4,1-

trlchlorophenol.l 

F021 

WNtN (exoepl wut-•t• and .-a oerbon 

from hyGogen chlDride purttlcatlonl from the 

production or manufacturing uea lee • nt. 

c:haffllcal lnlermecllllta, or component In • 

fomuatlng .,,_1 of pentachlorcc,henol, o, of. 

lntermedl IN UHd to procb:a lt9 dortvathlN. 

F022 

WNIN (Uoepl WNl-ator and pent oerbon 

from hyGogen cNorlda purttlcatlonl from the 

manufacturing uea IN • reactant, chemlcal 

lntormeclate, or component In • formulating 

proc-1 of tetra-, pent••• or 

hell~ undef abllne condltlona. 

CASRN Regulatory Synonyms 

Statutory Flnal RO 

w- "°"' 

IIQ C-t ....... c-,.y P .... llt1I 

1 4 F018 A 10 (4.641 

1• 4 F020 X 1 (0.4&41 

1• 4 F021 X 1 (0.4541 

,. 4 F022 X 110.4&41 
-I 

°' -..J 

Hazardous Substance CASRN 

FO2S 

WN1N !except west-et• and apent c«bon 

from hydrooiln chlarlde purlflcatlonl from the 

procllctlon of metnla on equipment prevloualy 

UNd for the procllctlon or manufacturing uae 

(H e rnctent, chemlcel lnt9fflltlCllete, or 

oompo11e11t In ■ formul tlng procml of tri- nd 

tetrechlorophenol■• !Thia letlng don not 

lnobt■ wHtH from equ~ und only fo, 

the procbltlon or UH of o~ from 

hlghly purlfl d 2,4,1-tri-chloroph nol.l 

FO24 

WN1N, ~ but not lmlted to dl t.tlon 

,...._, he vy end■, ■, nd rHCtor c:i..-t 

WN1N, from the procbltlon of chlorln ted 

llph tlo hy4--aion■, vlng -1,on cont nt 

from - to five, utllzlng "" ,..., talped 

pr0CHH■• (Thia tlng doe■ not lnc:lud■ light 

end , pent flt- nd flt• Id■, pent 

■■■lo nl lol, -t- t•, ■■t-et• 

lrNlmenl udg e. pent lyet ■, nd WNtN 

lated In otlon 211 .12.1 

F021 

CondlnNd light nd , pent flt- ncl flt• 

.,., nd pent ■■■lo nC wutN from th■ 

procllctlon of rt ln ohlorln ted llph tlo 

hydrocarbon■, by frN radlcel telyzed 

proa 1111. Th■■■ chlorln ted llph tlc 

hydrocarbon■ re ta-. lwvlng rbon ch ln 

ngth■ nQlna from - to nd Including five, 

with rvtno --• ncl po ltlon■ of chlorln■ 

ub tltutlon. 

FO28 

Statutory Flnll RQ 

IICIIA 

..... Regulatory Synonyms IIQ ec-t ..... c-e-, , .... !Kt, 

,. 4 F021 X 110.4641 

,. 4 FO24 X 110.4641 

,. 4 FO21 X 111 IO.4141 

,. 4 FO28 X 110.4641 
Hazardous Substance CASRN 

WutN !except weet-et• end ~ carbon 

lrom hydrogen ohlarlde purtfloetlont fnlm the 

procb:tlon of meterlele on ~ prevlouely 

ueed for the menufeotwtng ,... I• e rNClant, 

ctwnlcel lntermeclete, • con,poi- In e 

lllffflUletlng s-c-1 of tetra·, penla-, • 

hexecl•obenz- under ..... oondltlone. 

F027 

Dlecerded unuNd fannuletlone ........ tri-, 

tetra-, • .,......, .. ...,. •._oaf • .._... unuNd 

fannuletlone oonulrq-.-. derlwed 

tram theN ohlDrophenole. IThle lletlng doN not lnclucle fannuletlone _....,.. 

._...,,..,,.... eynlhNlnd fnlm pnpurlfled 

2.4,l-lrt-ohlorophel• • the NIii _,ipcNient.1 

F02S 

,......,_ .....itlng fnlm the lnclnwetlon -

lhamel lrNtmenl of NII Nlllemlneted with 

EPA Heunloue Wnte Noe. F020, F021, F022, 

F02S, F021, end F027. 

FOS2 

w•-e1-. ~ rNlduela • ..-e11v • ._,.,., end ep8III formuMtlone lrom wood 

p,-wtng prooeHN ,.._.,act et plente that 

ournntly UH or have pm,louely UNd 

ohlarophenollc formuletlone Incept weet• 

lrom pl'OCN8N that have heel the FOS2 weete 

code deleted ln--.nce with 1211.SII end 

do not rnurne or Initiate ... of ohlarophenolc 1ormu1e,--,. Thie letlng doN not lnclucle 

K001 bottom NClment eludge lrom the 

lrNbMnt of weet-et• from wood ..-wing 

sir-

~ 

that UH -te awllCN' 

Statutory 

11CM 

wReguletory Synonyms IIQ C-.t ..... 

,. 4 F027 

,. 4 F021 

,. 4 FOS2 

Final RO 

c.-..,y 

,...._ 

X 1 10.41141 

X 110.4141 

X 1 C0.4141 

Nffl 

CD "11 

: .... er:::: 

«>9 

......... I 

.... 

a, 
Hazardous Substance 

CASRN Regulatory Synonyms IIQ 

F034 ,. 

Wa•t-•t .. , procn• rnlcliala, prHarvatlva 

~ge. and apent formulatlona from wood 

pr.....,lng PfOCH8H gan.atad at plant• that 

uaa cr-ota forrnulatlona. Thia letlng doH not 

Include KOOi bottom Hdlmant akldge from t!M 

trMtment of wHt-•t• from wood praHrvlng 

pr-•H that UH craoaota and/or 

penlachlorop!Mnol. 

F035 I• 

Wa•t-•t .. , procea rnlcliala, prnwvatlv• 

drlppage, lind pent formulatlona from wood 

pr.....,1ng pn,oeNN gen.atad al plant• that 

UH Inorganic prnwvatlvn containing -•nlc or 

chromaun. Thia letlng doff not lncklde KOOi 

bottom HCllment aludge from the trHtment of 

WHt-•I• from wood praawvlng P,OCHH• 

that UH cr-1• end/or panetechlorophenol. 

F037 t• 

Statutory 

IICIIA 

w ... .:..t ......... 4 F034 

4 F0311 

4 F037 

Flnll RO 

c....., , ... 11t,1 

X 110.4541 

X I 10.4541 

X 110.4541 

m 

-a I\) ..... 

CD_. 

"T1 ..... 

CD 9 er ..... 

• <O ..... .... 0) 
-I 

-.J 

0 

Hazardous Substance CASRN 

Petroleum refinery prlmery ol/wetw/eollde 

eeparetlon eludge--Any ek,dge genweted from 

the grevltetlonel ...,.,etlon of ollwetw/eollde 

during the etorege or trNtrnent of procne 

WHt-etwe end oly cooling wHteweten from 

petroleum reflnwlH. 8uch 9ludgee lncklde, but 

•e not lmlted to, ti-. geiweted In: 

ollwetw/ ollde ...,_ tore: tenk■ end 

lmpoundm nte: cltche■ end other convey ncH; 

eumpe; end etonnwetw unit■ receiving ct.-y 

WNther flow. S.,dge genereted In etormwetw 

unlle thet do not receiv■ ct.-y wNther flow. 

eludge■ nw d from non-contect _. 

through cooing ten e....,_tect for trNtment 

from other .,,_ • oly cooling wet.,., 

eludge■ gen ted In .... e blologlcel 

lrNtrn nt unlle •• defined In U81.S11bll2) 

llncluclna ludDN gen tecl In.- or m..e 

ddltlanal unit■ •fl• ■■t- t- heve been 

lrNt d In llllf"IIIY• blologlc I tre tment unlt I 

end KOl1 WNtN-■ not lncMded In tl'N tlng. 

