LOWER PLUM CREEK WATERSHED
SITE 28 REHABILITATIONCALDWELL COUNTY, TEXASSPECIFICATIONSSPONSORED BY:
PLUM CREEK CONSERVATION DISTRICTHAYS COUNTY SOIL AND WATER CONSERVATION DISTRICTCALDWELL-TRAVIS SOIL AND WATER CONSERVATION DISTRICTCOOPERATING WITH
NATURAL RESOURCES CONSERVATION SERVICE
OF THE
U.S. DEPARTMENT OF AGRICULTURE

signed by RICHARD WENBERG
RICHARD WENBERG Digitally
Date: 2024.04.09 14:37:42 -05'00'

APRIL 2024

1.

Specifications:
Construction
Specification No.
2
3
5
6
7
8
9
11
21
23
24
26
27
31
34
41
45
53
61
71
81
91
92
94
95

Title
Clearing and Grubbing
Structure Removal
Pollution Control
Seeding, Sprigging and Mulching
Construction Surveys
Mobilization and Demobilization
Traffic Control
Removal of Water
Excavation
Earthfill
Drainfill
Topsoiling
Diversions and Waterways
Concrete for Major Structures
Steel Reinforcement
Reinforced Concrete Pressure Pipe Conduits
Plastic Pipe
Ductile Iron Pipe
Rock Riprap
Water Control Gates
Metal Fabrication and Installation
Chain Link Fence
Field Fence
Contractor Quality Control
Geotextile

Date
5/01
5/01
1/14
9/18
1/09
5/01
5/01
5/01
5/01
2/20
5/01
5/01
5/01
9/18
9/18
1/14
1/09
5/01
9/18
5/01
5/01
9/18
1/09
1/09
1/14

Material
Specification No.
521
522
523
531
532
533
534
535
536
539
541
547
553
571
581
582
591
592

Title
Aggregates for Drainfill and Filters
Aggregates for Portland Cement ConcreteRock for Riprap
Portland Cement
Supplementary Cementitious Materials
Chemical Admixtures for Concrete
Concrete Curing CompoundPreformed Expansion Joint Filler
Sealing Compound for Joints for Concrete and Concrete Pipe
Steel Reinforcement (for concrete)
Reinforced Concrete Pressure Pipe
Plastic Pipe
Ductile Iron Pipe
Slide Gates
Metal
Galvanizing
Field Fencing Material
Geotextile

Date
2/22
2/22
4/22
2/22
2/22
2/22
5/23
2/22
4/22
7/22
2/22
4/22
2/22
4/22
4/22
2/22
4/22
4/22

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TX-LOWER PLUM CREEK, SITE 28 REHABILITATIONi2.

Definitions:Contracting Local Organization (CLO) – Plum Creek Conservation District
Owners –Hays County SWCD, Caldwell-Travis SWCD, and Plum Creek Conservation District
Contracting Officer – Designated representative from the Plum Creek Conservation District.
Government - Natural Resources Conservation Service (NRCS)
Service - NRCS
Engineer - NRCS Construction Engineer
Contracting Officer's Representative (COR) - NRCS Construction Engineer
Government Representative (GR) – NRCS Construction Engineer
Inspector - NRCS Construction Inspector (on-site)
Quality Assurance (QA) - NRCS Construction Inspector (on-site)
Quality Control (QC) - Contractor's Construction Inspector (on-site)

3.

Drawings:
Site No. 28 Rehabilitation, Drawing No. TX-EN-0781, Sheets 1 through 47 plus Cover Sheet.

4.

Location:
Structure Site No. 28 is located approximately 9.8 miles east of Lockhart, approximately 0.6 miles
northeast of the McMahan Community, Caldwell County, Texas.

5.

Time to be allowed for completion of contract is 779 calendar days. (holidays andweather days not included)

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Construction Specification 2—Clearing and Grubbing
1. Scope
The work consists of clearing and grubbing and disposal of trees, snags, logs, brush, stumps, shrubs, andrubbish from the designated areas.
2. Protection of existing vegetation
Trees and other vegetation designated to remain undisturbed shall be protected from damage throughout
the duration of the construction period. Any damages resulting from the contractor's operations or neglect
shall be repaired by the contractor.
Earthfill, stockpiling of materials, vehicular parking, and excessive foot or vehicular traffic shall not beallowed within the drip line of vegetation designated to remain in place. Vegetation damaged by any ofthese or similar actions shall be replaced with viable vegetation of the same species, similar condition,and like size unless otherwise approved by the contracting officer.
Any cuts, skins, scrapes, or bruises to the bark of the vegetation shall be carefully trimmed and local
nursery accepted procedures used to seal damaged bark.
Any limbs or branches 0.5 inch or larger in diameter that are broken, severed, or otherwise seriously
damaged during construction shall be cut off at the base of the damaged limb or branch flush with theadjacent limb or tree trunk. All roots 1-inch or larger in diameter that are cut, broken, or otherwise
severed during construction operations shall have the end smoothly cut perpendicular to the root. Roots
exposed during excavation or other operations shall be covered with moist earth or backfilled as soon as
possible to prevent the roots from drying out.

3. Marking
The limits of the area(s) to be cleared and grubbed will be marked by stakes, flags, tree markings, or othersuitable methods. Trees to be left standing and uninjured will be designated by special markings placedon the trunk about 6 feet above the ground surface.
4. Clearing and grubbing
All trees not marked for preservation and all snags, logs, brush, stumps, shrubs, rubbish, and similarmaterials shall be cleared from within the limits of the designated areas. Unless otherwise specified, allstumps, roots, and root clusters that have a diameter of 1 inch or larger shall be grubbed out to a depth ofat least 2 feet below subgrade for concrete structures and 1 foot below the ground surface at embankment
sites and other designated areas.
5. Disposal
All materials cleared and grubbed from the designated areas shall be disposed of at locations shown on
the drawings or in a manner specified in section 7. The contractor is responsible for complying with all
local rules and regulations and the payment of any and all fees that may result from disposal at locations
away from the project site.
6. Measurement and payment
Method 1—For items of work for which specific units prices are established in the contract, the cleared
and grubbed area is measured to the nearest 0.1 acre. Payment for clearing and grubbing is made for the
total area within the designated limits at the contract unit price. Such payment will constitute full(210-VI-NEH, May 2001)

2-1

compensation for all labor, equipment, tools, and all other items necessary and incidental to thecompletion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the length ofthe cleared and grubbed area is measured to the nearest full station (100 feet) along the line designated on
the drawing or identified in the specifications. Payment for clearing and grubbing is made for the total
length within the designated limits at the contract unit price. Such payment will constitute fullcompensation for all labor, equipment, tools, and all other items necessary and incidental to thecompletion of the work.
Method 3—For items of work for which specific unit prices are established in the contract, each tree,
stump, and snag having a diameter of 4 inches or larger and each log having a diameter of 4 inches orlarger and a length of 10 feet are measured before removal. The size of each tree and snag is determinedby measuring its trunk at breast height above the natural ground surface. The size of each log isdetermined by measuring the butt and by measuring its length from butt to tip. The size of each stump is
measured at the top. Diameter is determined by dividing the measured circumference by 3.14.
Payment for clearing and grubbing of each tree, stump, and snag having a diameter of 4 inches or larger
and each log having a diameter of 4 inches or larger and a length of 10 feet or larger is made at thecontract unit price for its size designation as determined by the following schedule:
Measured diameter(in)Size designation(in)

4 to 88 to 1212 to 24
24 to 36
36 to 60
Over 60

6
10
18
30
48
60

The sum of such payments shall constitute full compensation for clearing and grubbing (including theclearing and grubbing of smaller trees, stumps, snags, logs, brush, shrubs, and roots), applicable permits
and associated fees, and rubbish removal. Such payment shall constitute full compensation for all labor,
equipment, tools, and all other items necessary and incidental to the completion of the work.
Method 4—For items of work for which specific lump sum prices are established in the contract, payment
for clearing and grubbing is made at the contract lump sum price. Such payment shall constitute fullcompensation for all labor, equipment, tools, and all other items necessary and incidental to thecompletion of the work.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7.

7. Items of work and construction details(210-VI-NEH, May 2001)

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7.

Items of work and construction details
In Section 5, Disposal, all materials removed from the cleared and grubbed areas shall be buried
or burned at areas approved by the Engineer. Items designated to be salvaged shall be placed in
an area(s) approved by the Engineer. All disposal methods shall be in accordance with state andlocal regulations.
Burning shall be accomplished at such times and manner as to minimize the annoyance or
discomfort of the inhabitants of the area and not create nuisance conditions.
In Section 6, Measurement and payment, Method 4 shall apply.
Locations for buried materials shall be designated at the time of the showing of the site toprospective bidders. Buried material shall have a minimum earthfill cover of not less than 3 feet.
The cover shall be placed in two lifts with each lift compacted by traversing the entire surface
with one tread track of the material placement equipment. The top lift shall be mounded at least 6
inches higher than the surrounding undisturbed area to prevent unsightly depressions after
settlement. The finished surface of the disposal area shall be uniformly graded to prevent
ponding of water.
All trees, snags, logs, brush, shrubs, stumps, and rubbish that are felled, detached, or otherwise
dislocated in or near stream channels shall be disposed of as specified or removed to higher
ground prior to the end of each workday. The Contractor is to take precaution, when temporarily
stockpiling cleared and grubbed materials, to guard against such cleared and grubbed materials
being floated or transported off the worksite by rainstorm runoff.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 1, Clearing and Grubbing(1)

This item shall consist of all clearing and grubbing and disposal within the work
limits including areas designated as stockpile, campsite, waste, borrow, and site
access as shown on the drawings. This includes the disposal of existing brushpiles, downed debris, piles of rock, metal, concrete, and other such rubbish
required for construction of the works of improvement as shown on the drawings.

(2)

Unless otherwise marked or designated by the Contracting Officer, trees locatedwithin the defined campsite and stockpile areas that are greater than 10-inches indiameter when measured at a height between 3 and 4 feet above the natural
ground surface shall not be cleared/removed and protected in accordance with
Section 2 of this specification.

(3)

The actual limits of required clearing and grubbing will be as designated or
staked at the time of the showing the site to prospective bidders.

(4)

Existing brush piles and downed debris shall be disposed as specified above andshall be designated, and/or marked at the time of the showing the site toprospective bidders.

(5)

Gravel piles within the campsite area and proposed construction areas, as well as
any road base material excavated from the existing road during construction
operations shall be salvaged and placed in an area approved by the Engineer.

(6)

Upon completion of the clearing and grubbing operation, all areas which havebeen cleared and grubbed shall be dressed to be reasonably smooth by blading,

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dragging or floating. The entire area shall be reasonably free of abrupt mounds,
dips and windrows to provide a clear area for construction staking.

(210-VI-NEH, May 2001)

2-4

Construction Specification 3—Structure Removal
1. Scope
The work shall consist of the removal, salvage, and disposal of structures (including fences) from thedesignated areas.
2. Marking
Method 1—Each structure or structure part to be removed will be marked with stakes, flags, paint, orother suitable method.
Method 2—The area boundaries from which structures must be removed will be marked using stakes,
flags, paint, or other suitable method. Structures to remain undisturbed or to be salvaged will be
designated by special markings.

3. Removal
Method 1—All structures designated for removal in the contract shall be removed to the specified extent
and depth.
Method 2—Within the areas so marked, all visible and buried structures identified shall be removed tothe specified extent and depth.

4. Salvage
Structures or structure parts that are designated to be salvaged shall be carefully removed and neatly
placed in the specified or approved storage location. Salvaged structures that are capable of being
disassembled shall be dismantled into individual members or sections. Such structures shall be neatly andsystematically match marked with paint before disassembly. All connectors and other parts shall bemarked to indicate their proper location within the structure and shall be fastened to the appropriate
structural member or packed in suitable containers.
Material from fences designated to be salvaged shall be placed outside the work area on the property on
which the fence was originally located. Fence wire shall be rolled into uniform rolls of suitable size andneatly piled with other salvaged materials. Posts and rails shall be neatly stacked.

5. Disposal of refuse materials
Refuse materials resulting from structure removal shall be disposed of in a manner and at locations
specified in section 7 of this specification or in an acceptable manner and at locations approved by thecontracting officer. Disposal by burning shall be in accordance with local rules and regulations.
6. Measurement and payment
Method 1—For items of work for which specific unit prices are established by the contract, payment for
the removal of each structure unit, except fences, is made at the contract unit price. Fences removed or
removed and salvaged are measured to the nearest linear foot. Payment for fence removal or removal andsalvage is made at the contract unit prices for each type and size of fence.
Such payment will constitute full compensation for all labor, equipment, tools, applicable permits andassociated fees for burning and disposal of refuse, and all other items necessary and incidental to thecompletion of the work.

(210-VI-NEH, May 2001)

3-1

Method 2—For items of work for which specific lump sum prices are established by the contract,
payment for structure removal is made at the contract lump sum price.
Such payment will constitute full compensation for all labor, equipment, tools, applicable permits andassociated fees for burning and disposal of refuse, and all other items necessary and incidental to thecompletion of the work.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed as a contract line item numberin the bid schedule, is included in the payment for the item of work to which it is made subsidiary. Suchitems and items to which they are made subsidiary are identified in section 7 of this specification.

7. Items of work and construction details(210-VI-NEH, May 2001)

3-2

7.

Items of work and construction details
In Section 2, Marking, Method 1 shall apply.
In Section 5, Disposal, rubbish or non-woody material shall be disposed of by the Contractor atsites of his own choosing away from the construction site as approved by the Engineer. Woody
materials shall be disposed by burning and/or burying at areas designated in Construction
Specification 2, Clearing and Grubbing. All disposal methods shall be in accordance with stateand local regulations.
Items of work to be performed in conformance with this specification and the construction details
therefore are:
a.

b.

c.

Bid Item 2, Structure Removal, Existing Fences(1)

This item shall consist of the removal, salvage, and disposal of all designatedfences in the construction area.

(2)

The limits of fences to be removed shown on the drawings are approximate.
Additionally, some fences may exist within the construction areas that are notdelineated on the drawings. The actual limits of fences required to be removed
will be marked on the site at the time of the showing of the site to prospective
bidders.

(3)

All tee posts removed shall be salvaged in accordance with Section 4 of thisspecification and stockpiled in an area approved by the Contracting Officer. The
salvaged tee posts may be released to the landowner under a signed release ofmaterials between the Contractor, Sponsor, and Landowner.

(4)

All other fencing materials shall be disposed of as indicated above.

(5)

In Section 3, Removal, Method 2 shall apply. The fences shall be removed to thebottom of the footing and/or post.

(6)

In Section 6, Measurement and payment, Method 1 shall apply.

Bid Item 3, Structure Removal, Existing Principal Spillway(1)

This item shall consist of the removal and disposal of the designated conduit
sections, concrete cradle, pipe cantilever and support from the existing principal
spillway system, as stated or otherwise shown on the drawings.

(2)

The existing principal spillway conduit may be used for dewatering and may
remain open until the new principal spillway system, impact basin, and outlet
channel installation are complete.

(3)

In Section 3, Removal, Method 1 shall apply. The limits of removal shall be as
shown on the drawings.

(4)

In Section 6, Measurement and payment, Method 2 shall apply.

(5)

The items of work subsidiary to this bid item are:(a)

Structure Removal, Asbestos Cement Pipe as specified in Construction
Specification 3.7.c, below.

(b)

Excavation, Structure Removal as specified in Construction Specification
21.

Subsidiary Item, Structure Removal, Asbestos Cement Pipe

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d.

(1)

This item shall consist of the removal and disposal of the designated asbestos
cement pipe sections using industry recognized best management practices andstandards to ensure compliance with applicable federal, state and local
regulations to prevent/limit potential pollutants.

(2)

The Contractor shall acquire the services of a Texas Department of State HealthServices (TxDSHS) - licensed Asbestos Abatement Contractor to develop an
abatement plan and oversee the removal and disposal of the asbestos cement pipe
from the locations indicated in the construction drawings.

(3)

The Asbestos Abatement Contractor shall furnish all labor, materials, facilities,
equipment, services, employee training, testing, permits, agreements, transport,
and disposal necessary to perform the work required for the asbestos pipe
removal and disposal in accordance with EPA, OSHA, NIOSH, and State ofTexas regulations.

(4)This item shall also include all excavation and earthfill beyond the limits shownin the construction drawings to expose the asbestos cement pipe to allow forremoval and disposal.

(5)

In Section 3, Removal, Method 1 shall apply. The approximate limits of removal
shall be as shown on the drawings. The final limits shall be as approved by theEngineer.

(6)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item Structure Removal, Existing
Principal Spillway as indicated in 3.7.b.

Subsidiary Item, Structure Removal, Existing Principal Spillway Metalwork(1)

This item shall consist of the removal and disposal of the existing principal
spillway metalwork in accordance with applicable State and local regulations.

(2)This item shall include the removal and disposal of all steel or cast iron items
attached to the existing principal spillway riser including the slide gate, stem,
stem guides, hoist/handwheel, orifice plate, air vent, angle iron trash rack,
brackets, bolts, fasteners and grate frames.

(3)

The aluminum grating removed from the riser shall be salvaged and reused.

(4)

The weather station and all corresponding supports, fasteners, wiring, conduit,
etc. shall be salvaged and re-installed upon construction completion.

(5)

In Section 3, Removal, Method 1 shall apply.

(6)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid items for Slide Gate, 12”
Diameter Opening, and Principal Spillway Metalwork, as appropriate.

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Construction Specification 5—Pollution Control
1. Scope
The work consists of installing measures or performing work to control erosion and minimize the production of
sediment and other pollutants to water and air from construction activities.
The following BioPreferred® product categories are applicable to this specification: — mulch and compost materials
erosion control materials
fertilizers
dust suppressantsagricultural spray adjuvants

2. Material
Silt fence shall conform to the requirement of Materials Specification 592, Geotextile. All other material furnishedshall meet the requirements of the material specifications listed in section 8 of this specification.

3. Erosion and sediment control measures and works
The measures and works shall include, but are not limited to, the following:
Staging of earthwork activities—The excavation and moving of soil materials shall be scheduled to minimize thesize of areas disturbed and unprotected from erosion for the shortest reasonable time.
Seeding—Seeding to protect disturbed areas shall occur as soon as reasonably possible following completion of thatearthwork activity.
Mulching—Mulching to provide temporary protection of the soil surface from erosion.
Diversions—Diversions to divert water from work areas and to collect water from work areas for treatment and safe
disposition. They are temporary and shall be removed and the area restored to its near original condition when thediversions are no longer required or when permanent measures are installed.
Stream crossings—Culverts or bridges where equipment must cross streams. They are temporary and shall be
removed and the area restored to its near original condition when the crossings are no longer required or whenpermanent measures are installed.
Sediment basins—Sediment basins collect, settle, and eliminate sediment from eroding areas from impacting
properties and streams below the construction site(s). These basins are temporary and shall be removed and the area
restored to its original condition when they are no longer required or when permanent measures are installed.
Sediment filters—Straw bale filters or geotextile silt fences trap sediment from areas of limited runoff. Sediment
filters shall be properly anchored to prevent erosion under or around them. Silt fences shall be installed and maintained in accordance with ASTM D6462. These filters are temporary and shall be removed and the area restored toits original condition when they are no longer required or when permanent measures are installed.
Waterways—Waterways for the safe disposal of runoff from fields, diversions, and other structures or measures.
These works are temporary and shall be removed and the area restored to its original condition when they are nolonger required or when permanent measures are installed.
Other—Additional protection measures as specified in section 8 of this specification or required by Federal, State,
or local government.

(210-VI-NEH, January 2014)

5-1

4.
Chemical pollution
The contractor shall provide watertight tanks or barrels or construct a sump sealed with plastic sheets to collect andtemporarily contain chemical pollutants, such as drained lubricating or transmission fluids, grease, soaps, concrete
mixer washwater, or asphalt, produced as a by-product of the construction activities. Pollutants shall be disposed ofin accordance with appropriate state and Federal regulations. At the completion of the construction work, tanks,barrels, and sumps shall be removed and the area restored to its original condition as specified in section 8 of thisspecification. Sump removal shall be conducted without causing pollution.
Sanitary facilities, such as chemical toilets, or septic tanks shall not be located next to live streams, wells, or springs.
They shall be located at a distance sufficient to prevent contamination of any water source. At the completion of
construction activities, facilities shall be disposed of without causing pollution as specified in section 8 of thisspecification.

5.
Air pollution
The burning of brush or slash and the disposal of other materials shall adhere to state and local regulations.
Fire prevention measures shall be taken to prevent the start or spreading of wildfires that may result from project
activities. Firebreaks or guards shall be constructed and maintained at locations shown on the drawings.
All public access or haul roads used by the contractor during construction of the project shall be sprinkled orotherwise treated to fully suppress dust. All dust control methods shall ensure safe construction operations at all
times. If chemical dust suppressants are applied, the material shall be a commercially available product specificallydesigned for dust suppression and the application shall follow manufacturer's requirements and recommendations. A
copy of the product data sheet and manufacturer's recommended application procedures shall be provided to theengineer 5 working days before the first application.

6.
Maintenance, removal, and restoration
All pollution control measures and temporary works shall be adequately maintained in a functional condition for theduration of the construction period. All temporary measures shall be removed and the site restored to near original
condition.
7.
Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, each item is measured to
the nearest unit applicable. Payment for each item is made at the contract unit price for that item. For water orchemical suppressant items used for dust control for which items of work are established in section 8 of thisspecification, measurement for payment will not include water or chemical suppressants that are used
inappropriately or excessive to need. Such payment will constitute full compensation for the completion of the work.
Method 2—For items of work for which lump sum prices are established in the contract, payment is made as thework proceeds and supported by invoices presented by the contractor that reflect actual costs. If the total of all
progress payments is less than the lump sum contract price for this item, the balance remaining for this item will be
included in the final contract payment. Payment of the lump sum contract price will constitute full compensation forcompletion of the work.
Method 3—For items of work for which lump sum prices are established in the contract, payment will be prorated
and provided in equal amounts on each monthly progress payment estimate. The number of months used forprorating shall be the number estimated to complete the work as outlined in the contractor's approved construction
schedule. The final month's prorate amount will be provided with the final contract payment. Payment as described
will constitute full compensation for completion of the work.
All Methods—The following provisions apply to all methods of measurement and payment. Compensation for any
item of work described in the contract, but not listed in the bid schedule is included in the payment for the item of(210-VI-NEH, January 2014)5-2

work to which it is made subsidiary. Such items, and the items to which they are made subsidiary, are identified in
section 8 of this specification.

8.

Items of work and construction details(210-VI-NEH, January 2014)5-3

8. Items of work and construction details
This construction site is greater than five (5) acres in area and is subject to the Texas Pollutant
Discharge Elimination System (TPDES) requirements administered by the Texas Commission on
Environmental Quality (TCEQ). Rules for the TPDES process relative to construction sites arecontained in the TPDES General Permit NO. TXR150000. A copy of General permit No.
TXR150000 may be found at the TCEQ website.
In conformance with TPDES General Permit TXR150000, a Storm Water Pollution Prevention
Plan (SWP3) is required for the construction site. The Contractor shall prepare a SWP3 inaccordance with the TPDES general permit requirements. The SWP3 shall include a detailed
work sequence outline that defines and delineates the proposed construction operation andincludes the minimum pollution control practices indicated on the construction drawings, as wellas any additional measures that may be required to meet TPDES requirements. The SWP3 andany subsequent amendments shall be signed by the Contractor and submitted to the Contracting
Officer prior to issuance of the Notice to Proceed. A copy of the approved SWP3, as amended,
will be maintained at the construction site by the Contractor. A copy of the permit shall be
attached to the SWP3.
A copy of the Notice of Intent (NOI) shall be posted at the site until the TPDES permit number isissued for the site. An 8 ½” x 11” notice shall be posted at the site giving the following
information about the permit: permit number, contact name, contact phone and projectdescription. If a permit number has not been issued, a copy of the NOI shall be posted with thenotice.
If the Contractor identifies sediment control items, which are considered essential to theanticipated construction operation, but which are not reflected by the contract bid schedule, awritten request for a contract modification will be provided to the Contracting Officer. The
request will identify the items, operation, and provide an assessment of changes to the contract
cost and performance time.
TPDES also requires an NOI and Notice of Termination (NOT) to be filed with TCEQ. The
Contractor will be responsible for submitting the Contractor’s copy of the NOI to the Engineer at
least five business days before work begins. When the contract is completed, the Contractor shallprovide the NRCS Project Engineer a copy of the NOT that he/she will file with the TCEQ.
In conformance with TPDES requirements, the Inspector and the Contractor (or the Contractor’s
Quality Control person) shall perform periodic inspections of the sediment control practices.
Inspections will be conducted bi-weekly (first work day of each week) and within 24 hours of any
rainfall event of more than 0.5 inches at the construction site. After each inspection, a written
report will be prepared which summarizes the status of inspected items. The reports will (a)evaluate effectiveness, (b) identify maintenance needs and/or (c) recommend remedial corrective
action and will be prepared and signed by the Engineer and the Contractor. The report shall be
filed on site in the same location as the SWP3. The Contractor shall be responsible for identified
corrective maintenance needs.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 4, Pollution Control(1)This item shall consist of performing all work and furnishing all materials
necessary to accomplish the work defined in Section 1 of this specification,
including all works required to prepare and implement the Storm Water Pollution
Prevention Plan, installation and maintenance of the rock sediment filter,

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installation and maintenance of the stabilized construction entrance, andmaintenance of the fabric sediment filters, but not the furnishing and installationof the fabric sediment filters.

b.

(2)

The rock sediment filter and stabilized construction entrance shall be installed asshown on the drawings and otherwise needed to control sediment from leaving
the construction site.

(3)

Removal of temporary pollution works such as the stabilized construction
entrance, rock sediment filter, as well as fabric sediment filters shall be inaccordance with the SWP3 and approved by the Engineer.

(4)

In Section 7, Measurement and payment, Method 3 shall apply.

Bid Item 5, Silt Fence(1)

This item shall consist of furnishing and installing silt fence to the lengths andlocations designated on the drawings and otherwise needed to control sedimentfrom leaving the construction site. Maintenance of installed silt fence shall be
paid for under the bid item for Pollution Control.

(2)

In Section 3, Erosion and sediment control measures and works, sediment filters
shall be limited to geotextile sediment filters supported by steel wire mesh or
prefabricated polymer mesh and meet the general requirements defined in Table
2 “Temporary Silt Fence Material Property Requirements Under High Water
Flow Conditions” of ASTM D6461. For all conditions, post spacing for silt
fence shall not exceed four (4) feet.

(3)

In Section 7, Measurement and payment, Method 1 shall apply.