FOIi 

Statutory 

IICIIA 

w ... Regulatory Synonyms IIQ C..t ...... 

1• 4 FOH 

Flnal RO 

Cee.eorY ....... , 

X 1 (0.4141 

Nffl co ,, 

.,, .... (I) .... 

C7 .... 

coO 

..... .:.. 

I 

.... 

0, 
-I 

-....1 

..... 

Hazardous Substance 

Petroleum reflnwy eecondery {emulelfledl 

oll/w tw/eollde eeper tlon eludge-•Any eludge 

ndfor float genw ted from the phyelc I nd/or 

chemical aepw tlon of ol/w tw/eolid■ In 

procn■ WHtew t•• end oily cooling 

wHtew tera from petroleum refln«IH. Such 

WHtH Include, but •• nol lmlted to, •• 

eludge■ and float ■ genw ted In: Induced Ir 

flotation UAFI unit ■, tank■ and lmpoundm nt ■• 

and I ludgff genw d In OAF unit ■. SludgH 

genw d In tormw ter unit• lh t do not 

r•c•IY• dly ■■ther flow, eludgH genereted 

from once-through non-contact cooling twa 

Hgreg ted f« trurment from other proc H or 

oN cooling wHtH, eludge• and float• generated 

In aggrHalYe biological treatment unit• H 

defined In 1281.31{bll21 llncludlng eludgee end 

float ■ genw ted In one or more ddltlonal unite 

eftw wHtew t•• have been trHted In 

eggreHIYe blologlc I treatment unltel end F037, 

KO48, end Ko& 1 Wfftea «e not Included In Ihle 

Meting. 

KOOi 

Bottom Hdimenl •ludge from the treatment of 

weetewet•• from wood pree rvlng proce ■ 

that .UH c,eoeote ndl« pent chlorophenol. 

K002 

WHtew tw treatment ludge from the 

production of chrome low and org ng■ 

pigment■• 

K003 

WHt watw trutm nt eludge from th■ 

production of molybdate orange pigment ■. 

K004 

CASRN Regulatory Synonyms 

Statutory Final RQ 

IICIIA 

w ... RQ C..t N.,..._ Cnet«Y ,_,.IKtl 

1• 4 KOOi X I (0.41541 

1. 4 K002 , 

I. 4 K003 , 

m 

"tJ 

1• 4 K004 A 10 (4.641 N .... a, .... ~ .... 

«? 

C' .... 

I co .... ..... a, 
-I 

-..J 

N 

Hazardous Substance 

Wa tewater treatment eludga from the 

procl.octlon of zinc yelow pigment■. 

KOO& 

-tew ter traatm nt aludga from the 

production of chroma green pigment■• 

KDOe 

We tawalar treatment aludga from the 

production of chroma oxide grffn pigment■ 

nhyctoua and hychtadl. 

K007 

W•t-etar trutmant aludga from the 

production or Iron blue pigment■• 

KOOB 

Oven rnlmle lrom the production of chroma 

oxide gl'ffn pigment■• 

K009 

Olatllatlon bottom• from the procl.octlon of 

acet ldahyd■ from ethylene. 

K0I0 

Olat•11on aide cute from the production of 

cet ldahyd■ from ethylene. 

K0I1 

Bottom traem from the wa tewetar atrwa, 

lnthe procl.octlon of acrylonltrlla. 

1(013 

Bottom trHm from the acetonltrlle column In 

the procb:tlon of crylonltrll■. 

CASRN Regulatory Synonyms RQ 

1· 

1• 

1· 

1• 

1• 

1· 

1· 

1• 

Statutory 

RCRA 

w ... Codet N...,._ 

4 KOO& 

4 K00e 

4 K007 

4 KOOS 

4 K009 

4 K0IO 

4 K011 

4 K013 

Final RO 

C.lltpry Paunde IKal 

I 

A 10 (4.641 

A 1014.641 

A 1014.641 

A 1014.641 

A 10 14.641 

A 1014.641 

A 1014.641 

Nffl Cl) .,, 

'Tl .... CD _.. 

O' .... 

coo 

..... .!.. 

I 

.... 

0, 
-I 

-J 

w 

Hazardous Sub1tanca 

IC014 

Bottom■ from the tonltrle purification 

c~mn In the procb:tlon of crylonltrl■. 

IC015 

SUI boll- from the cl t.tlon of nzyl 

chlorld■. 

ICOIII 

Heavy ende Of' dlet•tlon -lcl,■■ from 1he 

procb:tlon of rbon tetr chlorlde. 

IC017 

H- vy ende let ■ bottomel from the purlflcellon 

counn In the procb:tlon of epl-chlorohydrln. 

ICOIB 

H- vy ende from the fr cllon tlon column In 

ethyl chloride procbitlon. 

IC011 

H- vy end■ from the c1 t•11on ol elhyl ■ 

dichloride In ethyl ■ clchlorlde pro«.1ctlon. 

IC020 

HHvy end■ from the cl t•tlon of vlnyl chlorid■ 

In vlnyl chlorid■ monom« proGl<:tlon. 

IC021 

Aqu ou■ pent nt"'-1y ly t wa ■ from 

lluorom lh ■■ procllcllon. 

K022 

Olellllallon boltom 1.-. from th■ pro«.1e1lon of 

phenoV ton■ from cum ■. 

CASRN Regufatory Synonrma IIQ 

1• 

1• 

1• 

1• 

1• 

1• 

1• 

1. 

1. 

lta1utory 

11CM 

W•• 

C-t N...,._ 

4 IC014 

4 IC0111 

4 KOHS 

4 IC017 

4 IC011 

4 K018 

4 IC020 

4 IC021 

4 IC022 

Flnal RO 

c.-.,ry , .... 11t,1 

D &000122701 

A 1014.641 

X 110.4641 

A 1014.641 

X 110.4641 

X 110.4641 

X 110.4641 

A 1014.641 

X 110.4641 

m 

"'O 

1\) .... 

Q) .... 

.,, .... Cl) 9 C' .... 

I co .... ..... 0, 
Hazardous Substance CASRN Regulatory Synonyms IIQ 

K023 1. 

Di.tllletlon light •nde hom the prodJctlon ol 

phthelc enhydrlde lrom naphthalene. 

K024 1· 

Di.tlllerlon bottom• lrom the production of 

phthelc enhydrlde from naphthalene. 

K02& 1. 

D1e1•t1on bottom• from the production of 

nltrobenr- by the nitration ol benz-. 

K028 t• 

Stripping at ■ 1• from the production of methyl 

ethyl pyrldlniN, 

K027 1. 

C-ituge end clet ■■ tlon rNlcllN from toble 

dlleooyauate procb:tlon. 

K021 t• 

Spent cat-,.t trom Iha hydrochlorinator rNCtor 

In the procliotlon of 1, 1, 1-trlchloroethana. 

K021 1· 

w .... from Iha pro«,ct INm tripp« In the 

pto«,ctlon of 1, 1, 1 •trlchloroethana. 

K030 1. 

Column bottom• or he YY and■ lrom th■ 

combined pto«lellon of trlc:Noroethyl na and 

perchloro thyl na. 

K031 1. 

Statutory 

IICRA 

w .... C-t Nu..._ 

4 K023 

4 K024 

4 K02& 

4 K029 

4 K027 

4 K028 

4 K021 

4 K030 

4 K031 

Fina! RQ 

Cata""' , ... 11<11 

D 6000122701 

D 6000122701 

A 1014.&41 

C 1000(4141 

A 1014,141 

X 110.4141 

X 1 (0.4641 

X 110.4641 

X 110.4641 

Nffl 

0, -a 

2':: 

er .... fO 9 ........ I 

.... 

a, 
Hazardous Substance CASRN Regulatory Synonyms RQ 

By-product ult• gen«ated In the production of 

MSMA and cacodyffc acid. 