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Construction Specification 6—Seeding, Sprigging, and Mulching
1. Scope
The work consists of preparing the area for treatment; furnishing and placing seed, sprigs, mulch,fertilizer, inoculant, lime, and other soil amendments; and anchoring mulch in designated areas as
specified.
The following BioPreferred® product categories are applicable to this specification:— mulch and compost materials— erosion control materials— fertilizers— agricultural spray adjuvants

2. Material
Seed—All seed must conform to the current rules and regulations of the State where it is being used andmust be from the latest crop available. It must meet or exceed the standard for purity and germination
listed in section 7.
Seed must be labeled in accordance with State laws and U.S. Department of Agriculture rules andregulations under the Federal Seed Act in effect on the date of invitations for bids. Bag tag figures areevidence of purity and germination. No seed may be accepted with a test date of more than 9 months
before the date of delivery to the site.
Seed that has become wet, moldy, or otherwise damaged in transit or storage will not be accepted. The
percent of noxious weed seed allowable must be as defined in the current State laws relating toagricultural seeds. Each type of seed must be delivered in separate sealed containers and fully tagged
unless an exception is granted in writing by the contracting officer.
Fertilizer—Unless otherwise specified, the fertilizer must be a commercial-grade fertilizer. It must meetthe standard for grade and quality specified by State law. Where fertilizer is furnished from bulk storage,
the contractor must furnish a supplier’s certification of analysis and weight. When required by thecontract, a representative sample of the fertilizer must be furnished to the contracting officer for chemical
analysis.
Inoculants—The inoculant for treating legume seeds must be a pure culture of nitrogen-fixing bacteria
prepared specifically for the species and must not be used later than the date indicated on the container oras otherwise specified. A mixing medium, as recommended by the manufacturer, must be used to bondthe inoculant to the seed. Two times the amount of the inoculant recommended by the manufacturer must
be used, except that four times the amount must be used when seed is applied using a hydraulic seeder.
Seed must be sown within 24 hours of treatment and must not remain in the hydraulic seeder longer than
4 hours.
Lime and other soil amendments—Lime must consist of standard ground agriculture limestone, orapproved equivalent. Standard ground agriculture limestone is defined as ground limestone meetingcurrent requirements of the State department of agriculture. Other soil amendments must meet quality
criteria and application requirements specified in section 7.
Mulch tackifiers—Asphalt emulsion tackifiers must conform to the requirements of ASTM D977,
Specification for Emulsified Asphalt. The emulsified asphalt may be rapid setting, medium setting, or
slow setting. Nonasphaltic tackifiers required because of environmental considerations must be as
specified in section 7.

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Straw mulch material—Straw mulch must consist of wheat, barley, oat or rye straw, hay, grass cut from
native grasses, or other plants as specified in section 7. The mulch material must be air-dry, reasonably
light in color, and must not be musty, moldy, caked, or otherwise of low quality. The use of mulch that
contains noxious weeds is not permitted. The contractor must provide a method satisfactory to thecontracting officer for determining weight of mulch furnished.
Other mulch materials—Mulching materials, such as wood cellulose fiber mulch, mulch tackifiers,synthetic fiber mulch, netting, and mesh may be required for specialized locations and conditions. Thesematerials, when specified, must be accompanied by the manufacturer’s recommendations for methods ofapplication.

3. Seeding mixtures, sod, sprigs, and dates of planting
The application rate per acre for seed mixtures, sprigs, or sod and date of seeding or planting must be as
shown on the plans or as specified in section 7.
4. Seedbed preparation and treatment
Areas to be treated must be dressed to a smooth, firm surface. On sites where equipment can operate on
slopes safely, the seedbed must be adequately loosened (4 to 6 inches deep) and smoothed. Depending on
soil and moisture conditions, disking or cultipacking, or both, may be necessary to properly prepare aseedbed. Where equipment cannot operate safely, the seedbed must be prepared by hand methods by
scarifying to provide a roughened soil surface so that broadcast seed will remain in place.
If seeding is to be accomplished immediately following construction operations, seedbed preparation may
not be required except on a compacted, polished, or freshly cut soil surface.
Rocks larger than 6 inches in diameter, trash, weeds, and other debris that will interfere with seeding ormaintenance operations must be removed or disposed of as specified in section 7.
Seedbed preparation must be discontinued when soil moisture conditions are not suitable for the
preparation of a satisfactory seedbed as determined by the responsible engineer.

5. Seeding, sprigging, fertilizing, mulching, and stabilizing
All seeding or sprigging operations must be performed in such a manner that the seed or sprigs areapplied in the specified quantities uniformly in the designated areas. The method and rate of seedapplication must be as specified in section 7. Unless otherwise specified, seeding or sprigging must be
accomplished within 2 days after final grading is completed and approved.
Fertilizer, lime, and other soil amendments must be applied as specified in section 7. When specified, thefertilizer and soil amendments must be thoroughly incorporated into the soil immediately following
surface application.
The rate, amount, and kind of mulching or mesh must be as specified in section 7. Mulches must be
applied uniformly to the designated areas. They must be applied to areas seeded not later than 2 working
days after seeding has been performed. Straw mulch material must be stabilized within 24 hours ofapplication using a mulch crimper or equivalent anchoring tool or by a suitable tackifier. When the mulch
crimper or equivalent anchoring tool is used, it must have straight blades and be the type manufactured
expressly for and capable of firmly punching the mulch into the soil. Where the equipment can be safely
operated, it must be operated on the contour. Hand methods must be used where equipment cannot safely
operate to perform the work required.
The tackifier must be applied uniformly over the mulch material at the specified rate, or it must be
injected into the mulch material as it is being applied. Mesh or netting stabilizing materials must be
applied smoothly but loosely on the designated areas. The edges of these materials must be buried or
securely anchored using spikes or staples as specified in section 7.

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The contractor must maintain the mesh or netting areas until all work under the contract has
been completed and accepted. Maintenance must consist of the repair of areas damaged bywater erosion, wind, fire, or other causes. Such areas must be repaired to reestablish theintended condition and to the design lines and grades required by the contract. The areas must
be refertilized, reseeded, and remulched before the new application of the mesh or netting.

6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract,each area treated is measured as specified in section 7 and the area is calculated to the nearest
0.1 acre. Payment for treatment is made at the contract unit price for the designated treatment,
which will constitute full compensation for completion of the work.
When specified as an item of work, mesh or netting is measured to the nearest square yard of
surface area covered and accepted. Payment is made at the contract unit price and will constitutefull compensation for completion of the work.
Method 2—For items of work for which specific lump-sum prices are established in thecontract, the quantity of work will not be measured for payment. Payment for this item ismade at the contract lump- sum price for the item and constitutes full compensation for thecompletion of the work.
Method 3—For items of work for which lump-sum prices are established in the contract,
payment is made as the work proceeds. Progress payments are determined as specified in
section 7. Payment of the lump sum contract price constitutes full compensation forcompletion of the work.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid schedule
is included in the payment for the item of work to which it is made subsidiary. Such items andthe items to which they are made subsidiary are identified in section 7.

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7.

Items of work and construction details
In Section 5, Seeding, sprigging, fertilizing, mulching, and stabilizing, straw mulch material shallconsist of coastal bermudagrass or a native bluestem mix and the rate of application shall be 2-1/2
tons per acre. Mulches shall be stabilized by a non-asphaltic tackifier or by a mechanicalcrimper. Unless otherwise recommended by the manufacturer, non-asphaltic tackifier shall beapplied at a rate of 40 pounds per acre. The contractor shall submit the manufacturer’s productdata and installation instructions for the tackifier to the Contracting Officer for approval of the
product prior to placement.
When working on slopes which are steeper than 3:1 horizontal to vertical, all rubber tire
equipment on the slope will be held with truck or tractor and winch line with the truck or tractor
operating along the crown of the embankment or other suitable flat surface. As an alternative,
track (crawler) equipment with a low center of gravity may be used to perform work on slopes
without a winch line requirement when operated in accordance with applicable OSHA
requirements.
Disturbed areas and slopes in the reservoir area below the elevation of the lowest un-gated outlet
shall not be chisel plowed or disked. Permanent vegetation is not required below the elevation of
the lowest un-gated outlet. Plowing shall be on the approximate contour. Plowing will not be
permitted when the ground is frozen or wet to the point that rutting would occur during theplowing process. The ground surface shall be left reasonably smooth and free of windrows,
ridges, or depressions.
Fertilizer shall be of the pelleted form and shall be uniformly mixed. Prior to planting thegrasses, fertilizer shall be applied and worked into the soil by disking with a weighted tandem
disk to a depth of approximately 4 inches. No fertilizer shall be applied when the ground isexcessively wet, frozen, or otherwise in an untillable condition. The rate of application offertilizer shall be based on a routine soil fertility test conducted for vegetation establishment inaccordance with the soil sampling and testing procedures outlined at
http://soiltesting.tamu.edu/files/soilwebform.pdf
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 6, Permanent Vegetation Establishment, Sprigging(1)

This item shall consist of preparing the seedbed and furnishing and applying
sprigs, straw mulch, tackifer and fertilizer to the designated areas as shown on
the drawings and as specified herein.

(2)

In Section 6, Measurement and payment, Method 1 will apply.

(3)

The method of permanent vegetation establishment shall be sprigging of the sitewith Coastal Bermudagrass sprigs.

(4)

Sprigging to establish permanent vegetation shall be conducted between
February 15 and May 1; and August 15 and September 30.

(5)Sprigging shall be conducted with a mechanical sprigging machine. Coastal
bermudagrass sprigs shall be applied at the rate of 24 bushels or 32 cu. ft. peracre. The distance between rows shall not exceed 20 inches. Sprigs shall beplaced in moist soil approximately 3 inches deep and packed. Hand sprigging
may be used in addition to the sprigging machine in inaccessible areas.

(6)

Coastal bermudagrass sprigs shall consist of healthy, uninjured, live stolons andrhizomes free from excessive foreign matter. Excess top growth shall be
removed before sprigs are harvested. Sprigs shall be obtained from a source
within a radius of 100 miles of the works of improvement to be planted. Sprigs

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shall not be cut or chopped shorter than 4 inches. Care shall be exercised to seethat harvested sprigs do not lie exposed to the sun for more than 30 minutes
before they are stacked in piles and covered or loaded for transporting to theplanting site. Harvested sprigs shall be watered in route to the planting site andkept covered and moist until planted. Not more than 30 hours shall elapse
between initial harvest and planting the sprigs.

b.

(7)

In lieu of sprigging, and upon approval of the Contracting Officer, the area
designated for sprigging may be seeded with a mix and seeding rate determinedby the Engineer to establish permanent vegetation. The contract will be
modified, and the Contracting Officer will negotiate a fair and reasonableadjustment to the contract price and performance time with the Contractor for thechange from sprigging to seeding.

(8)

Payment for permanent vegetation establishment shall only be considered after afinding of 85 percent coverage by the planted vegetation is determined by theEngineer and the findings approved by the Contracting Officer.

(9)

If sprigging dates do not meet with the construction schedule, the Contractor
must follow the SWP3 and TCEQ requirements for temporary vegetation until
such time that the permanent vegetative cover can be established. The temporary
vegetative cover shall be as recommended by the local NRCS field office andapproved by the Contracting Officer. During this period, Contractor also mustcomply with SWP3 requirements such as periodic pollution control inspections,etc., and must also protect and maintain completed structural work. There will be
no adjustment to contract price or performance time.

(10)

.

Bid Item 7, Irrigation System(1)

This item shall consist of furnishing and installing a temporary solid set sprinkler
irrigation system as needed to irrigate the areas as designated in Section 7.a. of
this specification.

(2)

The contractor shall furnish to the contracting officer, in writing, a proposed planfor the irrigation system and application 30 days before installing the irrigation
system. The plan shall show the layout, size of all components, sprinkler headspacing, and methods to determine the application and distribution efficiencies.
Acceptance of this plan or the waiving of the plan requirement will not relieve
the contractor of the responsibilities for completing the specified work.

(3)

The system shall be adequate to apply the volume of water and meet theapplication requirements specified in Sections 7.c. (2) and 7.c. (3) of thisspecification. The application of irrigation shall not cause runoff. The
application shall be uniform ensuring that at any point the irrigated area shall bewithin 20 percent of the required application.

(4)

The contractor shall furnish all equipment, operators, maintenance, operating
supplies, and materials needed to install the system. The contractor shall furnish
in-line, propeller type water meter (s) with volumetric calibration. The meter(s)shall be installed so that all water applied for the irrigation of vegetated areas
under the contract will be metered.

(5)

Unless otherwise noted, the system shall be removed upon completion of all
irrigation applications and upon approval of the Engineer.

(6)

In Section 6, Measurement and payment, Method 2 will apply.

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c.

Bid Item 8, Irrigation Water(1)

This item shall consist of applying irrigation water to the areas designated in
Section 7.a. of this specification. It shall include the cost of water and labor.

(2)

The estimated application rate and schedule of irrigations will be as follows: 1stirrigation 2 inches, 2nd, 3rd and 4th irrigations ½ inch at 2-day intervals and thentwice a week for the next 4 weeks at ½ inch applications. Additional irrigation or
adjustment in the application rates may be required as determined and approvedby the Engineer and shall be executed with a modification to the contract tospecify the change and make an equitable adjustment in contract price andperformance time as may be warranted by the change.

(3)

All areas will be irrigated with a sprinkler irrigation system. The total irrigation
at any one time will be based on need as determined by the Engineer. The
irrigation system shall produce a reasonable uniform distribution of the required
application over the irrigated area without excessive runoff or erosion. The
watering efficiency shall not be less than 85%. Adjustments in sprinkler spacing,nozzle sizes, pressures, or in the gross water applied shall be made when neededto accomplish the above objectives.

(4)

The contractor shall be responsible for the water source.

(5)

In Section 6, Measurement and payment, Method 1 will apply. Measurement for
payment will be 1,000 gallon units and will be measured to the nearest 1,000
gallons based on the applied volume determined from the readings of the in-line
water meter(s). An adjustment in the volume of water shall be applied for
application efficiency less than 85 percent.

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Construction Specification 7—Construction Surveys
1. Scope
The work consists of performing all surveys, measurements, and computations required by thisspecification.
2. Equipment and material
Equipment for construction surveys shall be of a quality and condition to provide the required accuracy.
The equipment shall be maintained in good working order and in proper adjustment at all times. Recordsof repairs, calibration tests, accuracy checks, and adjustments shall be maintained and be available forinspection by the engineer. Equipment shall be checked, tested, and adjusted as necessary in conformancewith manufacturer's recommendations.
Material is field notebooks, stakes, templates, platforms, equipment, spikes, steel pins, tools, and all otheritems necessary to perform the work specified.

3. Quality of work
All work shall follow recognized professional practice and the standards of the industry unless otherwise
specified in section 9 of this specification. The work shall be performed to the accuracy and detailappropriate for the type of job. Notes, sketches, and other data shall be complete, recorded neatly, legible,
reproducible and organized to facilitate ease in review and allow reproduction of copies for job
documentation. Survey equipment that requires little or no manual recording of field data shall have
survey information documented as outlined in section 9 of this specification.
All computations shall be mathematically correct and shall include information to identify the bid item,
date, and who performed, checked, and approved the computations. Computations shall be legible,
complete, and clearly document the source of all information used including assumptions andmeasurements collected.
If a computer program is used to perform the computations, the contractor shall provide the engineer withthe software identification, vendor's name, version number, and other pertinent data before beginningsurvey activities. Computer generated computations shall show all input data including values assigned
and assumptions made.
The elevations of permanent and temporary bench marks shall be determined and recorded to the nearest
0.01 foot. Differential leveling and transit traverses shall be of such precision that the error of verticalclosure in feet shall not exceed plus or minus 0.1 times the square root of the traverse distance in miles.
Linear measurements shall be accurate to within 1 foot in 5,000 feet, unless otherwise specified in section
9 of this specification. The angular error of closure for transit traverses shall not exceed 1 minute times
the square root of the number of angles turned.
The minimum requirements for placing slope stakes shall be at 100-foot stations for tangents, as little as
25 feet for sharp curves, breaks in the original ground surface and at any other intermediate stations
necessary to ensure accurate location for construction layout and measurement. Slope stakes and crosssections shall be perpendicular to the centerline. Significant breaks in grade shall be determined for crosssections. Distances shall be measured horizontally and recorded to the nearest 0.1 foot. Side shots forinterim construction stakes may be taken with a hand level.
Unless otherwise specified in section 9 of this specification, measurements for stationing and establishing
the location of structures shall be made to the nearest 0.1 foot.
Elevations for concrete work, pipes, and mechanical equipment shall be determined and recorded to thenearest 0.01 foot. Elevations for earth work shall be determined and recorded to the nearest 0.1 foot.

(210-VI-NEH, January 2009)7-1

4. Primary control
The baselines and bench marks for primary control, necessary to establish lines and grades needed forconstruction, are shown on the drawings and have been located on the job site.
These baselines and bench marks shall be used as the origin of all surveys, layouts, and measurements toestablish construction lines and grades. The contractor shall take all necessary precautions to prevent theloss or damage of primary control points. Any stakes or control points lost or damaged by construction
activity will be reestablished by the contractor or at contractor expense.

5. Construction surveys
Before work starts that requires contractor performed surveys, the contractor shall submit in writing forthe engineer's review: the name, qualifications, and experience of the individuals to be assigned to thesurvey tasks.
Method 1—Contractor performed surveys shall include:• checking and any supplemental or interim staking• performing quantity surveys, measurements, and computations for progress payment• other surveys as described in section 9 of this specification
Method 2—Contractor performed surveys shall consist of all work necessary for:• establishing line and grade for all work
• setting slope stakes for all work
• checking and any supplemental or interim staking• establishing final grade stakes• performing quantity surveys, measurements, and computations for progress payment• other surveys as described in section 9 of this specification
Method 3—Contractor performed surveys shall consist of all work necessary for:• establishing line and grade for all work
• setting slope stakes for all work
• checking and any supplemental or interim staking• establishing final grade stakes• performing quantity surveys, measurements, and computations for progress payments• performing original (initial) and final surveys for determinations of final quantities• other surveys as described in section 9 of this specification.

6. Staking
The construction staking required for the item shall be completed before work on any item starts.
Construction staking shall be completed as follows or as otherwise specified in section 9 of thisspecification:
Clearing and grubbing—The boundary of the area(s) to be cleared and grubbed shall be staked or
flagged at a maximum interval of 200 feet, closer if needed, to clearly mark the limits of work. Whencontractor staking is the basis for determining the area for final payment, all boundary stakes will be
reviewed by the engineer before start of this work item.

(210-VI-NEH, January 2009)7-2

Excavation and fill—Slope stakes shall be placed at the intersection of the specified slopes and groundline. Slope stakes and the reference stakes for slopes shall be marked with the stationing, required cut or
fill, slope ratio, and horizontal distance from the centerline or other control line. The minimum
requirements for placing slope stakes is outlined in section 3, Quality of work.
Structures—Centerline and offset reference line stakes for location, alignment, and elevation shall beplaced for all structures.

7. Records
All survey data shall be recorded in fully identified standard hard-bound engineering survey fieldnotebooks with consecutively numbered pages. All field notes and printed data shall include the purpose
or description of the work, the date the work was performed, weather data, sketches, and the personnel
who performed and checked the work. Electronically generated survey data and computations shall bebound, page numbered, and cross referenced in a bound field notebook containing the index for all survey
activities. All work shall follow recognized professional practice.
The construction survey records shall be available at all times during the progress of the work for
examination and use by the engineer and when requested, copies shall be made available. The original
field notebooks and other records shall be provided to and become the property of the owner before final
payment and acceptance of all work.
Complete documentation of computations and supporting data for progress payments shall be submitted
to the engineer with each invoice for payment as specified in section 9 of the specification. When thecontractor is required to conduct initial and final surveys as outlined in section 5, Construction Surveys,
notes shall be provided as soon as possible after completion to the engineer for the purpose ofdetermining final payment quantities.

8. Payment
Method 1—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds, after presentation of correct and accurate invoices by the contractor showing related
costs and evidence of the charges of suppliers, subcontractors, and others for supplies furnished and work
performed. Invoices for the total amount of the contract price will not be accepted until all surveys arecomplete and required documentation has been determined complete. If the total of such payments is lessthan the lump sum contract price for this item, the unpaid balance will be included in the final contract
payment. Payment of the lump sum contract price will constitute full compensation for completion of all
work under the bid item.
Method 2—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds with progress payment amounts determined as a percentage of the total work
planned as projected from the contractor's approved construction schedule. Payment of the lump sum
contract price will constitute full compensation for completion of all work under this bid item.
All Methods—Payment will not be provided under this item for the purchase price of materials or
equipment having a residual value.
Compensation for any item of work described in the contract, but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and the item towhich they are made subsidiary are identified in section 9 of this specification.

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9.

Items of work and construction details
In Section 3, Quality of work, electronic models created for the purpose of aiding the Contractor
in stake out and/or quantity computations, as well as field layout and staking shall be prepared
and/or performed by a Professional Engineer (PE) or Registered Public Land Surveyor (RPLS)
licensed in Texas.
In Section 5, Construction surveys, Method 2 shall apply.
In Section 6, Staking, Excavation and fill, shall include all centerline and offset reference lines
staked to the minimum requirements for placing slope stakes as outlined in Section 3, Quality ofwork. Sufficient survey data shall be provided to document that the surveyed works meet the
project requirements. Adequacy of provided survey data shall be determined by the Engineer.
In Section 8, Payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 9, Construction Surveys(1)This item shall consist of performing all work required by Section 1 of thisspecification.

(2)

All surveys shall proceed from benchmarks, reference points, and/or stakes set or
established by the Government. The benchmarks are shown on the drawings.

(3)

Initial and final surveys for determinations of final quantities will be performedby the Government.

(4)

In Section 5, Construction Surveys, the surveys conducted by the Contractor
shall include, but not be limited to:

(5)

(a)

Those required to check all excavation, earthfill, and topsoil slopes aswork progresses to ensure such slopes and finished grades/subgrades aremaintained at those specified.

(b)Earthfill, excavated, and topsoiled slopes shall be checked at least eachfive feet of vertical interval and corrected to planned slopes.

(c)

Those required to set “bluetops” for subgrades and finished grades of all
excavations, earthfills, topsoil areas, and appurtenances to the work.

The item of work subsidiary to this bid item is Establishment of Permanent
Reference Markers (PRM), as specified in Construction Specification 31.

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Construction Specification 8—Mobilization and Demobilization
1. Scope
The work consists of the mobilization and demobilization of the contractor's forces and equipment
necessary for performing the work required under the contract. It does not include mobilization anddemobilization for specific items of work for which payment is provided elsewhere in the contract.
Mobilization will not be considered as work in fulfilling the contract requirements for commencement ofwork.
2. Equipment and material
Mobilization shall include all activities and associated costs for transportation of contractor's personnel,
equipment, and operating supplies to the site; establishment of offices, buildings, and other necessary
general facilities for the contractor's operations at the site; premiums paid for performance and payment
bonds including coinsurance and reinsurance agreements as applicable; and other items specified in
section 4 of this specification.
Demobilization shall include all activities and costs for transportation of personnel, equipment, andsupplies not required or included in the contract from the site; including the disassembly, removal, andsite cleanup of offices, buildings, and other facilities assembled on the site specifically for this contract.
This work includes mobilization and demobilization required by the contract at the time of award. If
additional mobilization and demobilization activities and costs are required during the performance of thecontract as a result of changed, deleted, or added items of work for which the contractor is entitled to an
adjustment in contract price, compensation for such costs will be included in the price adjustment for theitem or items of work changed or added.

3. Payment
Payment will be made as the work proceeds, after presentation of paid invoices or documentation of
direct costs by the contractor showing specific mobilization and demobilization costs and supporting
evidence of the charges of suppliers, subcontractors, and others. When the total of such payments is lessthan the lump sum contract price, the balance remaining will be included in the final contract payment.
Payment of the lump sum contract price for mobilization and demobilization will constitute fullcompensation for completion of the work.
Payment will not be made under this item for the purchase costs of materials having a residual value, thepurchase costs of materials to be incorporated in the project, or the purchase costs of operating supplies.

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4.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 10, Mobilization and Demobilization(1)

This item shall consist of performing all items of work for mobilization anddemobilization as required by Sections 1 and 2 of this specification.

(2)

The mobilization operation shall include but not be limited to the items in Section 2of this specification and the following items of work:(a)

The Contractor shall construct a site access at the approximate location
shown on the drawings. The site access shall conform to all applicable
TxDOT requirements for a commercial driveway access point from astate highway and include all necessary improvements to facilitatedrainage and safety. The minimum width of the site access shall be 20
feet to accommodate 2-way traffic.

(b)

An all-weather access road to the construction campsite shall be
constructed and maintained by the Contractor. The access road shall be aminimum of 14 feet wide and be graded and smoothed to provide asurface which can be easily traversed by automobiles. The road shall bemaintained in a smooth rut-free condition throughout the contract period.
Culverts shall be installed at crossings of low areas where significant
concentrations of runoff water accumulate and cause ponding of water.
Culverts installed as a part of this item of work shall have sufficientstrength to support the anticipated loads imposed by construction traffic,
shall be of sufficient size to carry at least the 2-year runoff, and shall be
removed at the end of the contract period. If damage occurs to theculverts due to construction activities, those culverts shall be replaced.
Minimum culvert size shall be 18 inch i.d. and a minimum of 24 feetlong. A minimum of 18 inches of compacted fill shall be placed over topof the pipe before construction equipment is allowed to pass.

(c)

As a part of this bid item the Contractor shall furnish a facility at theconstruction campsite suitable for use as a Field Office for theContracting Local Organization and Government. The facility shallcontain not less than 240 square feet (8-ft-wide by 30-ft-long) having aminimum 7-ft-high ceiling. The facility shall be constructed in aworkmanlike manner and shall be weather-tight. It shall have not lessthan three windows and one door. It shall have a cabinet top range(either gas or electric) with a minimum of two burners or elements andmay be either built in or portable. A microwave oven 0.80 cubic feet insize and having a minimum power rating of 650 watts output, as well as
a 2.5 cubic feet (minimum) refrigerator shall be provided. A substantial
workbench and a table, each 3-ft-wide by 8-ft-long with the work surface
42" above floor level and covered with laminated plastic, shall be
provided. Cabinet storage shelves shall be included with the workbench.
Two standard 60" x 30" office desks with drawers and leg space, as wellas one 48” x 30” adjustable top drafting table shall be provided. Twooffice swivel chairs and 4 straight chairs shall be provided. The floor
shall have a heavy-duty vinyl or similar covering. Walls, ceilings and

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floors shall be constructed in such a manner as to provide a minimum of
1.5 inches of space between inside and outside surfaces. The 1.5-inch
space shall be filled with a high-density insulation material. A closet(30" wide x 42" long) having a 28" wide door shall be included. The
facility shall be wired for electricity with a minimum of three ceiling
fixtures and a minimum of three wall outlets on each long wall. The
facility shall be plumbed and connected to a permanent source ofpressurized water. The Contractor shall furnish a source of potabledrinking water inside the Government’s field trailer and shall maintain asupply of potable drinking water throughout the contract period. A flush
toilet and a wash basin (lavatory) shall be provided within a private area,and shall be properly connected to a sanitary sewer or sanitary holdingtank. If a sanitary holding tank is utilized, it shall be serviced as
frequently as necessary to maintain the flush toilet and wash basin inproper working order and to minimize objectionable odor. A
thermostatically controlled means that is capable of maintaining thetemperature inside the facility at 75 degrees in the summer withrefrigerated air and 80 degrees in the winter, for heating and air
conditioning the facility shall be provided. The facility shall be built insuch a manner that it is substantial and can be easily moved. A
prefabricated building or trailer will be an acceptable facility if approvedby the Contracting Officer. The Contractor shall furnish and install all
utilities to the facility. The facility shall be maintained in good condition
throughout the contract period by the Contractor, except for damages
caused by negligence of the Government or Contracting Local
Organization (CLO). The facility shall be separate and apart from any
building or facilities of the Contractor and shall be for sole use of theGovernment or Contracting Local Organization (CLO).
(d)

The facility shall be securely anchored or tied-down to provide
maximum possible stability against overturning by high winds. Flashingor skirting shall be installed around the facility from floor level to groundlevel.

(e)Access to the door to the facility from the ground shall be provided bysubstantial steps leading to a landing having a minimum size of 5 feetwide by 6 feet long. Substantial handrails shall be provided for the steps
and the landing.

(f)

The facility shall be enclosed by a six (6) foot high chain link fence
placed to provide a minimum of six (6) feet clearance between the fence
and the outside walls of the facility. One (1) gate four (4) feet in width
shall be installed in the fence.

(g)

The Contractor shall furnish and install electrical service to the facility.
The electrical service provided shall meet the requirements of the latest
National Electric Code for providing electric service to the government
facility. The service shall be adequate to address all anticipated electricalloads and meet the minimum voltage and amperage requirements
indicated by the selected trailer and trailer manufacturer
recommendations. The Contractor shall be responsible for supply of
power to the facility office throughout the contract period. If a portable
generator is used to supply electrical power, the Contractor shall be

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responsible for the complete operation and maintenance of the generator.
The generator shall remain in continuous operation 24 hours per day andshall be located a minimum of 100 feet from the facility and shielded so
as to minimize the noise in the facility.

(3)

(h)

The facility and all utilities shall be in place at the worksite prior to thestart of work requiring continuous inspection and no later than 15 days
after receipt of the Notice to Proceed.

(i)

The Contractor shall prohibit livestock entry to the work area by
installation of temporary fencing. Temporary barbed wire fencing shallbe a minimum of three (3) wire fence with a maximum 20 feet post
spacing. Temporary electric fencing shall be a minimum of two (2) wire
fence with a maximum 50 feet post spacing. All temporary fencing shallbe capable of turning a cow and preventing its access to the construction
area. All temporary fencing shall remain in-place and maintained during
the entire contract period, or as approved by the Engineer.

The demobilization operation shall include but not be limited to the following
items of work:(a)

All debris, trash, tires, equipment, equipment parts, chains, cables, andother such items resulting from the construction operation shall, at theContractor’s expense, be removed from the work site and be salvaged by
the Contractor, or disposed of in an appropriate manner which meets all
Federal, State and Local Regulations.

(b)

All disturbed areas shall be bladed or smoothed to blend the area with thesurrounding land surface. The bladed or smoothed surface shall be freeof abrupt mounds, windrows, depressions or other irregularities thatwould prevent the safe operation of ordinary farm equipment thereon.
The finished surface shall prevent diversion of surface runoff and shallprevent standing or ponding water.

(c)

All traffic control devices, warning signs, barricades and any othermaterial used for traffic control shall be removed.

(d)All buildings, trailers, chain link fence, storage sheds, sanitary facilities
and other such items shall be removed from the worksite whenconstruction work is completed.

(e)

All utilities shall be removed from the site as required by the owner ofthe utility after construction work is completed.

(f)

The access road shall be bladed to be smooth and shall be left in a rutfree condition. Any road base material, rock, and culverts installed aspart of the mobilization operation for construction of the all-weather
access road shall be left in place after construction work is completed
unless removal is authorized by the Contracting Officer. A signed
release acknowledging either the removal or leaving of the access roadand its appurtenances shall be obtained between the Contractor andContracting Officer.

(g)

The constructed site access shall remain in-place and be bladed to besmooth and left in a rut-free condition. All culverts, ditches, andNRCS –4/5/2024
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installed safety appurtenances shall be left in working order inaccordance with TxDOT requirements.
(h)

(4)

All temporary fencing installed shall be completely removed and thematerials disposed of in an approved manner. Removal of temporary
fencing shall only be performed under approval of the Contracting
Officer.

The item of work subsidiary to this bid item is Traffic Control as specified inConstruction Specification 9.

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Construction Specification 9—Traffic Control
1. Scope
The work shall consist of establishing traffic control and maintaining safe, convenient use of public roads
and rights-of-way.
2. Traffic and access
The contractor's operations shall cause no unnecessary inconvenience to the public. The public rights-ofway shall be maintained at all times unless interruption is authorized by proper local authority.
Contractor's authorized closing or detour plans shall be provided to the engineer for approval.
Safe and adequate access shall be provided and maintained to all public protection devices and to all
critical utility control locations. Facility access shall be continuous and unobstructed unless otherwise
approved.

3. Storage of equipment and material in public streets
Construction materials and equipment shall not be stored or parked on public streets, roads, or highways.
During any material or equipment loading or unloading activities that may temporarily interfere withtraffic, an acceptable detour shall be provided for the duration of the activity. Any associated expense forthis activity is the responsibility of the contractor.
Excavated material, including suitable material that is intended for adjacent trench backfill or other earth
backfill as specified in section 5 of this specification, shall not be stored on public streets, roads, or
highways that remain in service for the public. Any waiver of this requirement must be obtained from theproper local authority and approved by the engineer. All excess and unsuitable material shall be removed
from the site as soon as possible. Any spillage shall be removed from roadways before they are used by
the public.

4. Street closures, detours, and barricades
The contractor shall comply with the requirements of all applicable responsible units of government forclosure of any street, road, or highway. The contractor shall provide the required barriers, guards, lights,
signs, temporary bridges, and flaggers together with informing the public of any detours and construction
hazards by the most suitable means available, such as local newspapers or radio stations. The contractor isalso responsible for compliance with additional public safety requirements that may arise during
construction. The contractor shall furnish, install, and, upon completion of the work, promptly remove allsigns, warning devices, and other materials used in the performance of this work.
Unless otherwise specified, the contractor shall notify, in writing, the fire chief, police chief, county
sheriff, state patrol, schools that operate school buses, or any other government official as may beappropriate no less than 7 days before closing, partly closing, or reopening any street, road, or highway.
Unless otherwise specified, the contractor shall furnish to the engineer a written plan showing the
proposed method of signing, barricading for traffic control, and safety for street detours and closures.
All temporary detours will be maintained to ensure use of public rights-of-way is provided in a safemanner. This may include dust control, grading, and graveling as required in section 7 of thisspecification.

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5. General and specific references
All signs, signals, barricades, use of flaggers, and other traffic control and public safety devices shallconform to the general requirements set forth in the Manual of Uniform Traffic Control Devices(MUTCD) and the latest edition of Standard Highway Signs and Standard Alphabets for Highway Signs
and/or OSHA Construction Industry Standards (29 CFR Part 1926), Subpart G, Signs, Signals, andBarricades unless otherwise specified in section 7 of this specification.
6. Measurement and payment
For items of work for which specific lump sum prices are established in the contract, payment for thework is made at the contract lump sum price. Progress payments will be made based upon the percentageof estimated total time that traffic control will be required unless otherwise specified in section 7 of thisspecification. Payment will constitute full compensation for all flaggers, labor, materials, equipment, andall other items necessary and incidental to completion of the work.
Compensation for any item of work described in the contract, but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and items towhich they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
In Section 4, Street closures, detours, and barricades, the Contractor shall furnish a written planshowing the proposed method of signing, barricading for traffic control, use of flaggers, etc. to beapproved by TxDOT, as well as this contract’s Engineer.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Subsidiary Item, Traffic Control(1)This item shall consist of performing all items of work for traffic control as
required by Sections 1 and 2 of this specification.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item Mobilization and
Demobilization.

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Construction Specification 11—Removal of Water
1. Scope
The work consists of the removal of surface water and ground water as necessary to perform theconstruction required by the contract in accordance with the specifications. It shall include: (1)constructing, installing, building, and maintaining all necessary temporary water containment facilities,
channels, and diversions; (2) furnishing, installing, and operating all necessary pumps, piping, and otherfacilities and equipment; and (3) removing all such temporary works and equipment after their intended
function is no longer required.
2. Diverting surface water
The contractor shall install, maintain, and operate all cofferdams, channels, flumes, sumps, and all othertemporary diversion and protective works needed to divert streamflow and other surface water through or
around the construction site. Control of surface water shall be continuous during the period that damage
to construction work could occur. Unless otherwise specified and/or approved, the diversion outlet shallbe into the same drainageway that the water would have reached before being diverted.
The contractor shall furnish the contracting officer, in writing, a proposed plan for diverting surface water
before beginning any construction activities for which a diversion is required, unless waived in section 8of this specification. Acceptance of this plan or the waiving of the plan requirement will not relieve thecontractor of the responsibilities related to this activity during the process of completing the work as
specified.

3. Dewatering the construction site
Foundations, cutoff trenches, and all other parts of the construction site shall be dewatered and kept freeof standing water and muddy conditions as necessary for the proper execution of the work. The contractor
shall furnish, install, operate, and maintain all drains, sumps, pumps, casings, well points, and all otherequipment required to properly dewater the site as specified. Dewatering systems that cause a loss of soil
fines from the foundation areas will not be permitted.
The contractor shall furnish the contracting officer, in writing, a proposed plan for dewatering before
commencing with any construction activity for which dewatering may be required, unless waived in
section 8 of this specification. Acceptance of this plan or the waiving of the plan requirement will notrelieve the contractor of the responsibilities for completing the specified work.

4. Dewatering borrow areas
The contractor shall maintain all borrow areas free of surface water or otherwise provide for timely andeffective removal of surface and subsurface water that accumulates within the borrow area, unless waived
in section 8 of this specification. Borrow material shall be processed as necessary to achieve proper anduniform moisture content at the time of placement.
If pumping to dewater borrow areas is included as a bid item of work in the bid schedule, each pumpdischarge pipe shall be equipped with a water meter. The meter shall be such that the measured quantityof water is accurate within 3 percent of the true quantity. The contractor shall provide necessary support
to perform accuracy tests of the water meter when requested by the contracting officer.

5. Erosion and pollution control
Removal of water from the construction site, including the borrow areas, shall be accomplished so that(210-VI-NEH, May 2001)

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erosion and the transporting of sediment and other pollutants are minimized. Dewatering activities shallbe accomplished in a manner that the water table water quality is not altered. Pollution control activities
shall not conflict with the requirements of Construction Specification 5, Pollution Control, if it is a part ofthis contract.

6. Removal of temporary works
When temporary works are no longer needed, the contractor shall remove and return the area to acondition similar to that which existed before construction. Areas where temporary works were locatedshall be graded for sightly appearance with no obstruction to natural surface waterflows or the proper
functioning and access to the works of improvement installed. The contractor shall exercise extreme careduring the removal stages to minimize the loss of soil sediment and debris that was trapped during
construction.
Pipes, casings, and any other material used to dewater the site shall be removed from temporary wells.
The wells shall be filled to ground level with clean gravel or other suitable material approved by thecontracting officer. The contractor shall exercise extreme care to prevent pollution of the ground water bythese actions.

7. Measurement and payment
Method 1—Items of work listed in the bid schedule for removal of water, diverting surface water, anddewatering construction sites and borrow areas are paid for at the contract lump sum prices. Such
payment will constitute full compensation for all labor, equipment, tools, and all other items necessary
and incidental to the completion of the work.
Method 2—Items of work listed in the bid schedule for removal of water, diverting surface water,
dewatering construction sites, and dewatering borrow areas are paid for at the contract lump sum prices.
Such payment will constitute full compensation for furnishing, installing, operating, and maintaining thenecessary trenches, drains, sumps, pumps, and piping and for all labor, equipment, tools, and all otheritems necessary and incidental to the completion of the work. The exception is that additional payment forpumping to dewater borrow areas and the removal of water will be made as described in the following
paragraph.
If pumping to dewater borrow areas is a contract bid item, payment is made at the contract unit price,which shall be the price per 1,000 gallons shown in the bid schedule. Such payment will constitute fullcompensation for pumping only. Compensation for equipment and preparation and for other costs
associated with pumping is included in the lump sum payment for removal of water or the lump sum
payment for dewatering the borrow areas. Payment is made only for pumping that is necessary to dewater
borrow areas that cannot be effectively drained by gravity or that must have the water table lowered to beusable as a suitable borrow source. Pumping for other purposes will not be included for payment under
this item.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the contract line item to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 8 of this specification.

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8.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 11, Removal of Water(1)

This item shall consist of all operations necessary to accomplish the work definedin Section 1 of this specification, including that work required to control waterfrom entering the new principal spillway system.

(2)

The new principal spillway conduit installation area shall be protected from theentry of water from the reservoir until the dam is reconstructed to the full design
cross-section over the conduit. Water will not be permitted to enter the newprincipal spillway conduit until the hooded inlet structure, impact basin, rockarmoring, and outlet channel are constructed and fully operational.

(3)

A written dewatering system plan for protection of the new principal spillway
conduit installation from reservoir water is required. The means of protection
shall be designed, complete with sealed plans and specifications, by aProfessional Engineer licensed in Texas. The plan requirements shall follow theguidance presented in Technical Release 210-60, “Earth Dams and Reservoirs”,
March 2019, Part 1-General, Streamflow During Construction, page 1-5. The
plans shall be submitted to the Engineer prior to start of construction operations.

(4)

The written dewatering system plan shall address construction sequencing toensure that the that dewatering activities do not impact the construction of theexisting principal spillway improvements including the removal of the designatedpipe sections, as well as the installation of the new pipe sections, cradle, impact
basin, and rock riprap armoring.

(5)

In the event that a coffer dam is constructed, the written plan shall addressmaterial moisture and compaction requirements, as well as address protection of
the coffer dam from wave erosion.

(6)

In addition to the dewatering system plan, a written plan for diverting surface
waters and for dewatering borrow and designated excavations for the site are
required. The written plan shall include information on how potentially saturated
or overly wet borrow materials can be prepared for use as earthfill. The written
plan shall also provide information on how groundwater encountered during
excavations will be addressed to meet the requirements outlined in item
11.8.a.(8) below. The Contractor’s plans for diverting surface waters anddewatering the site shall be submitted to the Engineer prior to the start ofconstruction operations.

(7)

Within the scope of this item, the contractor shall provide dewatering capacity
sufficient to maintain a water level which allows excavation in the borrow area tothe grades specified on the drawings during periods of low flow. Additional
dewatering capacity to draw the water level down to this level within 10 days
shall be provided in the event of flooding which inundates the borrow area. In
any case, when accumulations of water in the borrow areas prevent excavation,
borrow operations from these areas will be suspended until suitable conditions
again prevail.

(8)

Excavation for the installation of the principal spillway conduits (new andexisting), hooded inlet structure, impact basins, rock riprap, foundation drains,

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and outlet channel shall be kept free of water during placement of concrete, pipe,
drainfill, rock, and/or backfilling. The water table at a concrete structure location
shall be kept 2 feet below the subgrade of the concrete during and for a minimumof seven days after concrete placement. The water table at a backfill (earth ordrainfill) or rock riprap location shall be maintained a minimum of 2 feet below
the backfill/rock riprap surface.
(9)

In Section 7, Measurement and payment, Method 1 shall apply. Payment will bemade as the work proceeds with progress payment amounts determined as apercentage of the total work planned as projected from the Contractor’s approved
construction schedule. The final month’s prorate amount will be provided withthe final contract payment.

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Construction Specification 21—Excavation
1. Scope
The work shall consist of the excavation required by the drawings and specifications and disposal of the
excavated materials.
2. Classification
Excavation is classified as common excavation, rock excavation, or unclassified excavation in accordancewith the following definitions.
Common excavation is defined as the excavation of all materials that can be excavated, transported, andunloaded using heavy ripping equipment and wheel tractor-scrapers with pusher tractors or that can be
excavated and dumped into place or loaded onto hauling equipment by excavators having a rated capacityof one cubic yard or larger and equipped with attachments (shovel, bucket, backhoe, dragline, or clamshell) appropriate to the material type, character, and nature of the materials.
Rock excavation is defined as the excavation of all hard, compacted, or cemented materials that require
blasting or the use of ripping and excavating equipment larger than defined for common excavation. The
excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered inmaterials otherwise conforming to the definition of common excavation shall be classified as rockexcavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself
sufficient cause to change the classification of the surrounding material.
For the purpose of these classifications, the following definitions shall apply:
Heavy ripping equipment is a rear-mounted, heavy duty, single-tooth, ripping attachment mounted
on a track type tractor having a power rating of at least 250 flywheel horsepower unless otherwise
specified in section 10.
Wheel tractor-scraper is a self-loading (not elevating) and unloading scraper having a struck bowl
capacity of at least 12 cubic yards.
Pusher tractor is a track type tractor having a power rating of at least 250 flywheel horsepower
equipped with appropriate attachments.
Unclassified excavation is defined as the excavation of all materials encountered, including rockmaterials, regardless of their nature or the manner in which they are removed.

3. Blasting
The transportation, handling, storage, and use of dynamite and other explosives shall be directed andsupervised by a person(s) of proven experience and ability who is authorized and qualified to conduct
blasting operations.
Blasting shall be done in a manner as to prevent damage to the work or unnecessary fracturing of theunderlying rock materials and shall conform to any special requirements in section 10 of thisspecification. When specified in section 10, the contractor shall furnish the engineer, in writing, a blastingplan before blasting operations begin.

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4. Use of excavated material
Method 1—To the extent they are needed, all suitable material from the specified excavations shall be
used in the construction of required permanent earthfill or rockfill. The suitability of material for specificpurposes is determined by the engineer. The contractor shall not waste or otherwise dispose of suitable
excavated material.
Method 2—Suitable material from the specified excavations may be used in the construction of required
earthfill or rockfill. The suitability of material for specific purposes is determined by the engineer.

5. Disposal of waste materials
Method 1—All surplus or unsuitable excavated materials are designated as waste and shall be disposed ofat the locations shown on the drawings.
Method 2—All surplus or unsuitable excavated materials are designated as waste and shall be disposed ofby the contractor at sites of his own choosing away from the site of the work. The disposal shall be in anenvironmentally acceptable manner that does not violate local rules and regulations.

6. Excavation limits
Excavations shall comply with OSHA Construction Industry Standards (29CFR Part 1926) Subpart P,
Excavations, Trenching, and Shoring. All excavations shall be completed and maintained in a safe andstable condition throughout the total construction phase. Structure and trench excavations shall becompleted to the specified elevations and to the length and width required to safely install, adjust, andremove any forms, bracing, or supports necessary for the installation of the work. Excavations outside thelines and limits shown on the drawings or specified herein required to meet safety requirements shall be
the responsibility of the contractor in constructing and maintaining a safe and stable excavation.
7. Borrow excavation
When the quantities of suitable material obtained from specified excavations are insufficient to construct
the specified earthfills and earth backfills, additional material shall be obtained from the designatedborrow areas. The extent and depth of borrow pits within the limits of the designated borrow areas shallbe as specified in section 10 or as approved by the engineer.
Borrow pits shall be excavated and finally dressed to blend with the existing topography and sloped toprevent ponding and to provide drainage.

8. Overexcavation
Excavation in rock beyond the specified lines and grades shall be corrected by filling the resulting voids
with portland cement concrete made of materials and mix proportions approved by the engineer. Concretethat will be exposed to the atmosphere when construction is completed shall meet the requirements ofconcrete selected for use under Construction Specification 31, Concrete for Major Structures, or 32,
Structure Concrete, as appropriate.
Concrete that will be permanently covered shall contain not less than five bags of cement per cubic yard.
The concrete shall be placed and cured as specified by the engineer.
Excavation in earth beyond the specified lines and grades shall be corrected by filling the resulting voids
with approved, compacted earthfill. The exception to this is that if the earth is to become the subgrade forriprap, rockfill, sand or gravel bedding, or drainfill, the voids may be filled with material conforming to
the specifications for the riprap, rockfill, bedding, or drainfill. Before correcting an overexcavation(210-VI-NEH, May 2001)

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condition, the contractor shall review the planned corrective action with the engineer and obtain approvalof the corrective measures.

9. Measurement and payment
For items of work for which specific unit prices are established in the contract, the volume of each typeand class of excavation within the specified pay limits is measured and computed to the nearest cubic
yard by the method of average cross-sectional end areas or by methods outlined in section 10 of thisspecification. Regardless of quantities excavated, the measurement for payment is made to the specified
pay limits except that excavation outside the specified lines and grades directed by the engineer to remove
unsuitable material is included. Excavation required because unsuitable conditions result from thecontractor's improper construction operations, as determined by the engineer, is not included formeasurement and payment.
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower and lateral limits shall be the neat lines and grades shown on the drawings.
Method 3—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower and lateral limits shall be the true surface of the completed excavation as directed by theengineer.
Method 4—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower limit shall be at the bottom surface of the proposed structure.
c. The lateral limits shall be 18 inches outside of the outside surface of the proposed structure or shallbe vertical planes 18 inches outside of and parallel to the footings, whichever gives the larger pay
quantity, except as provided in d below.
d. For trapezoidal channel linings or similar structures that are to be supported upon the sides of the
excavation without intervening forms, the lateral limits shall be at the underside of the proposed
lining or structure.
e. For the purposes of the definitions in b, c, and d, above, any specified bedding or drainfill directly
beneath or beside the structure will be considered to be a part of the structure.
All methods—The following provisions apply to all methods of measurement and payment.

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Payment for each type and class of excavation is made at the contract unit price for that type and class of
excavation. Such payment will constitute full compensation for all labor, materials, equipment, and allother items necessary and incidental to the performance of the work except that extra payment for
backfilling overexcavation will be made in accordance with the following provisions.
Payment for backfilling overexcavation, as specified in section 8 of this specification, is made only if the
excavation outside specified lines and grades is directed by the engineer to remove unsuitable material
and if the unsuitable condition is not a result of the contractor's improper construction operations as
determined by the engineer.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 10 of this specification.

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10.

Items of work and construction details
In Section 4, Use of excavated material, Method 1 shall apply. There is no guarantee thatmaterials obtained from the specified excavations may be used directly in specified fill areas.
Separate stockpiling of selected materials, based on their engineering properties, to ensure theiravailability for use in specific zones of fill areas may be required. Stockpiling shall be conducted
on areas shown on the construction drawings or as approved by the Engineer. Additional
compensation will not be made for stockpiling of excavated materials. Cost for stockpiling of
excavated materials shall be included in the compensation for the bid item for excavation.
Prior to performing designated excavations, the ground surface shall be stripped of vegetation andtopsoil. The depth of this stripping shall be sufficient to remove soil containing significant
vegetative or organic matter. The depth of stripping is estimated to be 6 inches, on average. The
upper limit for pay limit determination (Section 9, Method 3) shall be the ground surface as itexists prior to stripping the surface vegetation and topsoil.
Suitable materials resulting from the required excavations shall be used to construct the specified
fills except materials suitable for topsoil shall be stockpiled at the location designated by theEngineer. Suitable earthfill required in excess of the suitable fill provided from the required
excavations shall be obtained from the designated borrow source(s). Unsuitable materials shall beplaced in the waste area(s) shown on the drawings.
In Section 5, Disposal of waste materials, Method 1 shall apply. The disposal of the excavatedmaterials shall include transporting, depositing, and spreading the materials to and on thedesignated waste area(s). The finished surface of the waste area(s) shall be uniform and conformto the topography. The finished surface shall be graded to have positive drainage away from theembankment and constructed works. The waste materials shall be compacted in maximum 12inch lifts by a minimum of four (4) passes with a tamping roller. The weight of the roller shallnot be less than 3,500 pounds per foot of linear drum length weighted and shall not be less than
1,500 pounds per foot of linear drum length empty. The moisture content of the waste materials
should be adjusted to be at or slightly above the plastic limit as determined from NRCS feel
method or other appropriate methods. A soil is at its plastic limit when a sample can be rolled
between the hands to form a 1/8” thread without cracking or breaking apart. Soil that can berolled to a 1/16” thread without cracking or breaking apart is too wet. Other methods fordetermining soil moisture content shall be approved by the Engineer. Additional compensation
for disposal of excavated materials and dressing of the surface of waste areas (including
topsoiling) will not be made. Costs will be included in the compensation for the bid item for
excavation.
In Section 9, Measurement and payment, Method 3 shall apply. The neat lines and grades shownon the drawings shall be considered the true surface of the completed excavation unless otherwise
approved by the Engineer. After the limits of excavation shown on the drawings are complete,
the Engineer will examine the completed surface and mark areas that need additional excavation
to remove low density materials. The actual depths and extent of these excavations will be
determined after examination of materials encountered.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 12, Excavation, Common, Embankment(1)

This item shall consist of all excavation required for construction of theembankment subgrade, including all excavation required for the installation of
the rock riprap lined wave berm, new and existing principal spillway pipes andassociated appurtenances, impact basins, rock riprap lined outlets, outlet

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channels, as well as all excavation for the left auxiliary spillway as shown on thedrawings.
(2)

Items of work subsidiary to this bid item are:(a)b.

Bid Item 13, Excavation, Unclassified, Right Auxiliary Spillway(1)

This item shall consist of all excavation required to construct the right auxiliary
spillway to the lines and grades shown on the drawings.

(2)

Items of work subsidiary to this bid item are:
(a)

c.

d.

Excavation, Common, Foundation Stripping as specified in Section 10.c.
of this specification as it applies to this bid item.

Excavation, Common, Foundation Stripping as specified in Section 10.c.
of this specification as it applies to this bid item.

Subsidiary Item, Excavation, Common, Foundation Stripping(1)

This item shall apply to the areas receiving earthfill that do not require otherexcavations before earthfill placement. This excavation consists of removing
weeds, grass, roots and soils containing significant vegetative or organic material
from the ground surface (including any waste areas) prior to placing earthfill in
required areas. The depth of stripping shall be sufficient to remove thevegetative material and soil containing significant organic matter and is estimatedto be 3 to 12 inches (on average). The total required volume of stripping shallnot exceed that obtained by assuming a depth of 6 inches.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the respective bid item for Excavation, Common,
Embankment and Excavation, Unclassified, Auxiliary Spillway, as appropriate.

Subsidiary Item, Excavation, Common, Borrow(1)

This item shall consist of all excavation from within the borrow areas required tocomplete the specified earthfills as designated on the drawings.

(2)

All excavated slopes within the limits of borrow areas shall be maintained to be
no steeper than five horizontal to one vertical.

(3)

Sediment/waste overburden located in the designated borrow area below theordinary high-water mark (OHWM - elev. 459.8) shall remain in the reservoir
area below the OHWM and not transported to other designated waste areas. Any
mounds or stockpiles of the sediment/waste overburden that result from borrow
operations below the OHWM shall be uniformly spread over the final excavatedborrow surface(s) below the OHWM and maintained as described in items (4)and (5), below.

(4)

All borrow areas shall be maintained to provide positive drainage to natural andconstructed drainage ways. Dressing and grading of borrow areas to accomplish
this drainage shall be accomplished as borrow excavation progresses. Additional
compensation will not be made for this work as herein specified.

(5)

All borrow areas shall be maintained to be contiguous with no berms, ridges ormounds remaining that extend more than two feet above the lowest point inadjacent borrow areas. All berms, ridges, and mounds shall be removed to meet

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this height limitation. Additional compensation will not be made for this work asherein specified.
(6)
e.

f.

g.

h.

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Earthfill, Standard.

Subsidiary Item, Excavation, Common, Drainfill(1)This item includes all excavations outside the limits of other designatedexcavations required for the installation of the drainage systems and bearing pads
as shown on the drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Drainfill.

Subsidiary Item, Excavation, Common, Concrete Structures(1)

This item includes all excavations outside the limits of other designatedexcavation, required for the installation of the principal spillway system andappurtenances including the principal spillway outlet structures.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the respective bid items for Concrete, Structural
and Concrete, Pipe Cradle, as appropriate.

Subsidiary Item, Excavation, Common, Rock Riprap(1)This item includes all excavations outside the limits of other designatedexcavations required for the installation of the rock riprap as shown on thedrawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Rock Riprap.