K032 1. 

WHtewater trHtment aludge from th■ 

production of chlordane. 

K033 1. 

WHtew ter end ecrub wet• from th■ 

chlorlnatlon of cyclopent diene In th■ 

production of chlordaM. 

1(034 ,. 

Flltw aollde from th■ flltr tlon of 

chlorocyclo-pent dl M In th■ production of 

chlordane. 

K035 1· 

WHt wat r trHtmant ludgu gen ted In the 

production of cr ote. 

K0311 ,. 

SIii botloma from toluene olam tlon 

diatlllatlon In th■ production of di uHoton. 

1(037 1. 

WHt r tr■■tm nt •kldo • from the 

production of dlsuHoton. 

K0311 ,. WHt wat r from the wa hlna nd •tripping of 

phor ■ production. 

K038 1. 

Statutory 

RCRA 

W•te 

C...t H........, 

4 K032 

4 K033 

4 IC034 

4 IC035 

4 IC0311 

4 IC037 

4 IC038 

4 KOH 

Final RQ 

ea.....,., ....... !It., 

A 10 (4.541 

A 10(4.MI 

A 10f4.MI 

X 1 (0.4&4I 

X 1 (0.4&4I 

X 1 (0.4&4I 

A 10 (4.541 

A 10 (4.541 

m 

,, ....,..., 

CD _., 

"T1 .... CD Cj) er .... 

I co .... ..... O> 
-I 

-..J 

°' 

Hazardous Substance 

Fifi• caka from the llflratlon of 

dlathylphoepoorodlthlolc acid In the production 

of phorata. 

K040 

Waatewet• treatment a•.111ge from the 

pr01b:tlon of phorata. 

K041 

WHtawat• treatment audge from the 

pr01b:tlon of toxaphene. 

K042 

H .. vy ende « dlatlllatlon rHlduaa from the 

dlat•tlon of tatrachlorobenz- In the 

JK01b:tlon of 2,4,15-T. 

K043 

2,t-Dlchlorophenol weata from the pr01b:tlon 

of 2,4-D. 

K044 

Weat-et« lrNtment ablgee from the 

merufecturlng and procwalng of exploalvea. 

K041 

Spent a.bon from the lrNt.-it ol w•t-•t• 

contalnk,g exploeh,N. 

K048 

WHt-11« trNtment ablgee from the 

manufacturing, formulation end loeclng of INclbeHd Initiating compoundl. 

K047 

CASRN Regulatory Synonyma RCl 

1• 

1· 

1· 

1• 

1• 

,. 

1• 

1• 

Statutory 

RCIIA 

w ... C-t ....., 

4 K040 

4 K041 

4 K042 

4 K043 

4 K044 

4 K041 

4 IC048 

4 K047 

Final RO 

CatetorY , ...... tK,1 

A 1014.141 

X 110.4141 

A 1014.141 

A 1014.141 

A 1014.141 

A 1014.141 

B 100146.41 

A 10 14,641 

l\)ffl 

CD "a 

CD 'Tl ,_ - er .. u,fi> 

....... I -

a, 
Huardou1 Sub1ta1c• CASRN Regulatory Synonyma IIQ 

Pint/red war« lrom TNT op«allone. 

K048 1. 

Oleaolved •Ir llolatlon (OAF) float from Iha 

petroleum ref lnlng lndu•try. 

K0411 1. 

Slop ol emulelon aollde from the petroleum 

refining lnduetry. 

K0&o 1. 

Heat exchanger bundle clNnir,g •k,dge from the 

petrolaum ref lnlng lnduatry. 

K061 1. 

API Hparator ak,dge from the petroleum 

ref lnlng lnduatry. 

K062 1· 

Tank bottome IIMdedl from the petroleum 

refining lnclletry. 

K080 1· 

Ammonia •tll lme aludge coking opwellone. 

K081 1. 

Emla•lon control ~•tlakJdge from the primary 

production of ateel In electric furnenc••· 

KC>e2 1. 

si,.nr pickle ~or genw•t•d by atHI flnlehlng 

opwatlone of f•cllltlee whhln the Iron and atHI 

lnduetry ISIC Code• 331 •nd 3321. 

Koe4 1. 

Statutory 

11«:ftA 

w ... Codet ........ 

4 K048 

4 K0411 

4 K060 

4 K061 

4 K062 

4 K080 

4 K081 

4 KC>e2 

4 Koe4 

Flnal RQ 

Celepry l'oundelllal 

, 

I 

A 1014.641 

I 

A 10 14.641 

X 110,4641 

I 

, 

,, 

m 

.,, 

N..a. 

00 .... .,, .... (D C? 

er .... 

I 

co .... ...... a, 
Hanrdou• Sub1tance CASRN Regulatory Synonyms RQ 

Acid plant blowdown lurry/ ludge r- uttlng 

from thickening of blowdown lurry from 

primary coppw proructlon. 

Koe& 1. 

Surace lmpoundmant old■ contained In and 

dredged from au1aca lmpoundmanta at primary 

lead matting facllltlff. 

K<>el!I 1. 

Sludge from traat,,,..,t of proca■■ wa tawater 

and/or acid plant blowdown from primary zinc 

production. 

KOH 1· 

EmlHlon control duat/aludge from aacondaty 

lead melting. 

• K071 1 • i 

Brine purification muda from tha merC\M'Y caN 

procna In chlorlna procaictlon, whara aapa,ataly 

prapurlfled brine la not uaad. 

K07S 1. 

Chlorinated hya-ocarbon waata from Iha 

purification atap of the diaphragm cal procaaa 

ualng graphite anocte. In chlorine proca.ictlon. 

KOU 1. 

Dlatllletln bottom• from anlllr,e extraction. 

K084 1. 

WHtawat• trutmant •ludoee ge.-atad during 

tha production of vat•lnary phannacaotlcale 

from araenlc or organo-eraenlc compounde. 

Statutory 

RCRA 

WNte 

Coclet Nu,,.., 

4 KCH!6 

4 KOl!ll!I 

_,_ __ KOl!ltl r 

-· 4 K071 

4 K073 

4 K083 

4 K084 

Final RO 

Catet«Y Pounde lltgl 

II 

II 

, 

X 110.4641 

A 1014.641 

B 100146.41 

X 1 (0.4641 

l'l)ffl 

CX) -a 

2':::: 

c::r .... u,O 

..... .!.. 

I 

.... 

a, 
-I 

-J 

\0 

Hazardous Substance 

KO86 

Olet•tlon or fractionation column bottom• from 

tha production of chlorobenz.,... 

KOBII 

Solvant WHhee and aludgn, cauatlc WHhee 

end aludgn, or watw WHhH and aludoa• from 

cla•Mlll tube and equipment u.ad In tha 

formulation of Ink from plgmanta, dl-iera, eoapa, 

and atablllz .. contalnklg chromium and laad. 

KO87 

Decant• tank t• aludga from coking 

opwatlo,w. 

KOH 

Spent pot.,_. from primary aluminum 

raductlon. 

K090 

Emlnlon control duet or eludga from 

fwrochromlumelk:on production. 

KO91 

Emlaalon control duet or eludge from 

fwrochromlum production. 

KO93 

Oietlllatlon light ande from tha Pfoductlon of 

phthallc anhydride from ortho-xytane. 

KO94 

Oietlllatlon bottom• from tha production of 

phthellc nhydrlda from ortho-xylane. 

CASRN Regulatory Synonyms IIQ 

,. 

,. 

,. 

,. 

,. 

1 

,. 

1. 

Statutory 

IICIIA 

wC..t ..... 4 KOH 

4 KO88 

4 KOl7 

4 KOia 

4 KOIO 

4 Kot1 

4 KO93 

4 KO94 

Final RO 

c-.-y ....... , 

A 1O14.MI 

I 

I 100148.41 

D 6000122701 

D 6000122701 

m 

"0 I'\) .... 