Subsidiary Item, Excavation, Structure Removal(1)This item includes all excavations required for the removal of the existing
principal spillway system as shown on the drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Structure Removal, Existing
Principal Spillway.

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Construction Specification 23—Earthfill
1. Scope
The work consists of the construction of earth embankments, other earthfills, and earth backfills required by
the drawings and specifications.
Earthfill is composed of natural earth materials that can be placed and compacted by construction equipment
operated in a conventional manner.
Earth backfill is composed of natural earth material placed and compacted in confined spaces or adjacent tostructures (including pipes) by hand tamping, manually directed power tampers or vibrating plates, or theirequivalent.

2. Material
All fill material shall be obtained from required excavations and designated borrow areas. The selection,
blending, routing, and disposition of material in the various fills shall be subject to approval by the engineer.
Fill materials shall contain no frozen soil, sod, brush, roots, or other perishable material. Rock particles larger
than the maximum size specified for each type of fill shall be removed prior to compaction of the fill.
The types of material used in the various fills shall be as listed and described in the specifications anddrawings.

3. Foundation preparation
Foundations for earthfill shall be stripped to remove vegetation and other unsuitable material or shall be
excavated as specified.
Except as otherwise specified, earth foundation surfaces shall be graded to remove surface irregularities andshall be scarified parallel to the axis of the fill or otherwise acceptably scored and loosened to a minimum
depth of 2 inches. The moisture content of the loosened material shall be controlled as specified for theearthfill, and the surface material of the foundation shall be compacted and bonded with the first layer ofearthfill as specified for subsequent layers of earthfill.
Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to theslope and shall be at such a moisture content that the earthfill can be compacted against them to produce agood bond between the fill and the abutments.
Rock foundation and abutment surfaces shall be cleared of all loose material by hand or other effective means
and shall be free of standing water when fill is placed upon them. Occasional rock outcrops in earth
foundations for earthfill, except in dams and other structures designed to restrain the movement of water,shall not require special treatment if they do not interfere with compaction of the foundation and initiallayers of the fill or the bond between the foundation and the fill.
Foundation and abutment surfaces shall be no steeper than one horizontal to one vertical unless otherwise
specified. Test pits or other cavities shall be filled with compacted earthfill conforming to the specifications
for the earthfill to be placed upon the foundation.

4. Placement
Earthfill shall not be placed until the required excavation and foundation preparation have been completed
and the foundation has been inspected and approved by the engineer. Earthfill shall not be placed upon afrozen surface nor shall snow, ice, or frozen material be incorporated in the earthfill matrix.

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Earthfill shall be placed in approximately horizontal layers. The thickness of each layer before compaction
shall not exceed the maximum thickness specified in section 10 or shown on the drawings. Materials placedby dumping in piles or windrows shall be spread uniformly to not more than the specified thickness before
being compacted.
Hand compacted earth backfill shall be placed in layers whose thickness before compaction does not exceed
the maximum thickness specified for layers of earth backfill compacted by manually directed power tampers.
Earth backfill shall be placed in a manner that prevents damage to the structures and allows the structures toassume the loads from the earth backfill gradually and uniformly. The height of the earth backfill adjacent to a
structure shall be increased at approximately the same rate on all sides of the structure.
Earthfill and earth backfill in dams, levees, and other structures designed to restrain the movement of watershall be placed to meet the following additional requirements:(a) The distribution of materials throughout each zone shall be essentially uniform, and the earthfill
shall be free from lenses, pockets, streaks, or layers of material differing substantially in texture,moisture content, or gradation from the surrounding material. Zone earthfills shall be constructedconcurrently unless otherwise specified.
(b)

The surface of each layer shall be scarified parallel to the axis of the fill to a depth of not less than 2
inches before the next layer is placed.

(c)

The top surface of embankments shall be maintained approximately level during construction withtwo exceptions: A crown or cross-slope of about 2 percent shall be maintained to ensure effective
drainage, or as otherwise specified for drainfill or sectional zones.

(d)

Dam embankments shall be constructed in continuous layers from abutment to abutment except
where openings to facilitate construction or to allow the passage of streamflow during construction
are specifically authorized in the contract.

(e)

Embankments built at different levels as described under (c) or (d) above shall be constructed sothat the slope of the bonding surfaces between embankment in place and embankment to be placed
is not steeper than 3 feet horizontal to 1 foot vertical. The bonding surface of the embankment inplace shall be stripped of all material not meeting the requirements of this specification and shallbe scarified, moistened, and recompacted when the new earthfill is placed against it. This ensures agood bond with the new earthfill and obtains the specified moisture content and density at thecontact of the inplace and new earthfills.

5. Control of moisture content
During placement and compaction of earthfill and earth backfill, the moisture content of the material being
placed shall be maintained within the specified range.
The application of water to the earthfill material shall be accomplished at the borrow areas insofar aspracticable. Water may be applied by sprinkling the material after placement on the earthfill, if necessary.
Uniform moisture distribution shall be obtained by disking.
Material that is too wet when deposited on the earthfill shall either be removed or be dried to the specified
moisture content prior to compaction.
If the top surface of the preceding layer of compacted earthfill or a foundation or abutment surface in thezone of contact with the earthfill becomes too dry to permit suitable bond, it shall either be removed orscarified and moistened by sprinkling to an acceptable moisture content before placement of the next layer ofearthfill.

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6. Compaction
Earthfill—Earthfill shall be compacted according to the following requirements for the class of compaction
specified:Class A compaction—Each layer of earthfill shall be compacted as necessary to provide the density ofthe earthfill matrix not less than the minimum density specified in Section 10 or identified on thedrawings. The earthfill matrix is defined as the portion of the earthfill material finer than the maximum
particle size allowed in the reference compaction test method specified (ASTM D698 or ASTM D1557).
Class B compaction—Each layer of earthfill shall be compacted to a mass density not less than theminimum density specified.
Class C compaction—Each layer of earthfill shall be compacted by the specified number of passes of thetype and weight of roller or other equipment specified or by an approved equivalent method. Each passshall consist of at least one passage of the roller wheel or drum over the entire surface of the layer.
Earth backfill—Earth backfill adjacent to structures shall be compacted to a density equivalent to that of thesurrounding inplace earth material or adjacent required earthfill or earth backfill. Compaction shall beaccomplished by hand tamping or manually directed power tampers, plate vibrators, walk-behind, miniature,or self-propelled rollers. Unless otherwise specified heavy equipment including backhoe mounted power
tampers or vibrating compactors and manually directed vibrating rollers shall not be operated within 3 feetof any structure. Towed or self-propelled vibrating rollers shall not be operated within 5 feet of any structure.
Compaction by means of drop weights operating from a crane or hoist is not permitted.
The passage of heavy equipment will not be allowed:• Over cast-in-place conduits within 14-days after placement of the concrete• Over cradled or bedded precast conduits within 7 days after placement of the concrete cradle orbedding• Over any type of conduit until the backfill has been placed above the top surface of the structure to aheight equal to one-half the clear span width of the structure or pipe or 3 feet, whichever is greater,
except as may be specified in section 10.
Compacting of earth backfill adjacent to structures shall not be started until the concrete has attained thestrength specified in section 10 for this purpose. The strength is determined by compression testing of test
cylinders cast by the contractor's quality control personnel for this purpose and cured at the work site in themanner specified in ASTM C 31 for determining when a structure may be put into service.
When the required strength of the concrete is not specified as described above, compaction of earth backfill
adjacent to structures shall not be started until the following time intervals have elapsed after placement of
the concrete.

Structure

Time interval(days)
Vertical or near-vertical walls with earth loading on one side only

14

Walls backfilled on both sides simultaneously

7

Conduits and spillway risers, cast-in-place (with inside forms in place)7

Conduits and spillway risers, cast-in-place (inside forms removed)

14(210-VI-NEH, February 2020)23-3

Conduits, pre-cast, cradled2

Conduits, pre-cast, bedded

1

Cantilever outlet bents (backfilled both sides simultaneously)

3

7. Reworking or removal and replacement of defective earthfill
Earthfill placed at densities lower than the specified minimum density or at moisture contents outside thespecified acceptable range of moisture content or otherwise not conforming to the requirements of thespecifications shall be reworked to meet the requirements or removed and replaced by acceptable earthfill.
The replacement earthfill and the foundation, abutment, and earthfill surfaces upon which it is placed shallconform to all requirements of this specification for foundation preparation, approval, placement, moisturecontrol, and compaction.
8. Testing
During the course of the work, the contractor shall perform quality control tests, as applicable, to identify
earthfill and earth backfill materials; determine the reference maximum density and optimum moisture
content; and document that the moisture content of material at the time of compaction and the density ofearthfill and earth backfill in place conform to the requirements of this specification.
Determining Reference Maximum Density and Optimum Moisture Content—For Class A compaction, thereference maximum density and optimum moisture content shall be determined in accordance with thecompaction test and method specified on the drawings or in section 10.
Documenting Specification Conformance—In-place densities of earthfill and earth backfill requiring Class A
compaction shall be measured in accordance with ASTM D1556, D2167, D2937, D6938 or D8167. Moisture
contents of earthfill and earth backfill at the time of compaction shall be measured in accordance with ASTM
D2216, D4643, or D6938. Values of moisture content determined by ASTM D2216 are considered the true
value of the soil moisture. Values of moisture content determined by ASTM D4643 or D6938 shall be verified
by comparison to values obtained by ASTM D2216. Values of in-place density and moisture content
determined by these tests shall be compared to the minimum density and moisture content range specified
on the drawings or in section 10.
Correction for Oversize Particles—If the materials to be used for earthfill or earth backfill contain more than 5
percent by dry weight of oversize rock particles (particles larger than those allowed in the specified
compaction test and method), corrections for oversize particles shall be made using the appropriate
procedures explained in ASTM D4718.

9. Measurement and payment
For items of work for which specific unit prices are established in the contract, the volume of each type andcompaction class of earthfill and earth backfill within the specified zone boundaries and pay limits ismeasured and computed to the nearest cubic yard by the method of average cross-sectional end areas. Unlessotherwise specified in section 10, no deduction in volume is made for embedded items, such as, but notlimited to, conduits, inlet structures, outlet structures, embankment drains, sand diaphragm and outlet, andtheir appurtenances.
The pay limits shall be as defined below, with the further provision that earthfill required to fill voids
resulting from overexcavation of the foundation, outside the specified lines and grades, will be included in themeasurement for payment only under the following conditions:• Where such overexcavation is directed by the engineer to remove unsuitable material, and• Where the unsuitable condition is not a result of the contractor's improper construction operations as
determined by the engineer.

(210-VI-NEH, February 2020)23-4

Earthfill beyond the specified lines and grades to backfill excavation required for compliance with OSHA
requirements will be considered subsidiary to the earthfill bid item(s).
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surface of the foundation when approved for placement of
the earthfill and the specified neat lines of the earthfill surface.
Method 3—The pay limits shall be the measured surface of the foundation when approved for placement of
the earthfill and the measured surface of the completed earthfill.
Method 4—The pay limits shall be the specified pay limits for excavation and the specified neat lines of theearthfill surface.
Method 5—The pay limits shall be the specified pay limits for excavation and the measured surface of thecompleted earthfill.
Method 6—Payment for each type and compaction class of earthfill and earth backfill is made at the contract
unit price for that type and compaction class of earthfill. Such payment will constitute full compensation for
all labor, material, equipment, and all other items necessary and incidental to the performance of the work.
Method 7—Payment for each type and compaction class of earthfill and earth backfill is made at the contract
unit price for that type and compaction class of earthfill. Such payment will constitute full compensation for
all labor, material, equipment, and all other items necessary and incidental to the performance of the work
except furnishing, transporting, and applying water to the foundation and earthfill material. Water applied to
the foundation and earthfill material is measured and payment made as specified in Construction
Specification 10.
All methods—The following provisions apply to all methods of measurement and payment. Compensation for
any item of work described in the contract, but not listed in the bid schedule is included in the payment for
the item of work to which it is made subsidiary. Such items and the items to which they are made subsidiary
are identified in section 10 of this specification.

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10.

Items of work and construction details
The maximum equipment compacted layer thickness shall be 9 inches before compaction and the
maximum allowable equipment compacted particle size shall be 6 inches. Backfill adjacent toconcrete works shall not contain particles larger than 1 inch in diameter. The maximum loose lift
thickness allowed for hand compaction shall be 6 inches.
Immediately prior to placement of the initial fill layer on earthen foundations, the strippedfoundation shall be loosened to a depth of approximately 6 inches and, after any necessary
moisture adjustment, shall be compacted with a minimum of six complete passes of thecompacting equipment.
After being deposited on the fill, each lift of fill material shall be spread, bladed and smoothed tothe extent necessary to insure that the surface is free of abrupt mounds, depressions or windrows
to provide a smooth uniform surface for operation of plowing and compaction equipment.
Each lift of fill material shall then be disked, bladed and plowed to an acceptable degree anddepth so as to thoroughly loosen, blend, and bond the material with the preceding lift before
compaction is started.
The minimum disk blade size shall be 34” in diameter. An increase in the weight of the plow; anincrease in disc size; a decrease in thickness of lifts being placed, or any combination of these
may be required to accomplish the blending and bonding herein specified.
All surfaces shall be closely examined immediately prior to the placement of all earthfills andbackfills. All materials that exhibit drying cracks, slaking, or other evidences of being unstable or
unsuitable, shall be removed or reworked by scarification, wetting, and compaction to theaffected depths prior to the placement of fill. Additional compensation will not be made forremoving or reworking the foundation or fill materials to meet the requirements herein specified.
In Section 9, Measurement and payment, Method 4 and 6 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 14, Earthfill, Standard(1)

This item shall consist of all fill and backfill necessary for the completion of thespecified earthfills and earth backfills required for construction of theembankment and the left and right auxiliary spillways as shown on the drawings.

(2)

In Section 6, Compaction, Class A compaction shall apply. In-place dry densityof materials being placed shall not be less than 95 percent of the maximum dry
density obtained during tests performed in accordance with the procedures
contained in ASTM D698 (Laboratory Compaction Characteristics of Soil Using
Standard Effort) using Method A, B, or C, as appropriate. Moisture at the timeof compaction shall be from optimum to optimum plus 4% as determined fromthe above test. The moisture content of the materials being placed shall be
adjusted as necessary to meet these requirements.

(3)

The foundation on which earthfill is to be placed that has not had previous
excavation performed shall be properly prepared as outlined in Section 3 of thisspecification.

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(4)

The Item of work subsidiary to this bid item is Excavation, Common, Borrow, as
specified in Construction Specification 21.

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Construction Specification 24—Drainfill
1. Scope
The work consists of furnishing, placing, and compacting drainfill required in the construction of
structure drainage systems.
2. Material
Method 1—Drainfill material shall conform to the requirements of Material Specification 521,
Aggregates for Drainfill and Filters. A minimum of 30 days before delivery of materials to the site, thecontractor shall inform the engineer in writing of the source(s) from which drainfill material will beobtained. The contractor shall provide the engineer free access to the source(s) for the purpose ofobtaining samples for testing.
Method 2—Drainfill material shall be sand, gravel, or crushed stone, or mixtures thereof, obtained fromthe specified sources. The material shall be selected as necessary to avoid the inclusion of organic matter,clay balls, excessive fine particles, or other substances that would interfere with their free-draining
properties.

3. Base preparation
Foundation surface and trenches shall be clean and free of organic matter, loose soil, foreign substance,and standing water when the drainfill is placed. Earth surfaces upon or against which drainfill will beplaced shall not be scarified.
4. Placement
Drainfill shall not be placed until the subgrade has been inspected and approved by the engineer. Drainfill
shall not be placed over or around pipe or drain tile until the installation of the pipe or tile has beeninspected and approved.
Drainfill shall be placed uniformly in layers not to exceed 12 inches thick before compaction. When
compaction is accomplished by manually controlled equipment, the layers shall not exceed 8 inches thick.
The material shall be placed to avoid segregation of particle sizes and to ensure the continuity andintegrity of all zones. No foreign material shall be allowed to become intermixed with or otherwise
contaminate the drainfill.
Traffic shall not be permitted to cross over drains at random. Equipment cross-overs shall be maintained,
and the number and location of such crossovers shall be established and approved before the beginning ofdrainfill placement. Each crossover shall be cleaned of all contaminating material and shall be inspected
and approved by the engineer before the placement of additional drainfill material.
Any damage to the foundation surface or the trench sides or bottom occurring during placement ofdrainfill shall be repaired before drainfill placement is continued.
The upper surface of drainfill constructed concurrently with adjacent zones of earthfill shall bemaintained at a minimum elevation of 1 foot above the upper surface of adjacent earthfill.
Drainfill over and/or around pipe or drain tile shall be placed to avoid any displacement in line or grade of
the pipe or tile.

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Drainfill shall not be placed adjacent to structures until the concrete has attained the strength specified in
section 9 of this specification. The strength shall be determined by compression testing of concrete test
cylinders cast and field cured at the project site in accordance with ASTM Method C 31 for determining
when a structure may be placed into service.
When the required strength of the concrete is not specified as described above, placement of drainfill
adjacent to concrete structures shall not be commenced until the following item intervals have elapsed
following placement of the concrete:
Structure typeTime interval (days)

Vertical or near-vertical wall with earth loading on one side only
(retaining walls and counterforts)

14

Walls backfilled on both sides simultaneously

7

Conduits and galleries, cast-in-place(with inside forms in place)(inside forms removed)

7
14

Conduits, precast, cradled2

Conduits, precast, bedded

1

Cantilever outlet bents backfilled on both sides simultaneously

3

5. Control of moisture
The moisture content of drainfill material shall be controlled as specified in section 9 of this specification.
When additional water is required, it shall be applied in a manner to avoid excessive wetting to adjacentearthfill. Except as specified in section 9 of this specification, control of moisture content will not be
required.
6. Compaction
Drainfill shall be compacted according to the following requirements for the class of compaction
specified:Class A compaction—For drainfill materials with more than 70 percent passing the 3/4 inch sieve, eachlayer of drainfill shall be compacted to a minimum dry density of not less than the density specified in
section 9 of this specification as determined by ASTM D 698. For drainfill materials with 70 percent orless passing the 3/4 inch sieve, each layer of drainfill shall be compacted to a relative density of not lessthan 70 percent as determined by ASTM D 4254.
Class I compaction—Each layer of drainfill shall be compacted by a minimum of two passes over theentire surface with a steel-drum vibrating roller weighing at least 5 tons and exerting a vertical vibrating
force of not less than 20,000 pounds at a minimum frequency of 1,200 times per minute, or by anapproved equivalent method.
Class II compaction—Each layer of drainfill shall be compacted by one of the following methods or by
an approved equivalent method. (A pass is defined as at least one complete coverage of the roller wheel,tire, or drum over the entire surface for each layer.)a. A minimum of two passes over the entire surface with a pneumatic-tired roller exerting a minimumpressure of 75 pounds per square inch.

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b. A minimum of four passes over the entire surface with the track of a crawler-type tractor weighing
at least 20 tons.
c. Controlled movement of the hauling equipment so that the entire surface is traversed by not lessthan one tread track of the loaded hauling equipment.
Class III compaction—No compaction will be required beyond that resulting from the placing andspreading operations.
When compaction other than Class III compaction is specified, material placed in trenches or otherlocations inaccessible to heavy equipment shall be compacted by manually controlled pneumatic orvibrating tampers as specified in section 9 of this specification.
Heavy equipment shall not be operated within 2 feet of any structure. Vibrating rollers shall not be
operated within 5 feet of any structure. Compaction by means of drop weights operating from cranes,
hoists, or similar equipment will not be permitted.

7. Testing
The contractor shall conduct such tests as necessary to verify that the drainfill material and the inplacedrainfill meets the specification requirements.
The engineer shall be granted access to perform such tests as are required to verify that the drainfill
materials and the drainfill in place meets the requirements of the specifications. These tests are notintended to provide the contractor with information needed to assure that the materials and workmanshipmeet the specification requirements. These verification tests will not relieve the contractor of the
responsibility of performing required tests for that purpose.

8. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the volume ofdrainfill within the neat lines shown on the drawings are measured and computed to the nearest cubic
yard. Where the engineer directs placement of drainfill outside the neat lines to replace unsuitablefoundation material, the volume of such drainfill is included. The volume included is only to the extent
that the unsuitable condition is not a result of the contractor's improper construction operation in thedetermination of the engineer.
Payment for drainfill is made at the contract unit price for each type of drainfill, complete in place. Except
as otherwise specified in section 9 of this specification, such payment will constitute full compensation
for all labor, equipment, material, and all other items necessary and incidental to the performance of thework.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofdrainfill placed within the specified limits is computed to the nearest 0.1 ton by actual weight. Where theengineer directs placement of drainfill outside the neat lines to replace unsuitable foundation material, theweight of such drainfill is included. The weight included is only to the extent that the unsuitable condition
is not a result of the contractor's improper construction operation in the determination of the engineer.
Payment for drainfill is made at the contract unit price for each type of drainfill, complete in place. Except
as otherwise specified in section 9 of this specification, such payment will constitute full compensation
for all labor, equipment, material, and all other items necessary and incidental to the performance of thework.

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Compensation for any item of work described in the contract, but not included in the bid schedule isincluded in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 9 of this specification.

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9.

Items of work and construction details
In Section 2, Material, Method 1 shall apply. The percentage of drainfill materials that is finer
than the No. 200 U.S. Standard Sieve Size (0.074 millimeters) shall be not more than 3 percent
when determined in accordance with the procedures contained in ASTM C117. Fines shall be
non-plastic when tested in accordance with ASTM D4318.
Fine and compatible coarse drainfill gradations are shown in the drawings.
In Section 5, Control of moisture, fine drainfill shall be in wet or near saturated condition whenplaced. Each layer of fine drainfill shall be saturated immediately prior to compaction. No
control of moisture is required for coarse drainfill.
In Section 6, Compaction, for fine drainfill, Class A compaction with the following exceptions
shall apply:
The compacted dry density shall be a minimum of 95 percent of the maximum dry density as
determined by the method in ASTM D698.
The ASTM D698 test procedure shall be modified to consist of a 1-point test performed on arepresentative sample of oven-dried drainfill.
In Section 6, Compaction, for coarse drainfill, Class III compaction shall apply.
In Section 8, Measurement and payment, Method 1 shall apply. A deduction in volume will not
be made for embedded conduits.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 15, Drainfill(1)This item shall consist of furnishing and installing the fine and coarse drainfills
required for the filter diaphragm, inclined drain, new foundation trench drains,and impact basin drainage systems to the limits and gradations shown on thedrawings.

(2)

Drainfill shall be placed in such a manner as to prevent segregation of particle
sizes.

(3)

When trenches for construction of the filter/drainage system are excavatedthrough earthfill (or backfills), the trench depth shall be limited to five (5) feetmaximum and shall include sufficient “overcut depth” to insure complete
removal of earth contaminants of previously placed drainfill.

(4)

Use of forms having projections that cause disturbance of adjacent drainfill
materials or of in-place embankment materials when being withdrawn will not be
permitted.
(a)

The item of work subsidiary to this bid item is Excavation, Common,
Drainfill as specified in Construction Specification 21.

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Construction Specification 26—Topsoiling
1. Scope
The work consists of furnishing and spreading topsoil to specified depths at locations shown on thedrawings.
2. Quality of topsoil
Topsoil shall consist of friable surface soil reasonably free of grass, roots, weeds, sticks, rocks, or otherunsuitable material. Additional quality requirements, if any, are in section 7 of this specification.
3. Furnishing
Method 1—Topsoil shall be salvaged from designated earth surfaces that will be disturbed byconstruction activities. After designated sites have been cleared and grubbed, the topsoil shall be removed
from the designated areas and stockpiled at locations shown on the drawings or acceptable to theengineer. Unsuitable material encountered during removal of topsoil shall be disposed of at locations
shown on the drawings or approved by the engineer, or it will be otherwise hauled and disposed of at
locations removed from the construction site. The contractor is responsible for complying with all local
rules and regulations and the payment of any and all fees that may result from the disposal at locations
outside the construction work limits.
Method 2—Topsoil shall be furnished from an offsite source designated by the contractor. The engineer
shall be granted access to the source for inspection and acceptance before delivery to the site. Test results
and samples shall be provided when specified in section 7 of this specification.

4. Stockpiling
Stockpiles of topsoil shall not conflict with the requirements of Construction Specification 5, Pollution
Control, when made a part of this contract.
5. Spreading
Method 1—Spreading shall not be conducted when the ground or topsoil is frozen, excessively wet, orotherwise in a condition detrimental to uniform spreading operations. Surfaces designated to receive a
topsoil application shall be lightly scarified just before the spreading operation.
Following the spreading operation, the topsoil surface shall be left reasonably smooth and without ruts or
surface irregularities that could contribute to concentrated waterflow downslope.
Method 2—Spreading shall not be performed when the ground or topsoil is frozen, excessively wet, orotherwise in a condition detrimental to uniform spreading operations. Surfaces designated to receive a
topsoil application shall be lightly scarified just before the spreading operation. Where compacted
earthfills are designated to be topsoiled, the topsoil shall be placed concurrently with the earthfill andshall be bonded to the compacted fill with the compacting equipment.
Following the spreading operation, the topsoil surface shall be left reasonably smooth and without ruts or
surface irregularities that could contribute to concentrated waterflow downslope.

6. Measurement and payment
Method 1—The total surface covered by topsoil is measured and the area(s) computed to the nearest
square yard. Payment for furnishing and placing topsoil is made at the contract unit price.

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Method 2—The total surface covered by topsoil, except the surface area of embankments, levees, dikes,
and other earthfills not included for payment, is measured and the area(s) computed to the nearest square
yard.
Payment for topsoil spread on the surface of embankments, levees, dikes, and other earthfills is includedin the measurement and payment for that item of earthfill where topsoil application occurred.
Method 3—For items of work for which specific unit prices are established in the contract, the volume of
topsoil furnished and spread is computed to the nearest cubic yard by the method of average crosssectional end areas from surveys of the excavated topsoil stockpile or, if not stockpiled, cross-sectional
surveys of the borrow area(s). Payment for furnishing and spreading topsoil is made at the contract unit
price.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 7 of this specification.
All payment methods—Payment will constitute full compensation for all labor, equipment, material, andall other items necessary and incidental to the completion of the work. This includes excavating,stockpiling, hauling, spreading, and the wasting of unsuitable excavated material.

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26-2

7.

Items of work and construction details
In Section 3, Furnishing, Method 1 shall apply.
In Section 5, Spreading, Method 1 shall apply. After spreading the topsoil on the required areas,a minimal amount of compacted effort shall be applied by passing over the entire surface with atleast one pass of a dozer track. Care shall be taken to avoid over compaction that will hinder theestablishment of grass. Final grade of topsoil shall be 0.1’ +/- of the designed finished grade.
Topsoil shall be processed by pulverizing and shall have the moisture content adjusted to be at orslightly above the plastic limit as determined from NRCS feel method or other appropriate
methods. A soil is at its plastic limit when a sample can be rolled between the hands to form a1/8” thread without cracking or breaking apart. Soil that can be rolled to a 1/16” thread without
cracking or breaking apart is too wet. Other methods for determining soil moisture content shallbe approved by the Engineer. The moisture content of the backfill materials when placed shall be
adjusted as necessary to meet the requirements.
Topsoil shall be placed to a depth of 6 inches normal to the slope.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

b.

Bid Item 16, Topsoiling(1)

This item shall consist of salvaging of approved topsoil from required
excavations; from the stripping operations; and from borrow areas and placing
and spreading it on all areas designated to receive topsoil including theembankment; vegetative auxiliary spillway dikes, channel, and flare; outlet
channels; and exposed excavated slopes as indicated on the drawings.

(2)

Topsoil shall be placed after the earthfill placement has been completed.

(3)

Upstream borrow areas and associated cut slopes that are above elevation 459.8
shall be topsoiled.

(4)

In Section 6, Measurement and payment, Method 1 shall apply.

Subsidiary Item, Topsoil, Diversions(1)

This item shall consist of salvaging of approved topsoil and placing andspreading it on the diversion subgrade to complete the auxiliary spillway
diversions and stub diversions to their designed dimensions as indicated in theconstruction drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Diversions.

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Construction Specification 27—Diversions and Waterways
1. Scope
The work consists of all excavations, shaping, grading, and earthfills required to construct the diversions
and waterways as shown on the drawings or as staked in the field.
2. Material
The earth material used in constructing the earthfill portions of the diversions or waterways shall besuitable material obtained from required excavations or earth material obtained from designated borrow
areas. Material for earthfills shall be free from frozen material, brush, roots, sod, stones over 6 inches indiameter, or other objectionable material.
3. Foundation preparation
Foundations for earthfill shall be stripped to remove vegetation and other unsuitable materials or shall be
excavated as specified.
Except as otherwise specified, earth foundation surfaces shall be graded to remove surface irregularities
and shall be scarified parallel to the axis of the earthfill or otherwise acceptably scored and loosened to aminimum depth of 2 inches. The moisture content of the loosened material shall be controlled as specified
for the earthfill, and the surface material of the foundation shall be compacted and bonded with the firstlayer of earthfill as specified for subsequent layers of earthfill.
Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to
the slope and shall be at such a moisture content that the earthfill can be compacted against them toproduce a good bond between the earthfill and the abutments.

4. Placement
Earthfill material shall not be placed until the required foundation preparation is complete, inspected, andapproved for placement. Earthfill shall not be placed upon a frozen surface. Earthfill shall be placed inhorizontal layers not exceeding 9 inches in thickness. The moisture content of the earthfill materials shallbe sufficient to obtain firm and suitable compaction. Compaction shall be obtained by routing the haulingand spreading equipment over the earthfill material so that the entire surface of each layer is traversed by
not less than one track tread of the loaded equipment, or equivalent methods approved by the engineer.
5. Excavation
Excavation shall be to the lines and grades shown on the drawings or as staked in the field. All surplus
and unsuitable material is designated as waste and shall be disposed of at locations shown on thedrawings or at a location approved by the engineer.
6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the length ofwaterway or diversion is determined to the nearest linear foot by measurement along the centerline of thewaterway or diversion. Such payment will constitute full compensation for all labor, material, equipment,
and all other items necessary and incidental to the performance of the work.
Method 2—For items of work for which specific lump sum prices are established in the contract, thequantity of waterways or diversions is not measured for payment. Payment for waterways and diversions
is made at the contract lump sum price and shall constitute full compensation for all labor, material,(210-VI-NEH, May 2001)27-1

equipment, and all other items necessary and incidental to the performance of the work.
Method 3—The pay limits for excavation and earthfill shall be as designated on the drawings. Payment
for excavation and earthfill to construct the waterways and diversions is separately measured andcomputed to the nearest cubic yard by the method of average cross-sectional end areas. Payment for
excavation and earthfill is made at the unit price bid and shall constitute full compensation for all labor,material, equipment, and all other items necessary and incidental to the performance of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
In Section 3, Foundation Preparation, prior to performing designated earthfills and/or
excavations, the ground surface shall be stripped of vegetation and topsoil. The depth of thisstripping shall be sufficient to remove soil containing significant vegetative or organic matter.
The depth of stripping is estimated to be 6 inches, on average.
Suitable materials resulting from the required excavations shall be used to construct the specified
fills except materials suitable for topsoil shall be stockpiled at the location designated by theEngineer. Unsuitable materials shall be placed in the waste area shown on the drawings
Finished grade of the diversions and/or waterways shall include 6 inches of topsoil salvaged fromfoundation stripping activities.
In Section 6, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 17, Diversions(1)

This item shall consist of all work required to construct the stub diversions andauxiliary spillway flare diversion as shown in the construction drawings.

(2)

The locations of the stub diversions shown on the drawings are approximate.
The final locations shall be designated by the Engineer.

(3)

The item of work subsidiary to this bid item is Topsoil, Diversions as specified inConstruction Specification 26.

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Construction Specification 31—Concrete for Major Structures
1.
Scope
The work consists of furnishing, forming, placing, finishing, and curing portland cement concrete as required tobuild the structures designated in section 25 of this specification.
The following BioPreferred® product category is applicable to this specification.
—

Concrete release fluids (a.k.a., form-release agents)

2.
Material
Aggregates must conform to the requirements of section 25 and Material Specification 522, Aggregates for Portland
Cement Concrete, unless otherwise specified.
Portland cement must conform to the requirements of Material Specification 531, Portland Cement, for the
specified type. One brand only of any type of cement may be used in any single structure as defined in section 25.
Fly ash must conform to the requirements of Material Specification 532, Supplementary Cementitious Materials.
Blast-furnace slag used as a partial substitution of portland cement in concrete must conform to the requirements ofMaterial Specification 532, Supplementary Cementitious Materials.
Silica fume must conform to the requirements of Material Specification 532, Supplementary Cementitious
Materials.
Air-entraining admixtures must conform to the requirements of Material Specification 533, Chemical Admixtures
for Concrete. If air-entraining cement is used, any additional air-entraining admixture must be of the same type asthat in the cement.
Plasticizing admixtures must conform to the requirements of Material Specification 533, Chemical Admixtures forConcrete.
Water-reducing or retarding admixtures must conform to the requirements of Material Specification 533,
Chemical Admixtures for Concrete.
Accelerating and water-reducing and accelerating admixtures, if specified in section 25, must conform to therequirements of Material Specification 533, Chemical Admixtures for Concrete.
Curing compound must conform to the requirements of Material Specification 534, Concrete Curing Compound.
Preformed expansion joint filler must conform to the requirements of Material Specification 535, Preformed
Expansion Joint Filler.
Sealing compound for joints must conform to the requirements of Material Specification 536, Sealing Compound
for Joints in Concrete and Concrete Pipe.
Waterstops must conform to the requirements of Material Specifications 537, Nonmetallic Waterstops, and 538,
Metal Waterstops, for the specified kinds.
Dowels must be a plain, round steel bar conforming to the requirements of Material Specification 539, Steel
Reinforcement (for concrete).

(210-VI-NEH, Amend. 2, Sept. 2018)31-1

Metal plates must conform to the requirements of Material Specification 581, Metal, for structural quality orcommercial or merchant quality steel. Structural quality must be used only if specifically designated in the drawings
or specifications.
Water used in mixing and curing concrete must be clean and free from injurious amounts of oil, salt, acid, alkali,organic matter, or other deleterious substances.

3.

Concrete mix design

Method 1
Responsibilities—The contractor is responsible for the design and proportioning of the concrete. Job mixes must be
prepared to meet the quality, consistency, and strength of concrete specified.
Submittals—At least 15 calendar days before the placement of any concrete, the contractor must provide theengineer with full documentation to support each job mix and any admixtures to be used in the work. The contractor
must furnish test results to the engineer for each admixture showing that it meets the requirements of Material
Specification 533, Chemical Admixtures for Concrete. Job mixes are reviewed and accepted or rejected by theengineer within 8 calendar days following the date of submittal. After a job mix has been accepted, neither thesource, character, nor gradation of the aggregates nor the type or brand of cement or admixtures may be changed
without prior notice to the engineer. Revisions or changes in a job mix that are determined to be significant by theengineer must follow the same submittal and acceptance process as that for the initial job mix.
Design criteria—The class of concrete must be as specified in section 25 and in accordance with the following
specified compressive strength.
Class of concrete

Specified compressive
strength (f 'c) at 28 days
(lb/in2)

5000

5,000

4000

4,000

3000

3,000

2500

2,500

Maximum water-cement ratio must be 0.50, unless otherwise specified.
Unless otherwise specified the air content (by volume) of the concrete at the time of placement must be:
Maximum size aggregate

Air content (%)

3/8 inch to l inch

5 to 7

Over l inch

4 to 6The consistency of all concrete must allow it to be placed without segregation or excessive laitance. Unlessotherwise specified, the slump must be:(210-VI-NEH, Amend. 2, Sept. 2018)

31-2

Type of structural section

Slump (inches)

Massive sections, pavements, footings

2±1

Heavy beams, thick slabs, thick walls (>12 inches)

3±1

Columns, light beams, thin slabs, thin walls (12 inches or less)4±lSuperplasticized concrete must contain either a water-reducing, high range admixture (ASTM C494, Type F or G)
or a plasticizing admixture (ASTM C1017) at a dosage rate that reduces the quantity of water required to produce a
concrete mix within the above slump range by 12 percent or more or produces an increase in the slump of at least 2
inches above the slump of the design mix containing no water reducer or plasticizing admixture.
A water-reducing admixture (ASTM C494, Type F or G), a plasticizing admixture (ASTM C1017), or both may be
added to an approved job mix without resubmittal and reapproval of the job mix if the following requirements aremet:a.
The admixture must be introduced into the concrete mix as specified by the manufacturer and be compatible
with other admixtures in the job mix.
b.

The water content must be equal to or less than that required in the job mix without the admixture.

c.

The cement content must be the same as that required in the job mix without the admixture.

d.

The air content must be within the specified range.

e.
The slump must not exceed 7.5 inches unless the contractor demonstrates before placement that the job mix
can be placed without segregation or excessive laitance at a slump greater than 7.5 inches. The concrete mustretain the increased slump for not less than 30 minutes.
f.
If the admixture is added at the job site, the slump of the concrete before the addition of the admixture must
not exceed the slump specified above for concrete that does not contain the admixture.
Calcium chloride or other corrosive accelerators may not be used unless otherwise specified.
Fly ash may be used as a partial substitution for portland cement in an amount not greater than 25 percent (byweight) of cement in the concrete mix unless otherwise specified.
Ground granulated blast-furnace slag may be used as a partial substitution for portland cement in amounts between
25 to 70 percent (by weight) of cement in the concrete mix unless otherwise specified.
Silica fume may be used as a partial substitution for portland cement in an amount ranging from 5 to 10 percent (byweight) of cement in the concrete mix unless otherwise specified.
Job mix criteria—Proportioning of concrete for job mixes must be based on the standard deviation computed fromcompressive strength tests of previous batch records or established by laboratory trial mixes. Unless otherwise
specified, a compressive strength test is the average of the compressive strengths of two standard cured cylinders
prepared and tested in accordance with section 4.
For a job mix based upon the standard deviation computed from compressive strength tests of previous batchrecords, the previous batches must represent similar material and conditions to those expected for the job mix andhave a strength within 1,000 pounds per square inch of the specified compressive strength (f 'c) at 28 days for theclass of concrete specified. The contractor must provide to the engineer copies of the facility’s previous batchingrecords that show the compressive strength results and the batch mix design used.

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For a job mix based upon a laboratory trial mix, the trial mix must contain the actual material to be used in the final
job mix, have a slump within 0.75 inches of the maximum allowable slump, and have an air content within 0.5
percent of the maximum allowable air content. The contractor must provide the engineer with copies of the actual
compressive strength test records for the trial mix from the testing facility performing the test.
The trial job mix or previous batch records must include the water-reducing admixture when a water-reducing
admixture is used in a concrete mix specifically to improve the physical properties of the hardened concrete orchange portions of the mix components.
In meeting strength requirements, the selected job mix proportions must produce an average strength, fcr, exceeding
the specified compressive strength, f 'c, by the amount specified.
n

s30

fcr

>30 1.00 s

The larger of these25

1.03 stwo equations:20

1.08 sf 'c + 1.34 s30

15

1.16 sf 'c + 2.33 s30–500<15

f 'c + 1,000 for f 'c < 3,000
f 'c + 1,200 for 3,000 ≤ f 'c ≤5,000
1.10 f 'c + 700 for f 'c > 5,000

Where—n= number of consecutive compressive strength tests
s30 = standard deviation adjusted to 30 tests, lb/in2= required average compressive strength, lb/in2
fcr
f 'c = specified compressive strength of concrete, lb/in2s= standard deviation (lb/in2) computed as {[sum(Xi-Xa)2]/[n-1]}1/2
where:
Xi = individual strength test result, lb/in2
Xa = average of n strength test results, lb/in2
Method 2
Responsibilities—The engineer is responsible for the design and proportioning of the job mix. The initial job mix
must be as specified in section 25. The engineer may adjust the initial job mix proportions to establish thedesignated job mix. The engineer will provide the contractor with a copy of each job mix as soon as the material andproportions have been determined. After the job mix has been designated, neither the source, character, nor
gradation of the aggregates nor the type or brand of cement or admixtures may be changed without prior approval of
the engineer. During the course of the work, the engineer may adjust the job mix proportions and batch weights
whenever necessary to meet special job conditions.
The contractor, for each class of concrete, is responsible for—(210-VI-NEH, Amend. 2, Sept. 2018)

31-4

a.
Taking the following actions and furnishing the engineer with the following information at least 35 calendar
days before any placement of concrete, unless otherwise designated:(1) Select the source of aggregates and sample and test the gradations of aggregates available.
(2) Select the brand and type of cement.
(3) Select the brand of admixtures and obtain manufacturer’s test data and recommendation of use.
(4) Identify the concrete production facility, the type of mixer, and the mixing methods that will be used.
(5) Provide from the concrete production facility consecutive compressive strength test records andbatching records for concrete mixes that have material, proportions, and compressive strengths within 1 000
pounds per square inch of the proposed design mix.
b.
Batching at least 3 cubic yards of the initial job mix, in the presence of the engineer, for testing andevaluation not less than 30 calendar days before any placement of concrete.

4.
Inspecting and testing
During the course of the work, the engineer performs quality assurance testing as required to verify the concrete
meets the contract requirements. The engineer must have free entry to the plant and equipment furnishing concrete
under the contract. Proper facilities must be provided for the engineer to inspect material, equipment, and processes
and to obtain samples of the concrete. All tests and inspections are conducted so as not to interfere unnecessarily
with the manufacture, delivery, and placement of the concrete.
Any portion of a batch may be tested by the engineer for any of the purposes shown below. Samples taken for
testing must be representative of that part of the batch.
a.
Determining uniformity of the batch.
b.
Checking compliance with requirements for slump and air content when the batch is discharged over an
extended period.
c.
Checking compliance of the concrete with the specifications when the whole amount being placed in a small
structure, or a distinct part of a larger structure, is less than full batch.
If concrete is conveyed to the placement location by pumping or conveyor belts, the samples must be collected at thedischarge end.
When a plasticizing admixture is added to the concrete mix at the job site, slump tests are made both before theaddition of the admixture to the concrete mix and after the admixture has been incorporated into the concrete mix.
The tests on concrete are performed by the following methods unless otherwise specified:Type of test

Test method(ASTM designation)

Sampling

C172

Slump test

C143

Air content

C231 or C173

Compression test specimens

C31 or C42

Compressive strength testing

C39

Unit weight

C138

Temperature

C1064

A strength test for concrete is the average of two standard cured concrete cylinders prepared in accordance withASTM C31 from the same sample of concrete and tested in accordance with ASTM C39 at 28 days, unless(210-VI-NEH, Amend. 2, Sept. 2018)31-5

otherwise specified. If one cylinder shows manifest evidence of improper sampling, molding, curing, or testing, it
must be discarded and the strength of the remaining cylinder must then be considered the compressive strength ofthe concrete. Should both cylinders show such defects, the entire test must be discarded.
If both cylinders are discarded or in-place concrete that was not sampled is in question, the in-place concrete may besampled by coring in accordance with ASTM C42. For core tests, these requirements must be followed:a.
At least three representative cores must be taken from each area of concrete in question. If one or more of
the cores shows signs of being damaged before testing, it must be replaced by a new one.
b.
Test cores must be prepared for testing in accordance with moisture conditioning in ASTM C42 unless theengineer determines that the concrete in the structure will be dry under service conditions. If the concrete isdetermined to be dry under service conditions, the cores must be air dried (temperature 60°F to 80°F and relative
humidity less than 60%) for 7 days before testing and must be tested dry.

5.
Handling and measurement of material
Aggregates must be stored or stockpiled in such a manner that separation of coarse and fine particles of each size is
avoided and that various sizes do not become intermixed before proportioning. Methods of handling andtransporting aggregates must avoid contamination, excessive breakage, segregation, degradation, or intermingling ofvarious sizes.
Unless otherwise specified, scales must be beam type or spring-less dial type. They must be accurate when staticload tested to plus 0.4 percent of the total capacity of the scales. All exposed fulcrums, clevises, and similar working
parts of scales must be kept clean.
Measuring tanks for mixing water must be of adequate capacity to furnish the maximum amount of mixing waterrequired per batch. Tanks must be equipped with outside taps and valves to verify their calibration unless othermeans are provided for readily and accurately determining the amount of water in the tank.
The quantities of each component of the concrete mix must be measured by the following methods and to theaccuracy indicated below:
Cement, fly ash, slag—Cement, except as otherwise specifically permitted, must be measured by weight or in bagson which the weight is plainly marked. When cement, fly ash, and slag are supplied in bulk and are measured byweight, they must be weighed on a scale separate from that used for other material and in a hopper entirely free andindependent of the hopper used for weighing the aggregate. When fly ash or slag is used in the job mix, the cement
and the fly ash or slag may be weighed separately or cumulatively by weighing the cement first and then adding the
fly ash or slag to arrive at the composite weight. The weight of the cement and the combined weight of the cement
and fly ash or slag must be within plus or minus 1 percent of the required weight of the cementitious material. When
cement is measured in bags, no fraction of a bag may be used unless weighed.
Aggregates—Aggregates must be measured by weight unless otherwise specifically permitted. Mix proportions
must be based on saturated, surface-dry weights. The batch weight of each aggregate is the required saturated,surface-dry weight corrected by the weight of surface moisture it contains. The weight of each of the specified
aggregates must be within plus or minus 2 percent of the required weight.
Mixing water—Mixing water consists of water added to the batch, ice added to the batch, water occurring as
surface moisture on the aggregates, and water introduced in the form of admixtures. The added water must be
measured by weight or volume to an accuracy of l percent of the required total mixing water. Added ice must be
measured by weight. Wash water must not be used as part of the mixing water for succeeding batches.
Admixtures—Dry admixtures must be measured by weight. Paste or liquid admixtures must be measured by weightor volume. The admixtures must be within plus or minus 3 percent of the required weight or volume for eachspecific admixture.

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6.
Mixers and mixing
Mixers are either stationary parts of a central mixing plant or portable equipment, such as revolving drum truck
mixers and volumetric batching/continuous mixing truck mixers. Mixers must be capable of thoroughly mixing theconcrete ingredients into a uniform mass within the specified mixing time and of discharging the mix without
segregation. Each mixer or agitator must bear a manufacturer's rating plate indicating the gross volume of the drum,
the capacity of the drum or container in terms of the volume of mixed concrete, and the minimum and maximum
mixing speeds of rotation of the drum, blades, or paddles. When the truck mixer is used for truck-mixed concrete as
described in section 6a(2) or for shrink-mixed concrete as described in section 6a(3), the capacity of the drum orcontainer in terms of the volume of mixed concrete must not exceed 63 percent of the gross volume of the drum.
When the truck mixer is used to transport central-mixed concrete as described in section 6a(1), the capacity of thedrum or container in terms of the volume of mixed concrete must not exceed 80 percent of the gross volume of thedrum. The mixer must be operated in accordance with these recommendations.
Concrete must be uniform and thoroughly mixed when delivered to the forms in a freshly mixed and unhardened
state. Variations in slump of more than 1 inch within a batch is considered evidence of inadequate mixing and must
be corrected by changing batching procedures, increasing mixing time, changing mixers, or other means. Mixing
time must be within the limits specified below unless the contractor demonstrates by mixer performance tests that
adequate uniformity is obtained by different times of mixing.
No mixing water in excess of the amount called for by the job mix may be added to the concrete during mixing or
hauling or after arrival at the delivery point. Water to compensate for up to a 1-inch loss in slump may be added, notto exceed the design maximum water cement ratio. Withholding some of the mixing water until the concrete arriveson the job, then adding the remaining water and turning the mixer 30 revolutions at mixing speed is allowed toovercome transporting conditions. When loss of slump or workability cannot be offset by these measures, complete
mixing must be performed by onsite batching and mixing or by using a combination of centrally batching andtransporting material to the site and adding remainder of material onsite.
Concrete may be furnished by ready-mix methods, by volumetric batching and continuous mixing at the site, or bybatch mixing at the site.

a.
Ready-mixed concrete
Ready-mixed concrete must be mixed, transported, and placed in a freshly mixed and unhardened state. The
contractor must furnish the engineer a batch ticket showing amount of concrete in cubic yards, the time of loading,the time the load was discharged, the revolution counter reading at the time of loading and discharge, and the typeand actual quantity of each material including all admixtures used in each batch of concrete. The batch ticket must
include information necessary to calculate the water-cementitious materials ratio.
Truck mixers and truck agitators must be equipped with revolution counters by which the number of revolutions of
the drum or blades may be readily verified. Ready-mixed concrete must be mixed and delivered by one of thefollowing methods:(1)
Central-mixed concrete—Central-mixed concrete is mixed completely in a stationary mixer andtransported to the point of delivery either in a truck agitator, a truck mixer operating at agitating speed, or nonagitating equipment.
When a truck agitator or a truck mixer is used as an agitator and transports concrete that has been
completely mixed in a stationary mixer, mixing during transportation must be at the speed designated by the
manufacturer of the equipment as agitating speed. When concrete is transported in a truck mixer or truck agitator,
the volume of the mixed concrete must not exceed 80 percent of the gross volume of the drum. The total numberof revolutions of the truck mixer or truck agitator must not exceed 200 before discharge of the concrete, unlessotherwise specified.
The use of non-agitating equipment to transport concrete to the site of the work is permitted only if theconsistency and uniformity of the concrete as discharged at the point of delivery meet the requirements of this(210-VI-NEH, Amend. 2, Sept. 2018)31-7

specification. Bodies of non-agitating hauling equipment must be constructed so that leakage of the concrete mix,
or any part thereof, does not occur. Concrete hauled in open-top vehicles must be protected from rain and from
more than 20 minutes exposure to the sun and wind when the air temperature is above 75 degrees Fahrenheit.
(2)
Truck-mixed concrete—Truck-mixed concrete is completely mixed in a truck mixer. The total volume of
all ingredients to be mixed in a revolving drum truck mixer must not exceed 63 percent of the gross volume of thedrum. The concrete ingredients must be mixed between 70 and 100 revolutions of the drum or blades at the speed
designated by the manufacturer as mixing speed. Mixing in excess of 100 revolutions must be at the speed
designated by the manufacturer of the equipment as agitating speed.
(3)
Shrink-mixed concrete—Shrink-mixed concrete is partly mixed at a central plant and the mixing iscompleted in a truck mixer. The mixing time in the central plant mixer is the minimum required to intermingle theingredients. The volume of the mixed concrete in a truck mixer must not exceed 63 percent of the gross volume of
the truck drum. The mixing must be completed in a truck mixer. The number of revolutions of the truck mixer
drum or blades must be between 50 and 100 revolutions at the speed designated by the manufacturer as mixing
speed. Mixing in excess of 100 revolutions must be at the speed designated by the manufacturer of the equipment
as agitating speed.

b. Volumetric batching and continuous mixing at the site
Equipment used for volumetric batching and continuous mixing at the site is commonly referred to as mobile
concrete mixers. Unless otherwise specified, volumetric batching and continuous mixing at the construction site ispermitted. The batching and mixing equipment must conform to the requirements of ASTM C685 and must be
demonstrated before placement of concrete by tests with the job mix to produce concrete meeting the specified
proportioning and uniformity requirements. Concrete made by this method must be produced, inspected, anddocumented in conformance with ASTM C685.
c.
Batch mixing at the site
This method of batching and mixing concrete is either by batching and mixing all material onsite using paving
mixers or stationary construction mixers or by using a combination of centrally batching part of the mix,transporting it to the site, and adding the rest of the material and mixing onsite.
Paving mixers or stationary construction mixers and associated transport vehicles must be in accordance withrecommended practices described in method 1 for central mixed concrete. The time for mixing a batch of concrete in
the mixer drum must be according to manufacturer's recommendations, but not less than 1 minute plus 0.25 minutefor each cubic yard of concrete being mixed (8 yd3 batch = 3 minutes).
When a combination of centrally batching and transporting material to the site and adding rest of material onsite isused, the contractor must prepare a written plan detailing how the batching and mixing of the concrete material will
be accomplished and controlled. This written batching and mixing plan must be submitted to the engineer for review
and approval not less than 10 working days before the placement of concrete. The volume of the mixed concrete in atruck mixer must not exceed 63 percent of the gross volume of the drum.
The contractor must furnish the engineer a batching ticket for each batch of fresh concrete. The ticket shows thetype, brand, and amount of cement; the type, name, and amount of each admixture; total water added to the batch,which includes free water on the aggregate; maximum size of aggregate; the type and dry weight of fine aggregate;
the type and dry weight of coarse aggregate; the time of loading (the time that water was introduced to the cement);
and the time the load was discharged.

7.
Forms
Forms must be of good quality wood, plywood, steel, or other approved material and must be mortar tight. The
forms and associated falsework must be substantial and unyielding and must be constructed so that the finishedconcrete conforms to the specified dimensions and contours. Form surfaces must be smooth and free from holes,
dents, sags, or other irregularities and must be maintained in this condition throughout the work. Forms must be
coated with a non-staining form release agent before being set into place. Acceptable tolerances for formed structure
members are specified in section 23.

(210-VI-NEH, Amend. 2, Sept. 2018)

31-8

When a superplasticized concrete mix is used, forms must be designed to withstand the increased pressures of thesuperplasticized concrete and the increased impact forces resulting from larger drop heights used in placing thesuperplasticized concrete. Form release agents must be specifically formulated, when specified, for use withplasticized concrete or documentation from the release agent manufacturer must be provided stating that formed
concrete surfaces made using the form release agent with plasticized concrete have not varied significantly from
nonplasticized concrete surfaces made using the same form release agent. If the form release agent is not specificallyformulated for use with plasticized concrete and, after observing its performance, it is suspected the release agent is
responsible for causing increased surface imperfections (bug-holes), a release agent specifically formulated for use
with plasticized concrete must be used for all formed concrete to be subsequently placed.
Metal ties or anchorages that will be embedded in the concrete must be equipped with cones, she-bolts, or otherdevices that permit their removal to a depth of at least 1 inch without injury to the concrete. Ties designed to break
off below the surface of the concrete must not be used without cones. If approved fiberglass or plastic form ties areused, the tie ends must be cut flush with the finished concrete and ground smooth.
All edges that will be exposed must be chamfered unless finished with molding tools as specified in section 18.