(X) .... 

"11 .... 

Cl) 9 

er .... 

I co .... ...., a, 
-I 

00 

0 

Hazardous Substance 

KOH 

Dletllletlon bottom• from the production of 

1, 1, 1-trlchiofoethan■• 

1(0911 

HMvy end■ from th■ heavy end■ cobnn from 

the procllctlon of 1, 1, 1-lrichloro th ne. 

Kot7 

Vacuum •~ cl ch rs,■ from th■ chlordane 

chlorln tor In th■ procl,ctlon of chiofdane. 

Kot8 

Untr ated .,,_ w--•t• from the 

production of tox.-. 

Kotl 

UntrMted w--•t• from th■ production of 

2,4-D. 

K100 

W••t• INalq c!Mlon from acid aching of 

ml■■lan ~ dll t/ ... from MCOnd ry 

lead melllng. 

1(101 

Olellll tlon t• ,....._ from th■ dl t•tlon of 

nlllne-beNd compound■ In th■ production of 

rinsy ph n-n c.ltlc le from ■■nic or 

org no--■■nlc compound■. 

K102 

CASRN Regulatory Synonyms IIQ 

,. 

1· 

1• 

1• 

1• 

1· 

1• 

1· 

Statutory Final RQ 

IICIIA 

w ... C-t NumNr ea .. .., ,....,.1K1I 

4 K091S B 100(411.41 

4 KOH B 100 (411.41 

4 K0&7 X 1 (0.41141 

4 Kotl X 1 10.41141 

- 4 Kotl A 10 (4.1141 

4 K100 , 

4 K101 X 1 (0.41141 

4 K102 X 1 (0.4641 
-I 

00 

...... 

Haz rdou1 Sub1tanc1 

RNidu• from lhe UH of cllv led c.t,on for 

colorlz llon In the producllon of I.,._., 

ph nn ullc le from rHnlc or org no- ■■nlc 

compound . 

K103 

Pr- r-■...,_■ from nlln■ ••ll ctlon from 

th■ proa,cllon of nlln . 

KI04 

Combined ■■l- r lrHm■ led from 

nllrobenz /.,,.. proa,c!lon. 

KIOl5 

Sep led ■.- 1-- m from the r- ctor 

procbsl ■■hlng p In the procbltlon of 

chlanbenz-. 

K101 

w- 1- r lrHtmenl ludge from the rcury 

I proc- In chlorin■ proGIC:tlon. 

K107 

c°"""' bolt- from proGICI ep tlon from 

th■ proa,ctlon of 1, 1-dmethylhychztn■ 

CUDMHI from rboxylc acid hychz!Me. 

KIOI 

Condenaed counn ov rhe ■ from procb:1 

ep ratlon and c:ond need aclor nl ■■H 

from lhe production of I, I _.,.,hylhychzlne 

IUOMHI from rboxylc acid hychzldn. 

K109 

CASRN Regulatory Synonyms IIQ 

1· 

1· 

1· 

1· 

10 

10 

10 

Statutory 

llalA 

wC-t ....... 

4 K103 

4 K104 

4 K1pi5 

4 KIOI 

4 K107 

4 K108 

4 K109 

Flnll RO 

c:-..,y , ..... 11t,1 

I 1001415.41 

A 10 14.1541 

A 10 (4.1541 

X 1 10.41541 

X 10 14.1541 

X 1014.641 

X 10 14.641 

m 

"0 ~ .... co .... 

.,, ~ Cl) T c:r .... 

I co .... ...., en 
-I 

00 

N 

Hue,dou1 Sub1t.,ce 

Spent 1111• c-ldgee lrom pr-.ct purlflcetlon 

from the .,,_,.,tlon of 1, 1-drnethylhyO'Hlne 

IUOMHI from cwt,oxylc acid hychzldee. 

1(110 

Condeneed column ov.,._. from lnt•medlllte 

aeparetlon from the procl,ctlon of 1, 1 · 

dlmethylhysulne IUOMHJ from carboxyllc acid 

hydrezldee. 

1(111 

Procl,ct ..,..._.,.,. from the procl,ctlon of 

clnltrololu-. vie nllretlon of tokMne. 

K112 

IIHCtlon by~ Wet• from the ci-ylng 

ccklmn In the production of tNMMdlemlne vie 

hydrogenetlon of c11n11roc ..... 

K113 

Condeneed .... ldll .. "9m the purtllcetlon 

of ,._, 1 ll IMII ._ IM ..-.,don of 

,o1ue1 ........ .,. ...... lllton of 

dlnltrot--.. 

K114 

In 

Vlclnall 

lhe produodDn 

"-the .............. 

ol ...... ,ll mlne 

~ 

vie 

hydrogenation ol .......... 

Kl Ill 

HHYY ende fT.w the purification of 

tok>eneclafMII In die procl,ctlon of 

tok>enedletMII vie hysoget•tlon of 

dlnltrot~. 

K1111 

CASRN Regulatory Synonym■ 

Statutory 

RCIIA 

w ... RQ Cadet ,..,,,.., 

10 4 K110 

1. 4 K111 

1. 4 K112 

,. 4 K11S 

1· 4 K114 

1· 4 K11& 

1" 4 K1111 

Final RQ 

ea1e....,. Pounde llC1I 

X 1014.641 

A 1014.641 

A 1014.641 

A 1014.641 

A 1014.641 

A 1014.1141 

A 1014.641 

~m 

CD -a 

"ft .... 

g. = 

coo 

..... .:.. 

I 

.... 

en 
Hazardous Substance CASRN Regulatory Synonyms IIQ 

Organic condene te from the eolvent covtwy 

column In the prCMlJctlon of toluene 

dllsocyen te vi■ ~g tlon ol 

tolu nedl mlne-. 

K117 ,. 

W•t-etw from the rHctlon vent e ec,ubber 

In the prCMlJctlon of ethylene bromide vi■ 

bromlNitlon of ethene. 

K1 II 1· 

Spent abeorbent ollda from purification of 

ethylene dlbromid■ In the prCMlJctlon of athyl ■. 

dlbromid■• 

K123 1. 

Proc- WHleWatw llncludlng upematee, 

fltret•. and wa hwatw I from the production 

of thyl -bl dlthlocwb mlc acid and II• Hite. 

K124 ,. Re ctor nt CfUbb r tw from the 

production of ethyl bl dithlocarb mlc cld 

and he Nhl. 

K125 1. 

Flltr tlon, evaporation, and ntrlfug tlon olld■ 

from the production of 

ethyl neb41dlthiocMb mlc acid •nd ltl' Hill. 

K128 1. 

Baghou11 duet end floor 1w1eplng9 In milling 

and packaging opwetlon■ from the production 

or formulation of ethyl bladlthlocarb mlc cld 

and It ■ 11lt1. 

K131 100 

Statutory 

IICIIA 

w •• 

Codat ..... 

4 Kl 17 

4 K111 

4 K123 

4 K124 

4 K125 

4 K128 

4 K131 

Final RO 

Cate...-, l"_,.lllet 

X 1 (0.46"1 

X 1 10.46"1 

A 10 14.6"1 

A 1014.kl 

A 1014.kl 

A 10 14.1141 

X 100146.41 

m 

.,, 

N_.. 

00 .... .,, .... CD Cj) er .... 

I co .... ..... 0) 
Statutory 

IICM. 

WNta 

CASRN Regulatory Synonyms IIQ Codet N.....,_, 

WHtewaler lrom the reactor and 11pent I\JHurlc 

acid from Iha ecld dryer In th■ production of 

methyl bromide. 

K132 1000 4 K132 

Spent abeorbent and wutaw r 1oilcl1 from 

th■ production of methyl bromide. 

K1311 t. 4 Kt311 

Stil bottom■ from the purification of athylene 

dlbromld■ In th■ production of ethylene 

dlbromld■ via bromlnatlon of than . 

t -Indicates the statutory source as defined by 1, 2, 3, and 4 below. 

tt -No repooing of releases of this hazardous substance is required if the diameter of the pieces of the solid metal released is equal to or exceeds 100 micrometers (0. 004 inches). 

ttt -The RO for asbestos is limited to friable forms only. 

1 - Indicates that the statutory source for designation of this hazardous substance under CERCLA is CWA Section 311(b)(4). 

2 - Indicates that the statutory source for designation of this hazardous substance under CERCLA is CWA Section 307(a). 

3 - Indicates that the statutory source for designation of this hazardous substance under CERCLA is CAA Section 112. 

4 - Indicates that the statutory source for designation of this hazardous substance under CERCLA is RCRA Section 3001. 

1 • - Indicates that the 1-pound RO is a CERCLA statutory RO. 

# - Indicates that the RO is subject to change when the assessment of potential carcinogenicity is completed. 

## - The Agency may adjust the statutory RO for this hazardous substance in a future rulemaking; until then the statutory RO applies. 

§ - The adjusted RQs for radionuclides may be found in 40 CFR 302, Appendix B. 

•• - Indicates that no RO is being assigned to the generic or broad class. 

Final RO 

C.tagary ,ounci.tK11l 

X 100014641 

X t 10.4641 

Nffl a, .,, 

1:! 

O' .... coO 

~ ~ I 

.... 

a, 
Appendix J 

GLOSSARY 

EP 1110-1-16 

28 Feb 97 

Aeration: A process which promotes biological degradation of organic matter. The 

process may be passive (as when waste is exposed to air) or active (as when a 

mixing or bubbling device introduces the air). 

Backfill: Earth used to fill a trench or an excavation. 

Baffles: Finlike devices installed vertically on the inside walls of liquid waste transport 

vehicles that are used to reduce the movement of the waste inside the tank. 

Baseline General Permit: A storm water permit (issued under the NPDES program) 

intended to initially cover the majority of storm water discharges associated with 

industrial activities. For example, EPA is planning to issue two baseline general 

permits: NPDES General Permits for Storm Water Discharges from 

Construction Activities that are classified as "Associated with Industrial Activity" 

and NPDES General Permits for Storm Water Discharges from Industrial 

Activities that are classified as "Associated with Industrial Activities." EPA is 

also encouraging delegated states which have an approved general permits 

program to issue baseline general permits. 

Berm: An earthen mound used to direct the flow of runoff around or through a 

structure. 

Best Management Practices (BMP's): Schedules of activities, prohibitions of practices, 

maintenance procedures, and other management practices to prevent or reduce 

the pollution of waters of the United States. BMP's also include treatment 

requirements, operating procedures, and practices to control plant site runoff, 

spillage or leaks, sludge or waste disposal, or drainage from raw material 

storage. With regard to construction, these may include structural devices or 

nonstructural practices that are designed to prevent pollutants from entering 

water or to direct the flow of water. 

Biodegradable: The ability to break down or decompose under natural conditions and 

processes. 

Boom: 1. A floating device used to contain oil on a body of water. 2. A piece of 

equipment used to apply pesticides from ground equipment such as a tractor or 

truck. 

J-1 
EP 1110-1-16 

28 Feb 97 

Buffer strip or zone: Strips of grass or other erosion-resistant vegetation between a 

waterway and an area of more intensive land use. 

By-product: Material, other than the principal product, that is generated as a 

consequence of an industrial process. 

Calibration: A check of the precision and accuracy of measuring equipment. 

CERCLA: Comprehensive Emergency Response, Compensation, and Liability Act. 

Chock: A block or wedge used to keep rolling vehicles in place. 

Clay lens: A naturally occurring, localized area of clay that acts as an impermeable 

layer to runoff infiltration. 

Commencement of construction: The initial disturbance of soils associated with 

clearing, grading, or excavating activities or other construction activities. 

Concrete aprons: A pad of nonerosive concrete material designed to prevent scour 

holes developing at the outlet ends of culverts, outlet pipes, grade stabilization 

structures, and other water control devices. 

Conduit: Any channel or pipe for transporting the flow of water. 

Conveyance: Any natural or man-made channel or pipe in which concentrated water 

flows. 

Corrosion: The dissolving and wearing away of metal caused by a chemical reaction 

such as between water and the pipes that the water contacts, chemicals 

touching a metal surface, or contact between two metals. 

Culvert: A covered channel or a large-diameter pipe that directs water flow below the 

ground level. 

CWA: The Clean Water Act or the Federal Water Pollution Control Act. 

Dedicated portable asphalt plant: A portable asphalt plant that is located on or 

contiguous to a construction site and that provides asphalt only to the 

construction site that the plant is located on or adjacent to. The term dedicated 

portable asphalt plant does not include facilities that are subject to the asphalt 

emulsion effluent limitation guideline at 40 CFR 443. 

J-2 
EP 1110-1-16 

28 Feb 97 

Dedicated portable concrete plant: A portable concrete plant that is located on or 

contiguous to a construction site and that provides concrete only to the 

construction site that the plant is located on or adjacent to. 

Denuded: Land stripped of vegetation such as grass, or land that has had vegetation 

worn down due to impacts from the elements or humans. 

Dike: An embankment to confine or control water, often built along the banks of a 

river to prevent overflow of lowlands; a levee. 

Director: The Regional Administrator of the Environmental Protection Agency or an 

authorized representative. 

Discharge: A release or flow of storm water or other substance from a conveyance or 

storage container. 

Drip guard: A device used to prevent drips of fuel or corrosive or reactive chemicals 

from contacting other materials or areas. 

Emission: Pollution discharged into the atmosphere from smokestacks, other vents, 

and surface areas of commercial or industrial facilities and from motor vehicle, 

locomotive, or aircraft exhausts. 

Erosion: The wearing away of land surface by wind or water. Erosion occurs 

naturally from weather or runoff but can be intensified by land-clearing practices 

related to farming, residential or industrial development, road building, or 

timber-cutting. 

Excavation: The process of removing earth, stone, or other materials. 

Fertilizer: Materials such as nitrogen and phosphorus that provide nutrients for plants. 

Commercially sold fertilizers may contain other chemicals or may be in the form 

of processed sewage sludge. 

Filter fabric: Textile of relatively small mesh or pore size that is used to (a) allow 

water to pass through while keeping sediment out (permeable), or (b) prevent 

both runoff and sediment from passing through (impermeable). 

Filter strip: Usually long, relatively narrow area of undisturbed or planted vegetation 

used to retard or collect sediment for the protection of watercourses, reservoirs, 

or adjacent properties. 

J-3 
EP 1110-1-16 

28 Feb 97 

Final stabilization: The point at which all soil disturbing activities at the site have been 

completed and a uniform perennial vegetative cover with a density of 

70 percent of the cover for unpaved areas and areas not covered by permanent 

structures has been established or equivalent permanent stabilization measures 

such as the use of riprap, gabions, or geotextiles have been employed. 

Flange: A rim extending from the end of a pipe; can be used as a connection to 

another pipe. 

Flow channel liner: A covering or coating used on the inside surface of a flow channel 

to prevent the infiltration of water into the ground. 

Flowmeter: A gauge that shows the speed of water moving through a conveyance. 

Flow-weighted composite sample: A composite sample consisting of a mixture of 

aliquots collected at a constant time interval, where the volume of each aliquot 

is proportional to the flow rate of the discharge. 

General permit: A permit issued under the NPDES program to cover a certain class 

or category of storm water discharges. These permits allow for a reduction in 

the administrative burden associated with permitting storm water discharges 

associated with industrial activities. 

Grading: The cutting and/or filling of the land surface to a desired slope or elevation. 