8.
Preparation of forms and subgrade
Before placement of concrete, the forms, embedments, and subgrade must be free of chips, sawdust, debris, water,
ice, snow, extraneous oil, mortar, or other harmful substances or coatings. Any form release agent on the reinforcing
steel or other surfaces required to be bonded to the concrete must be removed.
Rock surfaces must be cleaned by high pressure air-water cutting, sandblasting, or wire brush scrubbing, as
necessary, and must be wetted immediately before placement of concrete. The earth surface must be firm and damp.
Placement of concrete on mud, dried earth, non-compacted fill, or frozen subgrade is not permitted. All ice, snow,
and frost must be removed, and the temperature of all surfaces, including the reinforcing steel and other steel
inclusions, to be in contact with the new concrete must be no colder than 40 degrees Fahrenheit.
Items to be embedded in the concrete must be positioned accurately and anchored firmly.
Weep holes in walls or slabs must be formed with nonferrous material.

9.
Conveying
Concrete must be delivered to the site and discharged completely into the forms within 1.5 hours after the
introduction of the mixing water to the cement and aggregates or the introduction of the cement to the aggregates. In
hot weather or under conditions contributing to quick stiffening of the concrete, or when the temperature of theconcrete is 85 degrees Fahrenheit or above, the time between the introduction of the cement to the aggregates anddischarge must not exceed 45 minutes.
Superplasticized concrete may be conveyed and placed when the temperature of the concrete is below 95 degrees
Fahrenheit and the slump of the concrete remains within the allowable slump range.
The engineer may allow an appropriate extension of time when the setting time of the concrete is increased acorresponding amount by the addition of an approved admixture. In any case, concrete must be conveyed from themixer to the forms as rapidly as practicable by methods that prevent segregation of the aggregates or loss of mortar.

10. Placing
Concrete must not be placed until the subgrade, forms, steel reinforcement, and other embedments are inspected andapproved by the engineer. For walls and columns, subsequent higher placements of concrete must not be placed until
the concrete below the new placement has gained sufficient strength to support the concrete dead load and any
superimposed loads without distress. Placement sequences and timing must consider form removal timing covered
in section 16.

(210-VI-NEH, Amend. 2, Sept. 2018)31-9

If a placement plan is required in section 25, concrete must not be placed until the placement plan has been reviewed
and approved by the engineer. The contractor must have all equipment and material required for curing available atthe site ready for use before placement of concrete begins.
Concrete must be placed only in the presence of the engineer. The contractor must give reasonable notice to theengineer before each placement. Such notice must be far enough in advance to give the engineer adequate time toverify that the subgrade, forms, steel reinforcement, and other preparations comply with specifications. Other
preparations include, but are not limited to, the concrete batching plant, mixing and delivery equipment and system,
placing and finishing equipment and system, schedule of work, workforce, and heating or cooling facilities, asapplicable. All deficiencies are to be corrected before concrete is delivered for placing.
Concrete must be placed and consolidated to prevent segregation of the mix components. The concrete must be
deposited as closely as possible to its final position in the forms. It must be worked into the corners and angles of theforms and around all reinforcement and embedded items to prevent segregation of aggregates or excessive laitance.
The depositing of concrete must be regulated so that the concrete can be consolidated with a minimum of lateral
movement. Concrete placement against a sloping surface must start at the lowest elevation and work upwards to thehighest elevation.
Concrete other than architectural concrete must not be dropped more than 5 feet vertically unless suitable equipment
is used to prevent segregation. Architectural concrete must not be dropped more than 3 feet vertically unless suitableequipment is used to prevent segregation. When a superplasticized concrete mix is used, concrete other thanarchitectural concrete must not be dropped more than 12 feet vertically and architectural concrete must not be
dropped more than 10 feet vertically unless suitable equipment is used to prevent segregation.

11. Layers
Slab concrete must be placed to design thickness in one continuous layer unless otherwise specified. Formed
concrete must be placed in horizontal layers not more than 20 inches deep. Where a superplasticized concrete mix isused, formed concrete may be placed in horizontal layers not more than 5 feet deep.
Successive layers of fresh concrete between construction joints must be placed at a rate fast enough that thepreceding layer is still plastic and can be easily mixed with the fresh concrete such that seams (cold joints) or planeof weakness do not occur. If the surface of a previously placed layer of concrete has taken a set to the degree that it
will not flow and mix with the succeeding layer when vibrated, the contractor must discontinue placing concrete andmust make a construction joint according to the procedure specified in section 13. If placing is discontinued when alayer is incomplete, the ends of the incomplete layer must be formed by a vertical bulkhead.

12. Consolidating
All concrete must be consolidated with internal type mechanical vibrators capable of transmitting vibration to theconcrete at frequencies not less than 8,000 impulses per minute, unless otherwise specified or approved before
placement. Vibration must be supplemented by spading, rodding, and hand tamping as necessary to ensure smoothand dense concrete along the form surface, in corners, and around embedded items. The contractor must provide a
sufficient number of vibrators to properly consolidate the concrete immediately after it is placed. A sufficientnumber of standby vibrators must be kept onsite during the placement of concrete.
Vibration must compact the concrete and bring it into intimate contact with the forms, reinforcing steel, and otherembedded items while removing voids and pockets of entrapped air. The location, insertion, duration, and removalof the vibrators must be such that maximum consolidation of the concrete is achieved without causing segregation of
the mortar and coarse aggregate or causing water or cement paste to flush to the surface. Vibration must be applied
to the freshly deposited concrete by rapidly inserting the vibrator and slowly, in an up and down motion, removing
the vibrator at points uniformly spaced at not more than 1.5 times the radius of the area visibly effected by vibration.
Generally, this is at 5 to 10 seconds per foot on 14-inch spacings or less. The area visibly effected by the vibrator
must overlap the adjacent, just vibrated area. The vibrator must extend vertically into the previously placed layer of(210-VI-NEH, Amend. 2, Sept. 2018)31-10

fresh concrete by at least 6 inches at all points. This ensures effective bond between layers. In thin slabs thevibrator(s) should be sloped toward the horizontal to allow operations in a fully embedded position.
Vibration must not be applied directly to the reinforcement steel, the forms, or other embedded items unlessotherwise specified. Vibration must not be applied to concrete that has hardened to the degree that it does not
become plastic when vibrated. If surface vibrators are used, they may contact forms when consolidating thin slabs.
The use of vibrators to transport concrete in the forms or conveying equipment is not permitted.
Surface vibrators may be used to consolidate slabs 8 inches and less in thickness. Slabs more than 8 inches thickmust be consolidated with internal vibration and may be augmented through use of surface vibrator, such as
vibrating screeds, plate or grid vibratory tampers, or vibratory roller screeds. If concrete is to be consolidated using
surface vibration methods, the contractor must detail how this work is to be performed in writing to the engineer for
review and approval. This report must be submitted no less than 30 calendar days before placing concrete by thismethod. It includes equipment selection and specifications.

13. Construction joints
Construction joints must be made at the locations shown on the drawings unless otherwise specified or approved by
the engineer. If construction joints are needed that are not shown on the drawings, they must be placed in locations
approved by the engineer.
Where a feather edge would be produced at a construction joint, as in the top surface of a sloping wall, an insert
form must be used so that the resulting edge thickness on either side of the joint is not less than twice the maximum
aggregate diameter used in the concrete mix.
Non-vertical construction joints in structural elements, such as walls and columns, must be consolidated andscreeded to grade unless otherwise specified. Construction joints must be covered and wet cured for 7 days or until
concrete placement resumes unless otherwise specified.
Steel tying and form construction next to concrete in place must not be started until the concrete has cured at least 12
hours. Before new concrete is deposited on or against concrete that has hardened, the forms must be retightened.
New concrete must not be placed until the hardened concrete has cured at least 12 hours.
Method l—The surface of construction joints must be cleaned of all unsatisfactory concrete, laitance, coatings,
stains, or debris by sandblasting or high-pressure air-water cutting, or both. Sandblasting can be used after theconcrete has gained sufficient strength to resist excessive cutting, and high-pressure air-water cutting can be used assoon as the concrete has hardened sufficiently to prevent the jet from displacing the coarse aggregates. The surfaceof the concrete in place must be cut to expose clean, sound aggregate, but not so deep as to undercut the edges oflarger particles of the aggregate. After cutting, the surface must be thoroughly washed to remove all loose material.
If the surface is congested by reinforcing steel, is relatively inaccessible, has cured beyond the ability to cut with airwater blasting, or disturbing the concrete before it is hardened is considered undesirable, cleaning of the joint by airor water jets is not permitted. The sandblasting method is required after the concrete has hardened.
Immediately before new concrete is placed, all construction joints must be wetted and standing water removed.
Method 2—The surface of construction joints must be cleaned of all unsatisfactory concrete, laitance, coatings,
stains, or debris by washing and scrubbing with a wire brush or wire broom, or by other means approved by theengineer. Immediately before new concrete is placed, all construction joints must be wetted and standing water
removed.

(210-VI-NEH, Amend. 2, Sept. 2018)31-11

14. Expansion and contraction joints
Expansion and contraction joints must be made only at locations shown on the drawings. Exposed concrete edges at
expansion and contraction joints must be carefully tooled or chamfered, and the joints must be free of mortar andconcrete. Joint filler must be fully exposed for its entire length with clean and true edges.
Where open joints or weakened plane “dummy” joints are specified, joints formed in fresh concrete must be
constructed by the insertion and subsequent removal of a wood strip, metal plate, or other suitable template. This
must be done so that the corners of the concrete do not chip or break. The edges of the fresh concrete at the joints
must be finished with an edging tool before the joint strips are removed. Open joints or weakened plane dummy
joints may also be saw-cut joints conforming to the depth and extent specified.
Preformed expansion joint filler must be held firmly in the correct position as the concrete is placed.

15. Waterstops
Waterstops must be held firmly in the correct position as the concrete is placed. Joints in metal waterstops must be
brazed or welded. Joints in rubber or plastic waterstops must be cemented, welded, or vulcanized as recommended
by the manufacturer. Joints must be watertight and of a strength equivalent to that specified in Material Specification
537. Intersecting waterstop joints must be prefabricated and supplied by the same manufacturer providing thewaterstop.
16. Removal of forms, supports, and protective coverings
Forms, supports, and protective coverings must be removed as soon as practical after the concrete has gained
sufficient strength to support its own weight and superimposed loads. Removal must be done so that the concretesurface is not damaged and sudden or excessive stresses are not induced. The minimum period from completion of
the concrete placement to the removal of the forms must be based on either strength tests or cumulative times.
Strength tests—The strength of the in-place concrete is determined by testing concrete cylinders specifically castfor this purpose and cured adjacent to the member in accordance with the ASTM C31 method for determining
removal time. Unless otherwise specified, forms supporting the weight of the concrete member may be removed
after the concrete strength is 70 percent of that specified for the class of concrete. Forms not supporting the weightof the concrete member or other superimposed loads may be removed after the concrete strength has reached thestrength specified in section 25.
Cumulative time—The total accumulated time, not necessarily continuous, that the air adjacent to the concrete isabove 50 degrees Fahrenheit and the specified concrete curing has occurred concurrently will be determined. Forms
may be removed after the total accumulated time shown:

Accumulated form removal times
Forms

Time 1/

Sides of slabs or beams

12 hours

Undersides of slabs or beams

Clear span2/

< 10 ft.

4 days

10 - 20 ft.

7 days> 20 ft.

14 days(210-VI-NEH, Amend. 2, Sept. 2018)

31-12

Sides of walls or columns

Height above form

3/ 4/

< 10 ft.

12 hours< 20 ft.

24 hours> 20 ft.

72 hours

1/ Table values apply to normal concrete. Values for concrete that contains cements or admixtures thatsignificantly retard or accelerate strength gain will be determined by the engineer and based on actual design
mix data.
2/ Values apply to members designed to support significant superimposed loads. Values for members designed
for only self-weight when placed in service must be 50 percent greater.
3/ Values apply to members not subject to significant horizontal loads. Additional time or re-bracing is needed
for members subject to significant wind or other horizontal loads.
4/ Subsequent higher lifts may be placed after 12 hours.

17. Finishing formed surfaces
All formed concrete surfaces must be true and even, and must be free from over-tolerance depressions, holes,
projections, bulges, or other defects in the specified surface finish or alignment, unless otherwise specified in section
25. Depressions are measured as the distance from the bottom of a 5-foot-long template or straight edge.
A surface to be backfilled or otherwise concealed when construction is completed must have the following surface
treatment unless otherwise specified:•Repair defective concrete.

•

Fill all form tie holes.

•

Correct surface depressions deeper than 1 inch.

•

Remove or smooth fins and abrupt projections that exceed 0.75 inch.

A surface to be permanently exposed, where other finishes are not specified, must have the following treatment:•

Repair defective concrete.

•

Fill all form tie holes.

•

Remove or smooth all abrupt irregularities greater than 0.25 inch in depth or projection.

•

Treat all depressions and irregularities so that they do not exceed 0.5 inch in depth.

Form bolt and tie holes and other holes of similar size and depth must be repaired and filled as specified in section
20.

18. Finishing unformed surfaces
All exposed surfaces of the concrete must be accurately screeded to grade and then float finished unless otherwise
specified. The float finish must result in a surface that has no irregularities of more than 0.25 inch when checkedwith a template or straight edge that is 10 feet long.
All exposed surfaces of concrete must be accurately struck off to grade after placement and consolidation arecompleted. Following strikeoff, the surface must be immediately smoothed by darbying or bull floating before any
free water has bled to the surface. The concrete must then be allowed to rest until the bleed water and water sheen(210-VI-NEH, Amend. 2, Sept. 2018)31-13

have left the surface and the concrete has stiffened to where it will sustain foot pressure with only about 0.25-inch
indentation. At this time all joints and edges that are exposed to view and are not chamfered must be finished withedging tools. After edging and hand jointing is complete, all exposed surfaces must be floated with wood ormagnesium floats. The floating should work the concrete no more than necessary to remove screed, edger, andjointer marks and to produce a compact surface uniform in texture.
Water must not be sprinkled or added to the surface of the concrete during the darbying, bull floating, floating, orother finishing operations to facilitate finishing.

19. Curing
Freshly placed concrete must be cured a minimum of 7 days in accordance with the recommended practices set forthin this section. A curing process must be started as soon as the concrete has hardened sufficiently to prevent surface
damage. Curing concrete, including exposed surfaces of formed concrete and concrete in forms, must be maintained
at a satisfactory moisture content for at least 7 days following placement. If forms are removed before the end of the
7-day curing period, the interrupted curing process must be reestablished and maintained until a full 7-day curing
period is achieved. A satisfactory moisture condition is—•Continuous or frequent application of water or use of a saturated cover material, such as canvas, cloth,burlap, earth, or sand.
•Prevention of excessive water loss from the concrete by use of an impermeable coating (curing compound)or covering (plastic, paper).
The application of water or covering must not erode, mar, or otherwise damage the concrete. Plastic film or paper
must meet the requirements of ASTM C171. Black covering must not be used when concreting in hot weather.
Except as otherwise specified in section 25, curing compound may be used for exposed surfaces or formed surfaces
after patching and repair are completed. Curing compounds must not be used on a surface that is to receive
additional concrete, paint, tile, or other coatings unless the contractor demonstrates that the membrane can besatisfactorily removed or can serve as a base for the later application.
Curing compound must be thoroughly mixed before applying and be agitated during application. Except asotherwise specified in section 25, the compound must be applied at a pressure of 75 to 100 pounds per square inch.
A continuously agitating pressure sprayer is used for application at a uniform rate of not less than 1 gallon per 175
square feet of surface. Manual hand pump sprayers must not be used for curing concrete surfaces exceeding 400
square feet unless otherwise specified. For individual concrete placements or repairs having a surface area of 400
square feet or less, curing compound may be applied with a soft-bristled brush, paint roller, or hand sprayer. The
compound must form a uniform, continuous, adherent film that must not check, crack, or peel and must be free frompinholes or other imperfections.
All surfaces covered with curing compound must be continuously protected from damage to the protective film
during the required curing period.
A surface subjected to heavy rainfall or running water within 3 hours after the compound has been applied or that isdamaged by subsequent construction operations during the curing period must be resprayed in the same manner as
for the original application.
Water for curing must be clean and free from any substances that cause discoloration of the concrete.

20. Concrete patching, repair or replacement
Patching—All form bolts, metal ties, and similar forming restraints must be removed to a depth of 1 inch below thesurface of the concrete and their cavities repaired unless otherwise specifically permitted or specified. Smallcavities, large air holes, minor honeycombed areas, and other superficial imperfections that require patching to meetthe specified finish requirements must be thoroughly cleaned and filled. Holes left by bolts or straps that pass

(210-VI-NEH, Amend. 2, Sept. 2018)

31-14

through the concrete section must be filled solid with a dense, well-bonded, non-shrink patching material. Dry-packmortar and replacement concrete must follow the appropriate procedure detailed in the “Repair and Maintenance”
chapter of the Concrete Manual, Bureau of Reclamation, U.S. Department of the Interior. Proprietary patchingmaterial must be appropriate for the type of repair, used within the manufacturer's recommended limits, and applied
according to the manufacturer's recommendations.
Repair or replacement—The contractor must repair or replace concrete that does not meet the requirements of thisspecification. Before starting any repair or replacement work, the contractor must prepare a written plan for the
repair or replacement. The primary reference for material and repair methods for the plan must be the appropriate
sections of the “Repair and Maintenance” chapter of the Concrete Manual, Bureau of Reclamation, U.S. Departmentof the Interior. The repair plan must be submitted to the engineer for review at least 10 days before any repair or
replacement work. Approval of the plan will be authorized in writing by the contracting officer.
When proprietary patching material is proposed in the plan, the manufacturer's data sheets and written
recommendations must be included in the plan.
Repair material or replacement concrete must have properties, color, and texture similar to and compatible with theconcrete being repaired or replaced. Repair or replacement concrete work may only be performed when the engineer
is present.
Curing of repaired or replaced concrete must be started immediately after finish work is completed and as specified
in section 19 or as specified by the manufacturer of proprietary compounds.

21. Concreting in cold weather
Methods for concreting in cold weather must be performed when, for more than 3 consecutive days, the following
conditions exist:•
The average daily air temperature at the job site is less than 40 degrees Fahrenheit. (The average daily air
temperature is the average of the highest and lowest temperatures occurring during the period from midnight tomidnight.)•
The air temperature at the job site is less than, or equal to, 50 degrees Fahrenheit for more than half of any
24-hour period.
Concrete must be protected against freezing during the first 24 hours after placement whether or not the average
weather conditions specified above for cold weather concreting exist. The following provisions also apply unlessotherwise specified:a.
When the cement is added to the mix, the temperature of the mixing water must not exceed 140 degrees
Fahrenheit nor the temperature of the aggregate exceed 150 degrees Fahrenheit.
b.
The temperature of the concrete at the time of placing must be within the placement temperature range
shown below, unless otherwise specified.
Least dimension of section, inches

Placement temperature, °F

Less than 12

55 – 75

12 to 36

50 – 70

36 to 72

45 – 65(210-VI-NEH, Amend. 2, Sept. 2018)

31-15

Greater than 72

40 – 60c.
The minimum temperature of the concrete for the first 72 hours after placement must not be less than theminimum temperature shown above. Concrete structures must be immediately protected after concrete placementby covering, housing, insulating, or heating concrete structures sufficiently to maintain the minimum temperatureadjacent to the concrete surface. If the minimum temperature requirements are not met and the concrete did notfreeze, the protection time will be extended a period equal to twice the number of hours the temperature was below
the minimum temperature.
d.
Exhaust flue gases from combustion heaters must be vented to the outside of the enclosure. The heat fromheaters and ducts must be directed in such a manner as to not overheat or dry the concrete in localized areas or to
dry the exposed concrete surface.
e.
At the end of the protection period, the concrete must be allowed to cool gradually. The maximum decreaseat the concrete surface in a 24-hour period must not exceed 40 degrees Fahrenheit.

22. Concreting in hot weather
Methods for concreting in hot weather must be in accordance with the requirements set forth below.
For the purpose of this specification, hot weather is defined as the weather condition at the jobsite that causes
acceleration in the rate of moisture loss or rate of cement hydration of freshly mixed concrete, including an ambient
temperature of 80 degrees Fahrenheit or higher, and an evaporation rate that exceeds 0.2 pounds per square foot perhour. The rate of moisture loss and rate of cement hydration may be accelerated if one or a combination of thefollowing conditions exists:•

High ambient temperature•

High concrete temperature•

Low relative humidity•

Wind velocity•

Solar radiation

Whenever the above conditions exist or when climatic conditions are such that the temperature of the concrete may
reasonably be expected to exceed 90 degrees Fahrenheit at the time of delivery to the worksite or during theplacement operations, the following provisions apply:a.
The contractor must maintain the temperature of the concrete below 90 degrees Fahrenheit during mixing,
conveying, and placing.
b.
Exposed concrete surfaces that tend to dry or set too rapidly must be continuously moistened using fog
sprays or other means to maintain adequate moisture during the time between placement and finishing. Water mustnot be sprinkled or added directly to the surface of the concrete before finishing.
c.
Finishing of slabs and other exposed surfaces must be started as soon as the condition of the concrete allows
and must be completed without delay. Water must not be sprinkled or added to the surface of the concrete during
the darbying, bull floating, floating, or other finishing operations to facilitate finishing.
d.
Formed surfaces must be kept completely and continuously wet from the time the concrete takes initial
set to when the forms are removed. After the forms are removed, the concrete surfaces must be kept completely
and continuously wet for the duration of the curing period or until curing compound is applied in accordance tosection 21.
e.
Exposed and unformed concrete surfaces, especially flat work placed with large areas of surface, must be
kept completely and continuously wet for the duration of the curing period or until curing compound is applied inaccordance to section 19. The concrete must be protected against thermal shock from rapid cooling (5°F per hour(210-VI-NEH, Amend. 2, Sept. 2018)31-16

or more than 40°F per 24-hour period) of the concrete by application of curing water or temperature changes
during the first 24 hours of the curing period.
f.
When any single or combination of conditions might result in very rapid setting or drying of the concrete,
extreme conditions exist. For flat work and slab construction, extreme conditions exist when the evaporation rate
exceeds 0.2 pound per square foot per hour. The engineer may—
(1) Restrict placement to the most favorable time of the day.
(2) Restrict the depth of layers to assure coverage of the previous layer while it will still respond readily tovibration.
(3) Suspend placement until conditions improve.
(4) Restrict the removal of forms, repair, and patching to small areas that can be protected with curingcompound immediately.
The evaporation rate for flat work and slab construction may be determined by calculating the evaporation rate froma cake pan having a surface area of at least 1 square foot or by other methods approved by the engineer ordesignated in section 25.

23. Acceptance of the concrete work
Acceptance of the concrete work will be a cumulative acceptance process based upon progressively meeting therequirements of the specifications and drawings for—•Fresh concrete.

•

Concrete strength and durability.

•

Structure dimensions.

•

Structure appearance.

Fresh concrete—Fresh concrete conforming to the mix proportions and quality requirements of the approved job
mix and the handling and placement requirements of previous sections will be satisfactory.
Concrete strength—A strength test is the average of the compressive strengths of two standard cured cylinders
prepared and tested in accordance with section 4, unless otherwise specified. The strength of the hardened concreteis satisfactory if the following requirements are met:a.
If method 1 from section 3 is specified and the concrete work is less than 75 total cubic yards for the class ofconcrete specified, the compressive strength of the concrete is satisfactory if no individual strength test falls morethan 500 pounds per square inch below the specified compressive strength (f 'c) for the respective class of concrete.
b.
If method 1 from section 3 is specified and the concrete work is 75 total cubic yards or more for the class ofconcrete specified, the compressive strength of the concrete is satisfactory if both of the following requirements
are met:(1) No individual strength test falls more than 500 pounds per square inch below the specified compressive
strength (f 'c) for the class of concrete specified.
(2) The average of any three consecutive strength tests is not less than the specified compressive strength (f 'c) forthe class of concrete specified.
The contractor must take steps to increase the average of subsequent strength tests when the average of any threeconsecutive strength tests falls below the specified concrete strength (f 'c).
c.
The engineer determines the structural adequacy and evaluates the durability of the in-place concrete when
the concrete strength based on the standard cured concrete cylinders is unsatisfactory. The engineer determines theneed for additional quality assurance testing.
d.
The contractor may core the concrete, have the cores tested by a certified testing laboratory at thecontractor's expense, and submit test results to the engineer for consideration and evaluation of concrete strength
adequacy when the concrete strength based on the standard cured concrete cylinders is unsatisfactory.

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e.
Sampling and testing concrete by coring must conform to section 4. The strength of the concrete based uponconcrete cores is satisfactory if both of the following requirements are met:
(1) The average compressive strength of the three cores equal or exceed 85 percent of the specifiedcompressive strength (f 'c).
(2) The compressive strength of any individual core does not fall below 75 percent of the specifiedcompressive strength (f 'c).
f.
If method 2 from section 3 is specified, the engineer is responsible for the concrete job mix design and thequality concrete that results from the job mix.
The hardened concrete is satisfactory if the required batch tickets or other documentation acceptable to theengineer clearly show that the batch ingredients and weights of each ingredient including all admixtures conforms
to the job mix provided by the engineer. Random periodic inspection of the batching operations may be made by
the engineer to verify that ingredients and ingredient proportions conform to the batching documentation.
If the concrete ingredients, proportions, or admixtures varies from the job mix provided by the engineer, theconcrete may be rejected if, in the judgment of the engineer, the variance will significantly affect the strength or
durability of the concrete or will adversely affect the life expectancy or other components of the structure.

Structure dimensions and appearance
The appearance of the concrete must meet the requirements of sections 17 and 18.
The dimensions of formed members, unless otherwise specified, are satisfactory if they conform to the requirementsof the specifications, the locations shown on the drawings, and are within acceptable tolerances:a.
Variation from plumb for walls and column must be no more than 0.2 percent of the total wall or column
height.
b.
Variation from specified elevations for slabs, floors, or other horizontal members must be no more than 0.2
percent of the length of the member in the direction of grade.
c.
Variations in the cross-sectional dimensions of columns and beams and in the thickness of walls and abovegrade slabs must be no more than minus 0.25 inch or plus 0.5 inch from the shown dimensions.

24. Measurement and payment
For items of work for which specific unit prices are established in the contract, concrete is measured to the neat lines
or pay limits shown on the drawings, and the volume of concrete is computed to the nearest 0.1 cubic yard. No
deduction in volume is made for chamfers, rounded or beveled edges, or for any void or embedded item that is lessthan 5 cubic feet in volume. Where concrete is placed against the sides or bottom of an excavation without
intervening forms, drainfill, or bedding, the volume of concrete required to fill voids resulting from over-excavation
outside the neat lines or pay limits is included in the measurement for payment where such over-excavation is
directed by the engineer to remove unsuitable foundation material. However, this payment is only to the extent thatthe unsuitable condition is not a result of the contractor's improper construction operations, as determined by theengineer.
Method l—Payment for each item of concrete is made at the contract unit price for that item. The payment for
concrete will constitute full compensation for completion of the concrete work, including joint fillers, waterstops,
dowels or dowel assemblies, and metal plates, but not including reinforcing steel or other items listed for payment
elsewhere in the contract.
Method 2—Payment for each item of concrete is made at the contract unit price for that item. The payment for
concrete constitutes full compensation for completion of the concrete work, including joint fillers, waterstops, metal
plates, dowels, and other assemblies. It does not include furnishing and placing reinforcing steel or furnishing andhandling cement or other items listed for payment elsewhere in the contract.