Hazardous substance: 1. Any material that poses a threat to human health and/or the 

environment. Hazardous substances can be toxic, corrosive, ignitable, 

explosive, or chemically reactive. 2. Any substance listed in 40 CFR 302.4 or 

49 CFR 171.8 and which may be required by EPA to be reported if a 

designated quantity of the substance is spilled in the waters of the United 

States or if otherwise emitted into the environment. 

Hazardous waste: By-products of human activities that can pose a substantial or 

potential hazard to human health or the environment when improperly 

managed. Possesses at least one of four characteristics (ignitability, corrosivity, 

reactivity, or toxicity), or appears on special EPA lists. 

Holding pond: A pond or reservoir, usually made of earth, built to store polluted runoff 

for a limited time. 

J-4 
EP 1110-1-16 

28 Feb 97 

Illicit connection: Any discharge to a municipal separate storm sewer that is not 

composed entirely of storm water except discharges authorized by an NPDES 

permit (other than the NPDES permit for discharges from the municipal 

separate storm sewer) and discharges resulting from fire-fighting activities. 

Infiltration: 1. The penetration of water through the ground surface into subsurface soil 

or the penetration of water from the soil into sewer or other pipes through 

defective joints, connections, or manhole walls. 2. A land application technique 

where large volumes of wastewater are applied to land, allowed to penetrate 

the surface and percolate through the underlying soil. 

Inlet: An entrance into a ditch, storm sewer, or other waterway. 

Intermediates: A chemical compound formed during the making of a product. 

Irrigation: Human application of water to agricultural or recreational land for watering 

purposes. 

Jute: A plant fiber used to make rope, mulch, netting, or matting. 

Lagoon: A shallow pond where sunlight, bacterial action, and oxygen work to purify 

wastewater. 

Land application: Discharge of wastewater onto or into the ground for treatment or 

reuse. 

Land treatment units: An area of land where materials are temporarily located to 

receive treatment. Examples include: sludge lagoons, stabilization pond. 

Landfills: 1. Sanitary landfills are land disposal sites for nonhazardous solid wastes at 

which the waste is spread in layers, compacted to the smallest practical 

volume, and cover material applied at the end of each operating day. 

2. Secure chemical landfills are disposal sites for hazardous waste. They are 

selected and designed to minimize the chance of release of hazardous 

substances into the· environment. 

Large and medium municipal separate storm sewer systems: All municipal separate 

storm sewers that are either: (i) located in an incorporated place (city) with a 

population of 100,000 or more as determined by the latest Decennial Census 

by the Bureau of Census (these cities are listed in Appendices F and G of 

40 CFR Part 122); or (ii) located in the counties with unincorporated urbanized 

J-5 
EP 1110-1-16 

28 Feb 97 

populations of 100,000 or more, except municipal separate storm sewers that 

are located in the incorporated places, townships or towns within such counties 

(these counties are listed in Appendices H and I of 40 CFR Part 122); or 

(iii) owned or operated by a municipality other than those described in 

paragraph (i) or (ii) and that are designated by the Director as part of the large 

or medium municipal separate storm sewer system. 

Leaching: The process by which soluble constituents are dissolved in a solvent such 

as water and carried down through the soil. 

Level spreader: A device used to spread out storm water runoff uniformly over the 

ground surface as sheetflow (i.e., not through channels). The purpose of level 

spreaders is to prevent concentrated, erosive flows from occurring and to 

enhance infiltration. 

Liming: Treating soil with lime to neutralize acidity levels. 

Liner: 1. A relatively impermeable barrier designed to prevent leachate from leaking 

from a landfill. Liner materials include plastic and dense clay. 2. An insert or 

sleeve for sewer pipes to prevent leakage or infiltration. 

Liquid level detector: A device that provides continuous measures of liquid levels in 

liquid storage areas or containers to prevent overflows. 

Material storage areas: Onsite locations where raw materials, products, final products, 

by-products, or waste materials are stored. 

Mulch: A natural or artificial layer of plant residue or other materials covering the land 

surface which conserves moisture, holds soil in place, aids in establishing plant 

cover, and minimizes temperature fluctuations. 

Noncontact cooling water: Water used to cool machinery or other materials without 

directly contacting process chemicals or materials. 

Notice of Intent (NOi): An application to notify the permitting authority of a facility's 

intention to be covered by a general permit; exempts a facility from having to 

submit an individual or group application. 

NPDES: EPA's program to control the discharge of pollutants to waters of the United 

States. See the definition of "National Pollutant Discharge Elimination Systems" 

in 40 CFR 122.2 for further guidance. 

J-6 
EP 1110-1-16 

28 Feb 97 

NPDES Permit: An authorization, license, or equivalent control document issued by 

EPA or an approved State agency to implement the requirements of the 

National Pollutant Discharge Elimination System (NPDES) as specified in 

40 CFR 122.2. 

Oil and grease traps: Devices which collect oil and grease, removing them from water 

flows. 

Oil sheen: A thin, glistening layer of oil on water. 

Oil/water separator: A device installed, usually at the entrance to a drain, which 

removes oil and grease from water flows entering the drain. 

Organic pollutants: Substances containing carbon which may cause pollution 

problems in receiving streams. 

Organic solvents: Liquid organic compounds capable of dissolving solids, gases, or 

liquids. 

Outfall: The point, location, or structure where wastewater or drainage discharges 

from a sewer pipe, ditch, or other conveyance into a receiving body of water. 

Permeability: The quality of a soil that enables water or air to move through it. 

Usually expressed in mm/hour (inches/hour) or mm/day (inches/day). 

Permit: An authorization, license, or equivalent control document issued by EPA or an 

approved State agency to implement the requirements of an environmental 

regulation; e.g., a permit to operate a wastewater treatment plant or to operate 

a facility that may generate harmful emissions. 

Permit Issuing Authority (or Permitting Authority): The State agency or EPA Regional 

office which issues environmental permits to regulated facilities. 

Plunge pool: A basin used to slow flowing water, usually constructed to a design 

depth and shape. The pool may be protected from erosion by various lining 

materials. 

Pneumatic transfer: A system of hoses which uses the force of air or other gas to 

push material through; used to transfer solid or liquid materials from tank to 

tank. 

J-7 
EP 1110-1-16 

28 Feb 97 

Point source: Any discernible, confined, and discrete conveyance, including but not 

limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, 

container, rolling stock, concentrated animal feeding operation, landfill leachate 

collection system, or vessel or other floating craft, from which pollutants are or 

may be discharged. 

Pollutant: Any dredged spoil, solid waste, incinerator residue, filter backwash, 

sewage, garbage, sewage sludge, munitions, chemical wastes, biological 

materials, radioactive materials (except those regulated under the Atomic 

Energy Act of 1954, as amended (42 (U.S.C. 2011 et sea.)), heat, wrecked or 

discharged equipment, rock, sand, cellar dirt, and industrial, municipal, and 

agricultural waste discharged into water. It does not mean: 

(i) Sewage from vessels; or 

(ii) Water, gas, or other material which is injected into a well to facilitate 

production of oil or gas, or water derived in association with oil and gas 

production and disposed of into a well, if the well used either to facilitate 

production or for disposal purposes is approved by the authority of the State in 

which the well is located, and if the State determines that the injection or 

disposal will not result in the degradation of ground or surface water resources 

(Section 502(6) of the CWA). 

Radioactive materials covered by the Atomic Energy Act are those 

encompassed in its definition of source, by-product, or special nuclear 

materials. Examples of materials not covered include radium and acceleratorproduced isotopes. See Train v. Colorado Public Interest Research Group, 

Inc., 426 U.S. 1 (1976). , 

Porous pavement: A human-made surface that will allow water to penetrate through 

and percolate into soil (as in porous asphalt pavement or concrete). Porous 

asphalt pavement is comprised of irregular shaped crush rock precoated with 

asphalt binder. Water seeps through into lower layers of gravel for temporary 

storage, then filters naturally into the soil. 