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Cement is measured by dividing the volume of concrete accepted for payment by the yield of the applicable job mix.
The yield is determined by the procedure specified in ASTM C138. If the amount of cement actually used per batch
exceeds the amount in the job mix specified by the engineer, the measurement is based on the amount of cement
specified by the engineer for the job mix. Unless otherwise stated in section 25, a bag of cement is considered 94
pounds. Payment for each type of cement will be made at the contract unit price for furnishing and handling thattype of cement and such payment will constitute full compensation for furnishing and handling the cement.
All methods—The following provisions apply to all methods of measurement and payment. Compensation for any
item of work described in the contract, but not listed in the bid schedule, will be included in the payment for the itemof work to which it is make subsidiary. Such items and the items to which they are made subsidiary are identified in
section 25 of this specification.

25.

Items of work and construction details(210-VI-NEH, Amend. 2, Sept. 2018)

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25.

Items of work and construction details
Concrete items installed in conformance with this specification shall be of concrete made withType II or V cement. In-lieu of Type II or Type V cement, Type IL(X%)(MS or HS) blended
cements as specified in ASTM C595 may be used upon approval of the Engineer.
The percent limestone (X%) in the blended cement shall not exceed 15% by mass of the cement
provided. Concrete mix designs using blended cements with the percent limestone (X%) greaterthan 10% shall include sufficient testing in accordance with ASTM C109 to document there is noloss in compressive strength as a result of the included limestone content as compared to Type II
or V cements.
Blended cements that do not indicate sulphate exposure requirements will require additional
testing under ASTM C1012. Documentation of passing test results supporting the sulfate
exposure designation as described in ACI 318-19 for exposure class S1 for (MS) and S2 for (HS)shall be provided.
Class 2 coarse aggregate shall be Size No. 7, 57, 67, or 467. Bituminous preformed expansion
joint filler shall be according to ASTM D994. Sponge rubber expansion joint filler shall beaccording to ASTM D1752. The slump range for all concrete shall be 4 inches plus or minus 1
inch.
In Section 3, Concrete mix design, Method 1 shall apply. All concrete shall equal or exceed
Class 4000.
In Section 13, Construction joints, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 18, Concrete, Structural(1)

This item shall consist of furnishing and placing all concrete required forconstruction of the concrete principal spillway hooded inlet and both impact
basins as shown on the drawings.

(2)

In Section 24, Measurement and payment, Method 1 shall apply.

(3)

In addition to the finishing of all formed concrete surfaces and slabs inconformance with Section 17 of this specification, all concrete surfaces that will
be exposed to air and water, shall be finished by (1) a complete carborundumstone rubbing or (2) by treatment with a cement-based heavy-duty coating suchas "MasterSeal 581" manufactured by Master Builder Solutions. A product ofequal quality may be used. The coating material to be used shall be approved by
the Engineer.
(a)

The cement-based coating shall be in powder form, free from lumps or
aggregates, and easily dispersed in water to a smooth and homogeneousconsistency. The coating shall be suitable for application to wetted
masonry or concrete surfaces with a fiber brush, roller, or special sprayequipment.

(b)

The coating materials shall be heavy-bodied with ability to fill and seal
pores and voids and provide a waterproof finish. The coating material
shall be applied in such a manner that all cavities or surface pits,
pockmarks, or holes not filled as otherwise specified are completely
filled with the surface finish of coating materials.

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(4)

b.

(c)

Products applied as surface finish shall be applied in conformance withthe manufacturer's recommendations with the additional requirement that
all concrete surfaces shall be cleaned by wet or dry sandblasting, steam
cleaning, or other method approved by the Engineer that insures a cleansurface to which the surface finish product readily adheres and which is
free of all unsatisfactory concrete, laitance, coatings, stains, and debris
that would prevent the coating from adhering tightly to the prepared
concrete surfaces.

(d)

The surface finish shall present a uniform appearance and shall be free ofcheck marks, blisters, cracking, and other evidence of non-uniformity,
inconsistencies, and imperfections. Such area(s) of non-uniformities,
checks, blisters, cracks, and other imperfections shall be removed, andthe surface finish reapplied to present uniform appearance in accordancewith the requirements of this section.

(e)

The color of the final cured coating shall conform to the MasterSeal
color “Gray”.

(f)

The coating shall meet the following specifications:(1)Compressive Strength – 4,200 psi in 7 days, 6030 psi in 28 days
(Test Method ASTM C109).

(2)

Tensile Strength -- 250 psi in 7 days, 440 psi in 28 days (Test
Method ASTM C190).

(3)

Flexural Strength -- 360 psi in 7 days, 1027 psi in 28 days (Test
Method ASTM C348).

(4)

The coating shall dry to the touch in 4 hours and hard-dry within
48 hours (ASTM C1640).

(5)

Freeze-Thaw Cycling -- No cracking or declamation after 200
cycles (Test Method ASTM C666, Method B).

(6)

Weatherometer -- After 5000 hours of weatherometer exposure,there shall be no checking, cracking, or loss of adhesion, and thedegree of chalking shall be No. 8 (ASTM D822 and ASTM
G26).

(7)

Resistance to wind-driven rain – after 8 hours exposure rated as
excellent as per Federal Specification (TT-P-0035).

The item of work subsidiary to this bid item is Excavation, Common, Concrete
Structures as specified in Construction Specification 21 as it applies to this bid
item.

Bid Item 19, Concrete, Pipe Cradle(1)

This item shall consist of furnishing and placing all concrete required for theconstruction of the new principal spillway conduit cradle and extension of theexisting principal spillway conduit as shown in the construction drawings.

(2)

In Section 24, Measurement and payment, Method 1 shall apply.

(3)

The item of work subsidiary to this bid item is Excavation, Common, Concrete
Structures as specified in Construction Specification 21 as it applies to this bid
item.

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c.

Bid Item 20, Surface Repair and Treatment of Existing Concrete Riser(1)

This item shall consist of the patching of honeycombed areas and areas with
exposed aggregate on both the inside and outside surfaces of the existing riser inaccordance with Section 20 of this specification.

(2)

The existing concrete riser shall be cleaned and the surface shall be free of soil,
dust, or other contaminants prior to the surface repair. Cleaning shall beaccomplished by pressurized water, air, and/or steam or other approved methods
provided that the surface of the riser is not damaged by the cleaning operationand no residues remain that will prevent proper bonding of repair materials.

(3)

All concrete surfaces that will be exposed to air and water, shall be finished by(1) a complete carborundum stone rubbing or (2) by treatment with a cementbased heavy-duty coating such as "MasterSeal 581" manufactured by Master
Builder Solutions. A product of equal quality may be used. The coating material
to be used shall be approved by the Engineer.
(a)

The cement-based coating shall be in powder form, free from lumps or
aggregates, and easily dispersed in water to a smooth and homogeneousconsistency. The coating shall be suitable for application to wetted
masonry or concrete surfaces with a fiber brush, roller, or special sprayequipment.

(b)

The coating materials shall be heavy-bodied with ability to fill and seal
pores and voids and provide a waterproof finish. The coating material
shall be applied in such a manner that all cavities or surface pits,
pockmarks, or holes not filled as otherwise specified are completely
filled with the surface finish of coating materials.

(c)

Products applied as surface finish shall be applied in conformance withthe manufacturer's recommendations with the additional requirement that
all concrete surfaces shall be cleaned by wet or dry sandblasting, steam
cleaning, or other method approved by the Engineer that insures a cleansurface to which the surface finish product readily adheres and which is
free of all unsatisfactory concrete, laitance, coatings, stains, and debris
that would prevent the coating from adhering tightly to the prepared
concrete surfaces.

(d)

The surface finish shall present a uniform appearance and shall be free ofcheck marks, blisters, cracking, and other evidence of non-uniformity,
inconsistencies, and imperfections. Such area(s) of non-uniformities,
checks, blisters, cracks, and other imperfections shall be removed, andthe surface finish reapplied to present uniform appearance in accordancewith the requirements of this section.

(e)

The color of the final cured coating shall conform to the MasterSeal
color “Gray”.

(f)

The coating shall meet the following specifications:(1)Compressive Strength – 4,200 psi in 7 days, 6030 psi in 28 days
(Test Method ASTM C109).

(2)

Tensile Strength -- 250 psi in 7 days, 440 psi in 28 days (Test
Method ASTM C190).

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(4)

d.

e.

(3)

Flexural Strength -- 360 psi in 7 days, 1027 psi in 28 days (Test
Method ASTM C348).

(4)

The coating shall dry to the touch in 4 hours and hard-dry within
48 hours (ASTM C1640).

(5)

Freeze-Thaw Cycling -- No cracking or declamation after 200
cycles (Test Method ASTM C666, Method B).

(6)

Weatherometer -- After 5000 hours of weatherometer exposure,there shall be no checking, cracking, or loss of adhesion, and thedegree of chalking shall be No. 8 (ASTM D822 and ASTM
G26).

(7)

Resistance to wind-driven rain – after 8 hours exposure rated as
excellent as per Federal Specification (TT-P-0035).

In Section 24, Measurement and payment, none of the methods shall apply.
Payment shall be made at the contract lump sum price for surface repair andtreatment of the existing concrete riser. Such payment will constitute fullcompensation for all labor, equipment, tools, materials and all other items
necessary and incidental to the completion of the work.

Subsidiary Item, Establishment of Permanent Reference Markers (PRM)(1)

This item shall consist of all work and materials (except the benchmark cap)required for the establishment of permanent reference markers. The brass oraluminum cap for the PRM will be furnished by the NRCS prior to
casting/pouring the concrete.

(2)

The required number and approximate locations of the markers are shown on thedrawings. The actual location of the markers shall be as staked by the Engineer.

(3)

Markers shall be cast in place, non-reinforced, concrete cylinders or precast, nonreinforced, concrete cylinders installed flush with the ground line and with astandard benchmark cap mounted on the top.

(4)

The concrete cylinder shall have a minimum diameter of 10 inches and depth of 2feet, except a lesser depth may be approved where rock is encountered. Earthforming will be permitted for cast-in-place markers.

(5)

No surface finish will be required for that portion of the marker which will be
below ground. If precast markers are used, backfill shall be thoroughly tamped
in 4-inch layers.

(6)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item Construction Surveys.

Subsidiary Item, Concrete, Metal Cleanout Covers(1)

This item shall consist of the concrete required for the metal cleanout covers asshown in the construction drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Plastic Pipe, PVC, 6”
I.D.

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Construction Specification 34—Steel Reinforcement
1.

Scope

The work consists of furnishing and placing steel reinforcement for reinforced concrete or pneumaticallyapplied mortar.

2.

Material

Steel reinforcement must conform to the requirements of Material Specification 539, Steel Reinforcement (forconcrete). Before reinforcement is placed, the surface of the bars and fabric and any metal supports must be
cleaned to remove any loose, flaky rust, mill scale, oil, grease, or other undesirable coatings or foreign
substances. Epoxy-coated steel reinforcement must be free of surface damage. After placement, thereinforcement must be maintained in a clean and serviceable condition until it is completely embedded
within the concrete.

3.

Bar schedule, lists and diagrams

Any supplemental bar schedules, bar lists or bar-bending diagrams required in section 10 of this specificationto accomplish the fabrication and placement of steel reinforcement must be provided by the contractor.
Before reinforcement is placed, the contractor must furnish four copies of any such lists or diagrams to thecontracting officer for approval. Acceptance of the reinforcement is not based on approval of these lists ordiagrams, but on inspection of the steel reinforcement after it has been placed, tied, and supported and isready to receive concrete.

4.

Bending

Reinforcement must be cut and bent in compliance with the requirements of the American Concrete InstituteStandard 315. Bars must not be bent or straightened in a manner that will injure or weaken the material. Bars
with kinks, cracks, or improper bends must be rejected.

5.

Splicing bar reinforcement

Method 1—Splices of reinforcement may only be made at locations shown on the drawings and provided by
the steel schedule. Placement of bars at the lap splice locations shown, when not in contact, must not be
farther apart than one-fifth the shown lap length and in any case no greater than 6 inches.
Method 2—Splices of reinforcement must be limited to those locations shown on the drawings. Splice lengths
must be determined before fabrication and meet the requirements of ACI Standard 318, Building CodeRequirements for Reinforced Concrete, based upon design information in section 10 of this specification. Bar
placement drawings and schedules must be provided for approval before fabrication. The drawings mustshow all splice locations, layouts, and lap dimensions.

6.

Splicing welded wire reinforcement

Unless otherwise specified, welded wire reinforcement must be spliced in the following manner:
End‐to‐end—Adjacent sections must be spliced end-to-end (longitudinal lap) by overlapping aminimum of one full mesh plus 2 inches plus the length of the two end overhangs. The splice length ismeasured from the end of the longitudinal wires in one piece of fabric to the end of the longitudinalwire in the lapped piece of fabric.
Side‐to‐side—Adjacent sections must be spliced side to side (transverse lap) a minimum of one fullmesh plus 2 inches. The splice length must be measured from the centerline of the first longitudinalwire in one piece of fabric to the centerline of the first longitudinal wire in the lapped piece of fabric.

7.

Placing

Reinforcement must be accurately placed and secured in position to prevent its displacement during theplacement of concrete. Tack welding of bars is not permitted. Metal chairs, metal hangers, metal spacers, andconcrete chairs may be used to support the reinforcement. Metal hangers, spacers, and ties must be placed in(210-VI-NEH, Amend. 2, Sept. 2018)34-1

such a manner that they are not exposed in the finished concrete surface. The legs of metal chairs or side form
spacers that may be exposed on any face of slabs, walls, beams, or other concrete surfaces must have aprotective coating or finish. The coating or finish must be hot dip galvanized, epoxy coated, plastic coated, or
stainless steel. Metal chairs and spacers not fully covered by a protective coating or finish must have aminimum cover of 0.75 inch of concrete over the unprotected metal part. The exception is that those withplastic coatings may have a minimum cover of 0.5 inch of concrete over the unprotected metal part. Precast
concrete chairs must be manufactured of the same class of concrete as specified for the structure and musthave the tie wires securely anchored in the chair or a V-shaped groove at least 0.75 inch in depth molded into
the upper surface to receive the steel bar at the point of support. Precast concrete chairs must be clean andmoist at the time concrete is placed.
High-density or structural plastic rebar accessories designed to ensure maximum concrete bond may besubstituted for metal or concrete accessories in spacer applications as approved by the contracting officer.
Exposure of plastic rebar accessories at the finished concrete surface must be kept to a minimum. Plastic
rebar accessories, when used, must be staggered along adjacent parallel bars and must be placed at intervals
no closer than 12 inches. Plastic rebar accessories must not be used in concrete sections 6 inches or less inthickness.
Reinforcement must not be placed until the prepared site has been inspected and approved. After placementof the reinforcement, concrete must not be placed until the reinforcement has been inspected and approvedby the responsible engineer.

8.

Storage

Steel reinforcement stored at the work site must be placed on platforms, skids, or other supports. This is done
so that contact with the ground is avoided and the material is protected from mechanical damage and/or
corrosion.

9.

Measurement and payment

Method 1—For items of work for which specific unit prices are established in the contract, the weight of steel
reinforcement placed in the concrete in accordance with the drawings is determined to the nearest pound bycomputation from the placing drawings. Measurement of hooks and bends is based on the requirements of
ACI Standard 315. Computation of weights of reinforcement is based on the unit weights established in tables
34–1 and 34–2 of this specification. Computation of weights for welded wire reinforcement not shown intable 34–2 must be based on ACI Standard 315. The area of welded wire reinforcement placed in the concretein accordance with the drawings is determined to the nearest square foot by computation from the placingdrawings with no allowance for required laps. The weight of steel reinforcing in extra splices or extra-length
splices approved for the convenience of the contractor or the weight of supports and ties is not included in
the measurement for payment.
Payment for furnishing and placing reinforcing steel is made at the contract unit price. Such payment
constitutes full compensation for all labor, material, equipment, and all other items necessary and incidental
to the completion of the work including preparing and furnishing bar schedules, lists, or diagrams; furnishing
and attaching ties and supports; and furnishing, transporting, storing, cutting, bending, cleaning, and securing
all reinforcements.
Method 2—For items of work for which specific unit prices are established in the contract, the weight of bar
reinforcement placed in the concrete in accordance with the drawings is determined to the nearest pound bycomputation from the placing drawings. Measurement of hooks and bends is based on the requirements of
ACI Standard 315. Computation of weights of bar reinforcement is based on the unit weights established intable 34–1 of this specification. The weight of steel reinforcing in extra splices or extra length splices
approved for the convenience of the contractor or the weight of supports and ties is not included in themeasurement for payment.
The area of welded wire reinforcement placed in the concrete in accordance with the drawings is determined
to the nearest square foot by computation from the placing drawings with no allowance for required laps.
Payment for furnishing and placing bar reinforcing steel is made at the contract unit price for bar
reinforcement. Payment for furnishing and placing welded wire reinforcing steel is made at the contract unit

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34-2

price for welded wire reinforcement. Such payment constitutes full compensation for all labor, material,
equipment, and all other items necessary and incidental to the completion of the work including preparing
and furnishing bar schedules, lists, or diagrams; furnishing and attaching ties and supports; and furnishing,transporting, cutting, bending, cleaning, and securing all reinforcement.
All Methods—The following provisions apply to all methods of measurement and payment. Compensation for
any item of work described in the contract, but not listed in the bid schedule, is included in the payment for
the item of work to which it is made subsidiary. Such items to which they are made subsidiary are identified
in section 10 of this specification.
Table 34–1

Standard reinforcing bars

‐ ‐ Bar size designations ‐ ‐Weight (lb/ft)

EnglishMetric

3

10

0.376

4

13

0.668

5

16

1.043

6

19

1.502

7

22

2.044

8

25

2.670

9

29

3.400

10

32

4.303

11

36

5.313

14

43

7.650

18

57

13.600

1/ The bar diameter (inches) equals the bar size number divided by eight. For example, the diameter of a #4 bar is 4 ÷ 8 = 0.5 inch.
2/ The metric bar size has been rounded to a whole number that represents the approximate diameter of the bar in millimeters.

(210-VI-NEH, Amend. 2, Sept. 2018)34-3

Table 34–2

Rectangular welded wire reinforcement‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ Style designation 1/ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐Weightby W‐number

by steel wire gauge(lb/100 ft2)
(former designation)

6  6 – W1.4  W1.4

6  6 – 10  1021

6  6 – W2.1  W2.1

66–8830

6  6 – W2.9  W2.9

66–6642

6  6 – W4.0  W4.0

66–4458

4  4 – W1.4  W1.4

4  4 – 10  1031

4  4 – W2.1  W2.1

44–8844

4  4 – W2.9  W2.9

44–6662

4  4 – W4.0  W4.0

44–4485

4  12 – W2.1  W0.9 2/

4  12 – 8  1225

4  12 – W2.5  W1.1 2/

4  12 – 7  11

31

1/ Style designation is defined in ACI Standard 315 of the American Concrete Institute.
2/ Welded smooth wire reinforcement with wires smaller than size W1.4 is manufactured from galvanized wire.

10. Items of work and construction details(210-VI-NEH, Amend. 2, Sept. 2018)

34-4

10.

Items of work and construction details
In Section 3, Bar schedule, lists and diagrams, any shop drawings, steel schedules, or bar tags
provided by the manufacturer shall reference the bar mark designations shown on theconstruction drawings.
In Section 5, Splicing bar reinforcement, Method 1 shall apply.
In Section 7, Placing, if during the placement of the concrete, any reinforcement is displaced
more than one-half inch from its designated position, that reinforcement shall be entirely removed
and placed in proper position. Inspection and approval of the reinforcement by the Engineer will
not relieve the Contractor of the responsibility of ensuring the reinforcement is held in place andis not displaced during the placement of the concrete.
In Section 9, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 21, Reinforcing Steel(1)

This item shall consist of furnishing and placing all steel reinforcement required
for the construction of all reinforced concrete works under this contract.

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Construction Specification 41—Reinforced Concrete Pressure Pipe Conduits
1. Scope
The work shall consist of furnishing and installing reinforced concrete pressure pipe conduits, fittings,
and accessories as shown on the drawings and/or specified herein.
2. Material
Reinforced concrete pressure pipe, fittings, and accessories shall conform to the requirements ofMaterial Specification 541, Reinforced Concrete Pressure Pipe.
Portland Cement Concrete for bedding and cradles shall conform to the requirements of Construction
Specification 31 for the specified class of concrete.
Joint sealing compound shall conform to the requirements of Material Specification 536, Sealing
Compound for Joints in Concrete and Concrete Pipe.
Preformed expansion joint filler shall conform to the requirements of Material Specification 536,
Sealing Compound for Joints in Concrete and Concrete Pipe.
Filter fabric shall conform to Material Specification 592, Geotextile.
3. Laying the pipe
The pipe shall be set to the specified line and grade and temporarily supported on precast concrete blocks
or wedges. Concrete blocks and wedges used to temporarily support the pipe during placement of
concrete bedding or cradle, or both, shall be a class of concrete equal to or stronger than the concrete used
to construct the bedding or cradle. Bell and spigot pipe shall be laid with the bells or grooves facing
upstream unless otherwise specified in section 7 or shown on the drawings. Pipe may be installed byinitially placing the upstream section of pipe and progressing with placement of the remaining sections ofpipe in the downstream direction; however, care must be taken to avoid contaminating the joint with soil
or bedding as the bell end is slid over the spigot of the adjoining pipe.
Just before each joint is connected, the connecting surface of the bell and spigot or spigots and sleeveshall be thoroughly cleaned and dried. Also, the rubber gasket and the inside surface of the bell or sleeveshall be lubricated with a light film of soft vegetable soap compound (flax soap). The rubber gasket shallbe stretched uniformly as it is placed in the spigot groove to ensure a uniform volume of rubber aroundthe circumference of the pipe.
Method 1—The joint shall be connected by sliding the bell over the spigot or by sliding the spigot into
the bell and applying a pulling or jacking force in a manner that will allow the spigot to enter squarely
into the bell.
Method 2—The joint shall be connected in accordance with the manufacturer's instructions.
Use with either method—When the spigot has been seated to within 0.5 inch of its final position, theposition of the gasket in the joint shall be checked around the entire circumference of the pipe by meansof a metal feeler gauge. In any case where the gasket is found to be displaced, the joint shall bedisengaged and properly reconnected. After the position of the gasket has been checked, the spigot shallbe completely pulled into the bell and the section of pipe shall be adjusted to line and grade.
4. Filling joints
Before the placement of the bedding or cradle, the exterior annular space between the ends of the pipe
sections shall be cleaned and completely filled with joint sealing compound. Before the compound isapplied, the surface against which it is to be placed shall be cleaned of all dust, lubricant, and othersubstances that would interfere with a bond between the compound and the pipe. If recommended by the(210-VI-NEH, January 2014)41–1

manufacturer of the compound, the concrete surface shall be coated with a primer in accordance with the
manufacturer's recommendations. Primers shall be applied to the concrete surface only and shall not comein contact with the gasket or gasket sealing surface. Unless the compound or primer is specifically
recommended for use on moist concrete, the surface shall be dry when the compound or primer is applied.
The joint sealing compound shall be allowed to cure until it is sufficiently firm to prevent the entry ofconcrete or earth into the joint. Unless otherwise specified in section 7 of this specification, before placing
bedding or earth backfill (excluding concrete) containing particles larger than 0.25 inch in maximum
dimension within 6 inches of the joint sealing compound, the compound shall be covered with a strip of
16-gauge to 24-gauge metal at least 2-inches wider than the space between the ends of the pipe sections.
Instead of metal strips, the joints shall be covered by a minimum of 2-foot-wide, 4-ply thick filter fabric.
Filter fabric shall be wrapped completely around the joint and overlapped a minimum of 12 inches at the
top of the pipe. Lap shall be securely fastened to ensure filter fabric fits snugly during backfill operations.
Filter fabric is centered on the joint. It shall conform to Material Specification 592, table 2, Nonwoven,class II.
5. Pressure testing
Method 1—Pressure testing of the completed conduit is not required.
Method 2—Before placing any concrete or earthfill around the conduit or filling the pipe joints, theconduit shall be tested for leaks in the following manner:
The ends of the conduits shall be plugged and a standpipe with a minimum diameter of 2 inches shall be
attached to the upstream plug. The conduit shall be braced at each end to prevent slippage. The conduitand the standpipe shall be filled with water. The water level in the standpipe shall be maintained at least
10 feet above the invert of the upstream end of the conduit for at least 2 hours. Any leaks shall be
repaired, and the conduit shall be tested again as described. The procedure shall be repeated until the
conduit is watertight.
The pipe joints shall show no leakage. Damp spots developing on the surface of the pipe are notconsidered as leakage.
Method 3—Before placing any concrete or earthfill around the conduit or filling the pipe joints, theconduit shall be air tested in accordance with ASTM C924. The conduit shall be braced on each end toprevent slippage. All end plugs used for the air test shall be capable of resisting the internal pressure andmust be securely braced.
All testing equipment to be used shall be furnished by the contractor and shall be inspected and approvedby the engineer. The pressure gauges used shall be graduated to read in increments of 0.1 pounds per
square inch and calibrated to provide accuracy within 10 percent plus or minus of the standard gauge. The
contractor has the option of prewetting the conduit or line before testing. Any conduit that fails to passthis test must be repaired by a method satisfactory to the engineer. After the repairs are made, the conduit
shall be retested until it passes the test requirements.
Method 4—Before placing concrete or earth backfill around the conduit joint to be tested or filling thepipe joints, the joint shall be tested in accordance to ASTM C 1103, Standard Practice for Joint
Acceptance Testing of Installed Precast Concrete Sewer Line. The test pressure shall be as specified in
section 7 of this specification. Any joints showing leaks shall be relaid or repaired, and the joint shall beretested. The procedure shall be repeated until the joint passes the test.
6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach size, type, and class of pipe is determined to the nearest 0.l foot by measurement of the laid length ofpipe along the invert centerline of the conduit. Payment for each size, type, and class of reinforced
concrete pressure pipe is made at the contract unit price for that size, type, and class of pipe. Such(210-VI-NEH, January 2014)41–2

payment constitutes full compensation for furnishing, transporting, and installing the pipe complete inplace. This includes accessories, such as wall fittings, joint gaskets, coupling bands, sleeves, or collars,
and all other items necessary and incidental to the completion of the work except the special fittings andappurtenances listed separately in the bid schedule. Payment for each special fitting and appurtenance ismade at the contract price for that type and size of fitting or appurtenance.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach size, type, and class of pipe is determined as the sum of the nominal laying lengths of the pipe
sections used. Payment for each size, type, and class of reinforced concrete pressure pipe is made at thecontract unit price for that size, type, and class of pipe. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe complete in place. This includes accessories, such as wall
fittings, joint gaskets, coupling bands, sleeves or collars, and all other items necessary and incidental tothe completion of the work except the special fittings and appurtenances listed separately in the bidschedule. Payment for each special fitting and appurtenance is made at the contract price for that type andsize of fitting and appurtenance.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7 of this specification.
7. Items of work and construction details(210-VI-NEH, January 2014)

41–3

7.

Items of work and construction details
In Section 3, Laying the pipe, Method 1 shall apply.
In Section 5, Pressure testing, Method 1 shall apply.
In Section 6, Measurement and payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

b.

Bid Item 22, Concrete Pressure Pipe, 30” C-301(1)

This item shall consist of furnishing and installing the 30” I.D. conduit for the
new principal spillway as shown on the drawings.

(2)

The drawings are presented for conduit assembly consisting of basic pipe
sections, 10’ in length. Pipe sections of other lengths shall not be used unlessapproved by the Engineer. Where the length of the pipe section furnished differsfrom the basic 10’ length, the resulting total length of the principal spillway
conduit shall not be less than that specified on the drawings.