Precipitation: Any form of rain or snow. 

Preventative maintenance program: A schedule of inspections and testing at regular 

intervals intended to prevent equipment failures and deterioration. 

Process wastewater: Water that comes into direct contact with or results from the 

production or use of any raw material, intermediate product, finished product, 

by-product, waste product, or wastewater. 

J-8 
EP 1110-1-16 

28 Feb 97 

PVC (polyvinyl chloride): A plastic used in pipes because of its strength; does not 

dissolve in most organic solvents. 

Raw material: Any product or material that is converted into another material by 

processing or manufacturing. 

RCRA: Resource Conservation and Recovery Act. 

Recycle: The process of minimizing the generation of waste by recovering usable 

products that might otherwise become waste. Examples are the recycling of 

aluminum cans, wastepaper, and bottles. 

Reportable Quantity (RQ): The quantity of a hazardous substance or oil that triggers 

reporting requirements under CERCLA or the Clean Water Act. If a substance 

is released in amounts exceeding its RQ, the release must be reported to the 

National Response Center, the State Emergency Response Commission, and 

community emergency coordinators for areas likely to be affected. 

Residual: Amount of pollutant remaining in the environment after a natural or 

technological process has taken place, e.g., the sludge remaining after initial 

wastewater treatment, or particulates remaining in air after the air passes 

through a scrubbing or other pollutant removal process. 

Retention: The holding of runoff in a basin without release except by means of 

evaporation, infiltration, or emergency bypass. 

Retrofit: The modification of storm water management systems in developed areas 

through the construction of wet ponds, infiltration systems, wetland plantings, 

streambank stabilization, and other BMP techniques for improving water quality. 

A retrofit can consist of the construction of a new BMP in the developed area, 

the enhancement of an older storm water management structure, or a 

combination of improvement and new construction. 

Rill erosion: The formation of numerous, closely spread streamlets due to uneven 

removal of surface soils by storm water or other water. 

Riparian habitat: Areas adjacent to rivers and streams that have a high density, 

diversity, and productivity of plant and animal species relative to nearby 

uplands. 

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Runoff: That part of precipitation, snowmelt, or irrigation water that runs off the land 

into streams or other surface water. It can carry pollutants from the air and 

land into the receiving waters. 

Runoff coefficient: The fraction of total rainfall that will appear at the conveyance as 

runoff. 

Runon: Storm water surface flow or other surface flow which enters property other 

than that where it originated. 

Sanitary sewer: A system of underground pipes that carries sanitary waste or process 

wastewater to a treatment plant. 

Sanitary waste: Domestic sewage. 

SARA: Superfund Amendments and Reauthorization Act. 

Scour: The clearing and digging action of flowing water, especially the downward 

erosion caused by stream water in sweeping away mud and silt from the 

streambed and outside bank of a curved channel. 

Sealed gate: A device used to control the flow of liquid materials through a valve. 

Secondary containment: Structures, usually dikes or berms, surrounding tanks or 

other storage containers and designed to catch spilled material from the storage 

containers. 

Sediment trap: A device for removing sediment from water flows; usually installed at 

outfall points. 

Sedimentation: The process of depositing soil particles, clays, sands, or other 

sediments that were picked up by flowing water. 

Sediments: Soil, sand, and minerals washed from land into water, usually after rain. 

They pile up in reservoirs, rivers, and harbors, destroying fish-nesting areas and 

holes of water animals and cloud the water so that needed sunlight might not 

reach aquatic plants. Careless farming, mining, and building activities will 

expose sediment materials, allowing them to be washed off the land after 

rainfalls. 

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Sheet erosion: Erosion of thin layers of surface materials by continuous sheets of 

running water. 

Sheetflow: Runoff which flows over the ground surface as a thin, even layer, not 

concentrated in a channel. 

Shelf life: The time for which chemicals and other materials can be stored before 

becoming unusable due to age or deterioration. 

Significant materials: as defined at 40 CFR Part 122.26(b)(12) include, but are not 

limited to: 

Raw materials; fuels; materials such as solvents, detergents and plastic pellets; 

finished materials such as metallic products; raw materials used in food 

processing or production; hazardous substances designated under section 101 

(14) of the Comprehensive Environmental Response, Compensation, and 

Liability Act (CERCLA); any chemical the facility is required to report pursuant 

to section 313 of Title Ill of the Superfund Amendments and Reauthorization Act 

(SARA); fertilizers; pesticides; and waste product such as ashes, slag, and 

sludge that have a potential to be released with storm water discharges. 

Slag: Nonmetal containing waste leftover from the smelting and refining of metals. 

Slide gate: A device used to control the flow of water through storm water 

conveyances. 

Sloughing: The movement of unstabilized soil layers down a slope due to excess 

water in the soils. 

Sludge: A semisolid residue from any of a number of air or water treatment 

processes. Sludge can be a hazardous waste. 

Soil: The unconsolidated mineral and organic material on the immediate surface of 

the earth that serves as a natural medium for the growth of plants. 

Solids dewatering: A process for removing excess water from solids to lessen the 

overall weight of the wastes. 

Source control: A practice or structural measure to prevent pollutants from entering 

storm water runoff or other environmental media. 

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Spent solvent: A liquid solution that has been used and is no longer capable of 

dissolving solids, gases, or liquids. 

Spill guard: A device used to prevent spills of liquid materials from storage containers. 

Spill Prevention Control and Countermeasures Plan (SPCC): Plan consisting of 

structures, such as curbing, and action plans to prevent and respond to spills of 

hazardous substances as defined in the Clean Water Act. 

Stopcock valve: A small valve for stopping or controlling the flow of water or other 

liquid through a pipe. 

Storm drain: A slotted opening leading to an underground pipe or an open ditch for 

carrying surface runoff. 

Storm water: Runoff from a storm event, snowmelt runoff, and surface runoff and 

drainage. 

Storm water discharge associated with industrial activity: The discharge from any 

conveyance which is used for collecting and conveying storm water and which 

is directly related to manufacturing, processing or raw materials storage areas 

at an industrial plant. The term does not include discharges from facilities or 

activities excluded from the NPDES program under 40 CFR Part 122. For the 

categories of industries identified in subparagraphs (i) through (x) of this 

subsection, the term includes, but is not limited to, storm water discharges from 

industrial plant yards; immediate access roads and rail lines used or traveled by 

carriers of raw materials, manufactured products, waste material, or by-products 

used or created by the facility; material handling sites; refuse sites; sites used 

for the application or disposal of process waste waters (as defined at 

40 CFR 401); sites used for the storage and maintenance of material handling 

equipment; sites used for residual treatment, storage, or disposal; shipping and 

receiving areas; manufacturing buildings; storage areas (including tank farms) 

for raw materials, and intermediate and finished products; and areas where 

industrial activity has taken place in the past and significant materials remain 

and are exposed to storm water. For the categories of industries identified in 

subpara2raph (xi), the term includes only storm water discharges from all the 

areas (except access roads and rail lines) that are listed in the previous 

sentence where material handling equipment or activities, raw materials, 

intermediate products, final products, waste material, by-products, or industrial 

machinery are exposed to storm water. For the purposes of this paragraph, 

material handling activities include the: storage, loading and unloading, 

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transportation, or conveyance of any raw material, intermediate product, 

finished product, by-product, or waste product. The term excludes areas 

located on plant lands separate from the plant's industrial activities, such as 

office buildings and accompanying parking lots as long as the drainage from the 

excluded areas is not mixed with storm water drained from the above-described 

areas. Industrial facilities (including industrial facilities that are Federally, State, 

or municipally owned or operated) that meet the description of the facilities 

listed in this paragraph (i)-(xi) include those facilities designated under the 

provision of 122.26(a}(1 )(v). The following categories of facilities are 

considered to be engaging in "industrial activity" for purposes of this subsection: 

(i) Facilities subject to storm water effluent limitations guidelines, new source 

performance standards, or toxic pollutant effluent standards under 40 CFR 

Subchapter N (except facilities with toxic pollutant effluent standards which are 

excepted under category (xi) of this paragraph); 

(ii) Facilities classified as Standard Industrial Classifications 24 (except 2434), 

26 (except 265 and 267), 28 (except 283 and 285) 29, 311, 32 (except 323), 

33, 3441, 372; (iii) Facilities classified as Standard Industrial Classifications 1 0 

though 14 (mineral industry) including active or inactive mining operations 

(except for areas of coal mining operations no longer meeting the definition of a 

reclamation area under 40 CFR 434.1 1 (1) because the performance bond 

issued to the facility by the appropriate authority has been released, or except 

for areas of noncoal mining operations which have been released from 

applicable State or Federal reclamation requirements after December 17, 1990, 

and oil and gas exploration, production, processing, or treatment operations, or 

transmission facilities that discharge storm water contaminated by contact with 

or that has come into contact with, any overburden, raw material, intermediate 

products, finished products, by-products or waste products located on the site 

of such operations; (inactive mining operations are mining sites that are not 

being actively mined, but which have an identifiable owner/operator; inactive 

mining sites do not include sites where mining claims are being maintained prior 

to disturbances associated with the extraction, beneficiation, or processing of 

mined materials, nor sites where minimal activities are undertaken for the sole 

purpose of maintaining mining claim); (iv) Hazardous waste treatment, 

storage, or disposal facilities, including those that are operating under interim 

status or a permit under Subtitle C of RCA; (v) Landfills, land application sites, 

and open dumps that receive or have received any industrial wastes (waste that 

is received from any of the facilities described under this subsection) including 

those that are subject to regulation under Subtitle D of RCA; (vi) Facilities 

involved in the recycling of materials, including metal scrap yards, battery 

reclaimers, salvage yards, and automobiles junkyards, including but limited to 

those classified as Standard Industrial Classification 5015 and 5093; (vii) Steam 

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electric power generating facilities, including coal handling sites; (viii) 

Transportation facilities classified as Standard Industrial Classifications 40, 41, 

42 (except 4221-25), 43, 44, 45, and 5171 which have vehicle maintenance 

shops, equipment cleaning operations, or airport deicing operations. Only those 

portions of the facility that are either involved in vehicle maintenance (including 

vehicle rehabilitation, mechanical repairs, painting, fueling, and lubrication), 

equipment cleaning operations, airport deicing operations, or which are 

otherwise identified under paragraphs (i)-(vii) or (ix)-(xi) of this subsection are 

associated with industrial activity; (ix) Treatment works treating domestic 

sewage or any other sewage sludge or wastewater treatment device or system, 

used in the storage treatment, recycling, and reclamation of municipal or 

domestic sewage, including lands dedicated to the disposal of sewage sludge 

that are located within the confines of the facility, with a design flow of 

3,785,000 liters per day (1.0 mgd) or more, or required to have an approved 

pretreatment program under 40 CFR 403. Not included are farm lands, 

domestic gardens, or lands used for sludge management where sludge is 

beneficially reused and which are not physically located in the confines of the 

facility, or areas that are in compliance with Section 405 of the CWA; (x) 

Construction activity including clearing, grading, and excavation activities 

except: operations that result in the disturbance of less than 2 hectares 

(5 acres) of total land area which are not part of a larger common plan of 

development or sale; (xi) Facility under Standard Industrial Classification 20, 21, 

22, 23, 24, 34, 25, 265, 267, 27, 283, 285, 30, 31 (except 311 ), 323, 34 (except 

3441 ), 35, 36, 37 (except 373), 38, 39, 4221-25, (and which are not otherwise 

included within categories (ii)-lx)); 

Note: The Transportation Act of 1991 provides an exemption from storm water 

permitting requirements for certain facilities owned or operated by 

municipalities with a population of less than 100,000. Such 

municipalities must submit storm water discharge permit applications for 

only airports, power plants, and uncontrolled sanitary landfills that they 

own or operate, unless a permit is otherwise required by the permitting 

authority. 

Subsoil: The bed or stratum of earth lying below the surface soil. 

Sump: A pit or tank that catches liquid runoff for drainage or disposal. 

Surface impoundment: Treatment, storage, or disposal of liquid wastes in ponds. 

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Surface water: All water naturally open to the atmosphere (rivers, lakes, reservoirs, 

streams, wetlands impoundments, seas, estuaries, etc.); also refers to springs, 

wells, or other collectors which are directly influenced by surface water. 

Swale: An elongated depression in the land surface that is at least seasonally wet, is 

usually heavily vegetated, and is normally without flowing water. Swales direct 

storm water flows into primary drainage channels and allow some of the storm 

water to infiltrate into the ground surface. 

Tarp: A sheet of waterproof canvas or other material used to cover and protect 

materials, equipment, or vehicles. 

Topography: The physical features of a surface area including relative elevations and 

the position of natural and human-made features. 

Toxic Pollutants: Any pollutant listed as toxic under Section 501 (a)(1) or, in the case 

of "sludge use or disposal practices," any pollutant identified in regulations 

implementing Section 405(d) of the CWA. Please refer to 40 CFR Part 122 

Appendix D. 

Treatment: The act of applying a procedure or chemicals to a substance to remove 

undesirable pollutants. 

Tributary: A river or stream that flows into a larger river or stream. 

Underground storage tanks (USTS): Storage tanks with at least 1 0 percent or more of 

its storage capacity underground (the complete regulatory definition is at 

40 CFR Part 280.12). 

Waste: Unwanted materials left over from a manufacturing or other process. 

Water table: The depth or level below which the ground is saturated with water. 

Waters of the United States: 

(a) All waters, which are currently used, were used in the past, or may be 

susceptible to use in interstate or foreign commerce, including all waters which 

are subject to the ebb and flow of the tide; 

(b) All interstate waters, including interstate "wetlands"; 

(c) All other waters such as intrastate lakes, rivers, streams (including 

intermittent streams), mudflats, sandflats, wetlands, sloughs, prairie potholes, 

wet meadows, playa lakes, or natural ponds, the use, degradation, or 

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destruction of which would affect or could affect interstate or foreign commerce 

including any such w·aters: 

(1) Which are or could be used by interstate or foreign travelers for 

recreational or other purposes; 

(2) From which fish or shellfish are or could be taken and sold in interstate or 

foreign commerce; or 

(3) Which are used or could be used for industrial purposes by industries in 

interstate commerce; 

(d) All impoundments of waters otherwise defined as waters of the United 

States under this definition; 

(e) Tributaries of waters identified in paragraphs (a) through (d) of this 

definition; 

(f) The territorial sea; and 

(g) "Wetlands" adjacent to waters (other than waters that are themselves 

wetlands) identified in paragraphs (a) through (f) of this definition. Waste 

treatment systems, including treatment ponds or lagoons designed to meet 

the requirements of CWA (other than cooling ponds as defined in 

40 CFR 423.1 1 (m) which also meet the criteria of this definition) are not 

waters of the United States. This exclusion applies only to man-made 

bodies of water which neither were originally created in waters of the 

United States (such as disposal area in wetlands) nor resulted from the 

impoundment of waters of the United States. 

Waterway: A channel for the passage or flow of water. 

Wet well: A chamber used to collect water or other liquid which is generally pumped 

out with the use of a pump. 

Wetlands: An area that is regularly saturated by surface or groundwater and 

subsequently is characterized by a prevalence of vegetation that is adapted for 

life in saturated soil conditions. Examples include: swamps, bogs, fens, 

marshes, and estuaries. 

Wind break: Any device designed to block wind flow and intended for protection 

against any ill effects of wind. 

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-k U.S. GOVERNMENT PRINTING OFFICE: 1,,1-532-181/40032