(3)

The dimensions and configuration of the special sections for the upstream anddownstream ends of the new principal spillway conduit shall be as specified andshown on the drawings.

(4)

Each section of pipe shall be supported at minimum of (2) locations along its
length. The supports should be located no further than 2 feet from each end of asection. Methods of support which allow the weight of the pipe to bear on thepipe joint will not be permitted. Supports shall be support blocks or opposing
wedges as shown on drawing.

Bid Item 23, Concrete Pressure Pipe, 24” C-301(1)

This item shall consist of furnishing and installing the 24” I.D. conduit for theextension of the existing principal spillway conduit as shown on the drawings.

(2)

The Contractor shall have a representative from the concrete pipe manufacturer
observe and obtain measurements of the existing 24” concrete pipe to ensure awatertight connection between the existing pipe and the new pipe may be
maintained. All connections shall meet the minimum requirements indicated on
the construction drawings and recommended by the manufacturer.

(3)

The drawings are presented for conduit assembly consisting of basic pipe
sections, 12’ in length. Pipe sections of other lengths shall not be used unlessapproved by the Engineer. Where the length of the pipe section furnished differsfrom the basic 12’ length, the resulting total length of the principal spillway
conduit shall not be less than that specified on the drawings.

(4)

Each section of pipe shall be supported at minimum of (2) locations along its
length. The supports should be located no further than 2 feet from each end of asection. Methods of support which allow the weight of the pipe to bear on thepipe joint will not be permitted. Supports shall be support blocks or opposing
wedges as shown on drawing.

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Construction Specification 45—Plastic Pipe
1. Scope
The work consists of furnishing and installing plastic pipe (except corrugated polyethylene pipe) and thenecessary fittings and appurtenances as shown on the drawings or as specified herein.
2. Material
Pipe, fittings, and gaskets shall conform to the requirements of Material Specification 547, Plastic Pipe,and as specified in section 14 of this specification or as shown on the drawings.
Perforated pipe shall conform to the requirements of Material Specification 547, Plastic Pipe, and as
specified in section 14 of this specification or as shown on the drawings.
Unless otherwise specified, concrete shall conform to the requirements of Construction Specification 32,
Structure Concrete, and section 8 of this specification.
Unless otherwise specified, earth backfill shall conform to the requirements of Construction Specification
23, Earthfill.
Unless otherwise specified, drainfill shall conform to the requirements of Construction Specification 24,
Drainfill.
3. Handling and storage
Pipe shall be delivered to the job site and handled by means that provide adequate support to the pipe anddo not subject it to undue stresses or damage. When handling and placing plastic pipe, care shall be taken
to prevent impact blows, abrasion damage, and gouging or cutting (by metal edges and/or surface orrocks). The manufacturer's special handling requirements shall be strictly observed. Special care shall betaken to avoid impact when the pipe must be handled at a temperature of 40 degrees Fahrenheit or less.
Pipe shall be stored on a relatively flat surface so that the barrels are evenly supported. Unless the pipe is
specifically manufactured to withstand exposure to ultraviolet radiation, it shall be covered with an
opaque material when stored outdoors for 15 days or longer.
4. Excavation
Excavation shall be in accordance with Construction Specification 21, Excavation, and section 14 of thisspecification or as shown on the drawings.
The pipe foundation shall be excavated a minimum of 4 inches lower than the pipe grade shown on thedrawings or staked in the field whenever bedrock, boulders, cobbles, or other material that may cause
pipe damage is encountered at planned pipe grade.
5. Laying the pipe
Plastic pipe conduits complete with fittings and other related appurtenances shall be installed to the linesand grades shown on the drawings or specified in section 14 of this specification. The pipe shall be
installed so that there is no reversal of grade between joints unless otherwise shown on the drawings. The
pipe shall not be dropped or dumped on the bedding or into the pipe trench. The ground surface near thepipe trench shall be free of loose rocks and stones greater than 1 inch in diameter. This ensures that rock
will not be displaced and impact the pipe.

(210-VI-NEH, January 2009)45-1

Just before placement, each pipe section shall be inspected to ensure that all foreign material is removed
from inside the pipe. The pipe ends and the couplings shall be free of foreign material when assembled.
At the completion of a work shift, all open ends of the pipeline shall be temporarily closed off using asuitable cover or plug. Care shall be taken to prevent distortion and damage during hot or cold weather.
During unusually hot weather (daytime high temperature of more than 90 °F), the pipe assembled in the
trench shall be lightly backfilled or shaded to keep it as near to ground temperature as possible until final
backfill is placed. Backfill operations should be performed during daily construction periods when the
ground temperature and the temperature of the pipe do not vary more than 40 degrees Fahrenheit.
Perforated pipe shall be installed with the perforations down and oriented symmetrically about the verticalcenterline. Perforations shall be clear of any obstructions on the inside and outside of the pipe when thepipe is approved by the engineer for backfill.
During installation, the pipe shall be firmly and uniformly bedded throughout its entire length, to thedepth and in the manner specified in section 14 of this specification or as shown on the drawings. Bellholes shall be placed in bedding material under bells, couplings, and other fittings to assure the pipe isuniformly supported throughout its entire length. Blocking or mounding beneath the pipe to bring the pipe
to final grade is not permitted.
6. Pipe embedment
Earth bedding—The pipe shall be firmly and uniformly placed on compacted earthfill bedding or an
inplace earth material bedding of ample bearing strength to support the pipe without noticeable
settlement. The earth material on which the pipe is placed shall be of uniform density to prevent
differential settlement.
Unless otherwise specified, a groove that closely conforms to the outside surface of the pipe shall beformed in the bedding. The depth of the groove shall be equal to or greater than 0.3 of the pipe diameter.
Earth bedding shall be compacted to a density not less than adjacent undisturbed inplace earth material or
be compacted earth backfill. Earthfill material used for compacted earth bedding shall be free of rocks orstones greater than 1 inch in diameter and earth clods greater than 2 inches in diameter. The pipe shall be
loaded sufficiently during the compaction of bedding under the haunches and around the sides of the pipe
to prevent displacement from its final approved placement.
Sand, gravel, or crushed rock bedding—When sand, gravel, or crushed rock bedding is specified, thepipe shall be firmly and uniformly placed on the bedding material. Material for bedding shall not exceed 1
inch in diameter. Unless otherwise specified in section 14 of this specification or shown on the drawings,
the coarse-grained bedding material shall be carefully placed and compacted to a depth equal to or greaterthan 0.3 of the diameter of the pipe above the bottom of the pipe. The pipe shall be loaded sufficiently
during backfilling and compaction around the sides to prevent displacement of the pipe from its final
approved placement.
Pipe encased in drainfill—The pipe shall be firmly and uniformly placed on bedding of specified
drainfill. Drainfill shall be placed and compacted as specified in section 14 of this specification or as
shown on the drawings to form a continuous uniform support around the entire circumference of the pipe.
The pipe shall be loaded sufficiently during backfilling around the sides and during compaction to prevent
displacement of the pipe.
7. Backfill
Initial backfill—Unless otherwise specified, initial backfill to 6 inches above the top of the conduit isrequired. Earth haunching and initial backfill material shall consist of soil material that is free of rocks,(210-VI-NEH, January 2009)45-2

stones, or hard clods more than 1 inch in diameter. Coarse backfill material shall be the specified sand,gravel, crushed rock, or drainfill material.
Initial backfill shall be placed in two stages. In the first stage (haunching), backfill is placed to the pipe
spring line (center of pipe). In the second stage, it is placed to 6 inches above the top of the pipe.
The first stage material shall be worked carefully under the haunches of the pipe to provide continuous
support throughout the entire pipe length. The haunching backfill material shall be placed in layers thathave a maximum thickness of about 6 inches and are compacted as specified in section 14 of thisspecification or as shown on the drawings. During compaction operations, care shall be taken to ensurethat the tamping or vibratory equipment does not come in contact with the pipe and the pipe is notdeformed or displaced.
When pressure testing is not specified, the pipe shall be covered with a minimum of 6 inches of backfill
material as soon as possible following assembling of the pipe in the trench, but not later than within thesame day that placement has occurred. When pressure testing is specified, sufficient backfill material
shall be placed over the pipe to anchor the conduit against movement during pressure testing activities.
Final backfill—Final backfill shall consist of placing the remaining material required to complete thebackfill from the top of the initial backfill to the ground surface, including mounding at the top of thetrench. Final backfill material within 2 feet of the top of the pipe shall be free of debris or rocks larger
than 3 inches nominal diameter. Coarse backfill material shall be the specified sand, gravel, crushed rock,or drainfill. Final backfill shall be placed in approximately uniform, compacted layers. Final backfill
compaction requirements shall be as specified in section 14 of this specification or as shown on thedrawings.
Vehicles or construction equipment shall not be allowed to cross the pipe until the minimum earth coverand required density as specified in section 14 of this specification has been obtained.
8. Pipe encasement in concrete
Concrete encasement shall be carefully placed to form a continuous uniform support around the entire
circumference of the pipe as specified in section 14 of this specification or as shown on the drawings.
Pipes encased in concrete shall be securely anchored to prevent movement of the pipe during concrete
placement. A clear distance of 1.5 inch shall be maintained between the pipe and the reinforcing steel.
The concrete for the encasement shall conform to the requirements of Construction Specification 32,
Structure Concrete, for Class 3000M concrete unless otherwise specified.
9. Joints
Unless otherwise specified in section 14 of this specification or shown on the drawings, joints shall beeither bell and spigot type with elastomeric gaskets, coupling type, solvent cement bell and spigot, or
jointed by butt heat fusion. When a lubricant is required to facilitate joint assembly, it shall be a type
having no deleterious affect on the gasket or pipe material.
Pipe joints shall be watertight at the pressures specified except where unsealed joints are indicated.
Pipe shall be installed and joined in accordance with the manufacturer's recommendations. Laying
deflections and joint fitting or stab depths shall be within the manufacturer's recommended tolerances.

(210-VI-NEH, January 2009)45-3

When solvent cement joints are specified for PVC or ABS pipe and fittings, they shall be made inaccordance with the following ASTMs and the related appendix of each ASTM; D 2855 for PVC pipeand fittings and D 2235 for ABS pipe and fittings.
Flanged, banded, heat-fusion, or elastomeric-sealed mechanical joints shall be used when joining
polyethylene (PE) and high density polyethylene (HDPE) pipe and fittings unless otherwise specified in
section 14 of this specification or as shown on the drawings.
Pipe ends shall be cut square and be deburred to provide a uniform, smooth surface for the jointing
process. Reference marks shall be placed on the spigot ends to assist in determining when proper seating
depth has been achieved within the joint.
10. Fittings
Unless otherwise specified, steel fittings, valves, and bolted connections shall be painted or coated asrecommended by the manufacturer.
Fittings for nonpressure pipe shall be of the same or similar material as the pipe and shall provide thesame durability, watertightness, and strength as the pipe unless otherwise specified.
11. Thrust blocks and anchors
When specified, concrete thrust blocks and anchors shall be installed as shown on the drawings or
specified in section 14 of this specification.
The concrete for the thrust blocks and anchors shall conform to the requirements of Construction
Specification 32, Structure Concrete, for Class 3000M concrete unless otherwise specified in section 14of this specification.
The thrust block cavity shall be hand dug into undisturbed soil or previously placed compacted backfill.
The cavity shall be formed with soil or wood to hold the freshly placed concrete without displacement
until an initial set has occurred.
When excavation beyond the designated trench widths and depths as shown on the drawings or specified
in section 14 of this specification occurs at locations where installation of concrete thrust blocks isrequired, the contractor shall install an alternative thrust block provision. The concrete thrust block shallhave a thickness of one pipe diameter and a contact face area that shall be formed against the pipe asshown on the drawings or specified in section 14 of this specification. Backfill shall be placed on all sidesof the thrust block and to the sides of the excavation. It shall be compacted as specified for initial backfill.
12. Pressure testing
Method 1—Pressure testing of the completed conduit is not required.
Method 2—The conduit shall be tested for leaks in the following manner:a. Before pressure testing:(1) Joints of the assembled pipeline shall be allowed to cure as recommended by the
manufacturer.
(2) Pipeline shall be flushed and cleaned.
(3) All concrete anchors and thrust blocks shall be in place and allowed to cure for a minimum of
3 days.

(210-VI-NEH, January 2009)45-4

(4) Earth backfill shall be sufficient to anchor the conduit against movement during the pressure
testing and shall be compacted as specified in Section 14 of this specification or as shown on
the drawings.
(5) The conduit shall be braced, anchored, or both, at each end to restrict all potential pipe
movement.
(6) The ends of the conduit shall be plugged. The upstream plug shall have a standpipe installedvertically having a minimum diameter of 2 inches and shall be equipped with a shutoff valve.
All high points in the line shall be vented to evacuate air pockets. The conduit and thestandpipe shall be slowly filled with water such that no air is entrapped during the filling
operation. After filling is complete, all vents shall be closed.
b. During pressure testing, the water level in the standpipe shall be continuously maintained at aminimum of 10 feet above the highest invert elevation of the conduit for no less than 2 hours
unless otherwise specified in section 14 of this specification or as shown on the drawings.
The volume of water leakage in the 2-hour test period shall be recorded. The maximum allowableleakage (L) in gallons per hour shall not exceed 0.02 times the nominal pipe diameter (D) in inches
for each 1,000 feet of pipe line, which is about 50 pipe joints (L = 0.02 x D).
c. When observed leakage exceeds the allowable, leaks shall be sealed by replacement of pipe andfittings as necessary. The conduit shall be retested as described above. This procedure shall be
repeated until the conduit leakage does not exceed the allowable specified above.
The contractor shall be fully responsible for any and all work required to correct leakage
exceeding the amount specified.
Method 3—The conduit shall be tested for leaks in the following manner:a. Before pressure testing:(1) Joints of the assembled pipeline shall be allowed to cure as recommended by the
manufacturer.
(2) Pipeline shall be flushed and cleaned.
(3) All concrete anchor and thrust blocks shall be in place and allowed to cure for at least 3 days.
(4) Earth backfill shall be sufficient to anchor the conduit against movement during the pressure
testing and compacted as specified in section 14 of this specification or as shown on thedrawings.
(5) The conduit shall be braced and/or anchored at each end to prevent all potential pipe
movement.
(6) The ends of the conduit shall be plugged, and a pressure gauge shall be attached to the
upstream and downstream ends. All high points along the pipeline shall be vented to permit
the complete removal of all air within the pipeline. The conduit shall be slowly filled withwater such that no air is entrapped during the filling operations.
b. The testing pressure specified in section 14 of this specification shall be continuously maintainedat the upstream gauge for a minimum of 2 hours. The pressure at the downstream gauge shall not
exceed the pressure rating of the pipe.
c. The volume of water leakage for the 2-hour test period shall be recorded. Maximum allowableleakage shall be in accordance with the following:(210-VI-NEH, January 2009)45-5

Allowable leakage for plastic pipe
(gal/hr/1,000 feet, or 50 pipe joints) 1/
Nominalpipe size(in)Test pressure in the pipeline (lb/in2)
50
100
150
200
- - - - - - - - Allowable leakage - - - - - - -

4
6
8
10
12
14
15
16
18

.19
.29
.38
.48
.57
.67
.72
.76
.86

1/

.27
.41
.54
.68
.81
.95
1.02
1.07
1.22

.33
.50
.66
.83
.99
1.16
1.25
1.32
1.49

.38
.57
.76
.96
1.15
1.34
1.44
1.52
1.72

Computation basis

L

ND P
7, 400where:
L = allowable leakage in gallons per hour
N = number of joints (pipe and fittings)
D = nominal diameter of pipe in inches
P = test pressure in pounds per square inchd. When observed leakage exceeds the allowable, leaks shall be sealed by replacement of pipe andfittings as necessary. The conduit shall be retested as described in this section. The procedure shallbe repeated until the conduit leakage does not exceed the allowable specified above.
The contractor shall be fully responsible for any and all work required to correct leakage
exceeding the amount specified.
13. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined to the nearest foot by measurement of the laid length
along the crown centerline of the conduit. Payment for each kind, size, and class of pipe is made at thecontract unit price for that kind, size, and class. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe including excavation, shoring, backfill, bedding, thrust
blocks, and all fittings, appurtenances, and other items necessary and incidental to the completion of thework. Payment for appurtenances listed separately in the bid schedule is made at the contract prices for
those items.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined as the sum of the nominal laying lengths of the sections
used. Payment for each kind, size, and class of pipe is made at the contract unit price for the kind, size,(210-VI-NEH, January 2009)45-6

and class. Such payment constitutes full compensation for furnishing, transporting, and installing the pipe
including excavation, shoring, backfill, bedding, thrust blocks, and all fittings, appurtenances, and otheritems necessary and incidental to the completion of the work. Payment for appurtenances listed separately
in the bid schedule is made at the contract prices for those items.
Method 3—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined to the nearest foot by measurement of the laid length
along the crown centerline of the conduit. Payment for each kind, size, and class of pipe is made at thecontract unit price for the kind, size, and class. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe including shoring, all fittings, thrust blocks,
appurtenances, and other items necessary and incidental to the completion of the work. Payment forappurtenances listed separately in the bid schedule is made at the contract prices for those items.
Method 4—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined as the sum of the nominal laying lengths of the pipe
sections used. Payment for each kind, size, and class of pipe is made at the contract unit price for thatkind, size, and class. Such payment constitutes full compensation for furnishing, transporting, andinstalling the pipe including shoring, all fittings, thrust blocks, appurtenances, and other items necessary
and incidental to the completion of the work. Payment for appurtenances listed separately in the bidschedule is made at the contract prices for those items.
Methods 3 and 4—Excavation, backfill, and bedding is paid separately under their respective bid items.
All measurement and payment methods—Compensation for any items of work described in the contract,
but not listed in the bid schedule, is included in the payment for the item of work to which it is madesubsidiary. Such items and items to which they are made subsidiary are identified in section 14 of thisspecification.
14. Items of work and construction details(210-VI-NEH, January 2009)

45-7

14.

Items of work and construction details
In Section 2, Material, the P.V.C. plastic pipe shall be ASTM D1785, Schedule 80 or AWWA
C900, pressure class 150.
Non-perforated P.V.C. plastic pipe for the left foundation drain outlet shall be compatible tomating with the 6” ductile iron pipe as specified in Construction Specification 53.
In Section 6, Pipe embedment, earth bedding and pipe encased in drainfill shall apply. In
addition to the details stated in Section 6 for bedding of P.V.C. pipe, the bedding shall be as
shown on the drawings.
In Section 7, Backfill:a.

Initial backfill of P.V.C. pipe shall be as shown on the drawings and as specified in
Section 6, Pipe embedment.

b.

Final backfill of P.V.C. pipe shall be as shown on the drawings and as specified in
Section 6, Pipe embedment.

c.

Compaction of the initial and final backfill shall be as specified in Construction
Specification 24 for drainfill and Construction Specification 23 for earth backfill.

In Section 10, Fittings, fittings shall be P.V.C. and shall have a design pressure rating andexternal load-carrying capacity equal to or exceeding that specified for the pipe to which it is
attached. P.V.C. fittings shall be one-piece injection molded or fabricated from P.V.C. pipe andone-piece injection molded P.V.C. fittings. Fittings that are fabricated from one-piece injection
molded P.V.C. manufactured for solvent weld construction shall have a maximum 2’-0” stub ofspigot or bell, as appropriate, solvent welded in place to permit installation of elastomeric gasket
bell and spigot pipe to maintain articulation. The stubs shall be selected to permit the bell to face
upstream.
In Section 12, Pressure testing, Method 1 shall apply.
In Section 13, Measurement and payment, Method 3 shall apply.
In Material Specification 547, Section 3, Perforations, item c. shall not apply. Slotted pipe shallbe used. Slot dimensions and geometry shall be as shown on the drawings.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 24, Plastic Pipe, PVC, 6” I.D.
(1)

This item shall consist of furnishing and installing the 6-inch diameter slotted andnon-perforated P.V.C. along with all necessary fittings, couplings, and all otheritems and appurtenances necessary and incidental to completion of the work as
shown on the drawings.

(2)This item shall consist of all 6” I.D. plastic pipe required for the filter diaphragm,
inclined drain, and existing foundation drain as shown on the drawings.

(3)

The P.V.C. pipe shall have a minimum of 2 feet of cover before traversing
wheeled equipment over the pipe.

(4)

One-way, stainless steel, backflow prevention, filter check valves such as thosemanufactured by Jet Filter Systems or other equivalent devices as approved by
the Engineer shall be installed in the 6” pipe outlets for the impact basin at the

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locations indicated on the drawings. A total of four (4) are required for the ES4090 impact basin and two (2) are required for the ES-4110 impact basin.
(5)b.

The items of work subsidiary to this bid item are:(a)Concrete, Metal Cleanout Covers as specified in Construction
Specification 31.

(b)

Metal Cleanout Covers as specified in Construction Specification 81.

Bid Item 25, Plastic Pipe, PVC, 4” I.D.
(1)

This item shall consist of furnishing and installing the 4-inch diameter slotted andnon-perforated P.V.C. along with all necessary fittings, couplings, and all otheritems and appurtenances necessary and incidental to completion of the work as
shown on the drawings.

(2)This item shall consist of all 4” I.D. plastic pipe required for the impact basin
drainage systems as shown on the drawings.

(3)

The P.V.C. pipe shall have a minimum of 2 feet of cover before traversing
wheeled equipment over the pipe.

(4)

One-way, stainless steel, backflow prevention, filter check valves such as thosemanufactured by Jet Filter Systems or other equivalent devices as approved by
the Engineer shall be installed in the 4” pipe outlets for the impact basin at thelocations indicated on the drawings. A total of four (4) are required for the ES4090 impact basin and four (4) are required for the ES-4110 impact basin.

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Construction Specification 53—Ductile-Iron Pipe

1. Scope
The work consists of furnishing and installing ductile-iron pipe, fittings, and appurtenances as specified in
section 9 of this specification and as shown on the drawings.
2. Material
Ductile-iron pipe and fittings shall conform to the requirements of Material Specification 553, DuctileIron Pipe. Thickness class of pipe and rated working pressure shall be as specified in section 9 of thisspecification or as shown on the drawings.
Unless otherwise specified, special fittings and appurtenances shall be the same material as the pipe.

3. Laying and bedding the pipe
Pipe shall be installed to the lines and grades shown on the drawings with bell socket ends aligned
upstream unless otherwise specified. The pipe shall be installed in accordance with the manufacturer's
recommendations, unless otherwise specified. Two copies of the pipe manufacturer's installation
instructions shall be provided to the engineer before any pipe placement. The pipe shall be firmly anduniformly bedded within the trench throughout the entire length of the pipe section to the depth and in themanner specified. Bell holes for flanged, push-on, or mechanical joint pipe shall be provided as necessary
to allow space for joint assembly and to permit the pipe barrel to be uniformly supported on the bedding.
4. Joints and connections
Pipe joints shall conform to the details shown on the drawings and shall be sound and watertight at thepressures specified in section 9 of this specification.
5. Handling the pipe
The contractor shall furnish all equipment and facilities needed to handle, store, and place the pipe
without damaging the pipe, lining, encasement, or coating. Pipe coating, encasement, or lining that isdamaged shall be repaired using methods recommended by the manufacturer unless otherwise specified in
section 9 of this specification.
6. Pressure testing
Pressure testing of the conduit, when specified, shall be conducted as follows:a. Placement of backfill before pressure testing shall be as specified in section 7 of this specification.
b. Before pressure testing, the pipeline shall be flushed and free of all foreign material.
c. The pipeline shall not be pressure tested until concrete for anchor and thrust blocks has attained theminimum specified compressive strength unless other specified methods of thrust restraint areprovided.
d. The total conduit or continuous section of conduit to be tested shall be filled with clean water at a
rate not to exceed the maximum specified and tested at the pressure(s) specified in section 9 of thisspecification.
e. The section of conduit being tested shall be allowed to stand full of water for a minimum of 24hours before the start of pressure and leakage tests. Test pressures shall be held constant for 2
hours. When the amount of water loss exceeds the maximum allowable loss specified in section 9of this specification, the leak(s) shall be repaired or otherwise corrected and the conduit shall be re(210-VI-NEH, May 2001)

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tested. The testing procedure shall be repeated until the requirements of the specifications are met.

7. Backfill
Method 1—Backfill in accordance with section 9 of this specification shall be accomplished only insufficient amount to hold the conduit in place during testing, with the following exceptions:a. Compacted backfill shall be placed to its final depth as shown on the drawings at vertical andhorizontal deflection points, road crossings, and thrust blocks. Backfill shall be placed so that
conduit and joint displacement does not occur.
b. All joints and connections shall be completely exposed for visual observation during testing,
except at locations described in the exception above.
Method 2—Backfill in accordance with section 9 of this specification shall be to the final depth as shownon the drawings for the section of conduit being tested.
Use with either method—The contractor shall be fully responsible for any and all work required tocorrect any leakage when the leakage test results in water loss that exceeds the amount specified in
section 9 of this specification.

8. Measurement and payment
For items of work for which specific unit prices are established in the contract, the quantity of each size,
and thickness class of pipe is determined to the nearest foot by measurement of the installed length ofpipe along the crown centerline of the conduit. Payment for each size and thickness class of pipe is madeat the contract unit price for that size and thickness class of pipe. Such payment constitutes fullcompensation for furnishing, transporting, handling, and installing the pipe and necessary fittings andappurtenances complete in place.
Compensation for any item of work described in the contract, but not listed, is included in the payment for
the item of work to which it is made subsidiary. Such items and the items to which they are madesubsidiary are identified in section 9 of this specification.

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9.

Items of work and construction details
In Section 2, Material, the ductile-iron pipe shall have a pressure rating that meets or exceeds the
P.V.C. pipe that it joins. The ductile-iron pipe shall be compatible with mating to the installed
P.V.C. to form a watertight joint. Special fittings or adapters required by the manufacture toprovide a watertight connection shall be approved by the Engineer.
In Section 7, Backfill, none of the methods shall apply. Initial and final backfill of the ductileiron pipe shall be in accordance with the backfill requirements for P.V.C. as specified inConstruction Specification 45 and as shown in the construction drawings. Compaction of theinitial and final backfill shall be as specified in Construction Specification 23 for earth backfill.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 26, Ductile-Iron Pipe
(1) This item shall consist of furnishing and installing the 6-inch I.D. ductile-iron pipe as
the termination joint for the 6-inch I.D. P.V.C. outfall line for the new foundation
trench drain as described on the drawings.
(2) The item of work subsidiary to this bid item is Rodent Guard as described inConstruction Specification 81.

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Construction Specification 61-—Rock Riprap
1. Scope
The work consists of the construction of rock riprap revetments and blankets, including filter or bedding
where specified.

2. Material
Rock riprap must conform to the requirements of Material Specification 523, Rock for Riprap, or if so
specified, must be obtained from designated sources. It must be free from dirt, clay, sand, rock fines, andother material not meeting the required gradation limits.
At least 30 days before rock is delivered from other than designated sources, the contractor mustdesignate in writing the source from which rock material will be obtained and provide information
satisfactory to the contracting officer that the material meets contract requirements. The contractor must
provide the responsible engineer free access to the source for the purpose of obtaining samples for testing.
The size and grading of the rock must be as specified in section 8.
Rock from approved sources must be excavated, selected, and processed to meet the specified quality andgrading requirements at the time the rock is installed.
Based on a specific gravity of 2.65 (typical of limestone and dolomite) and assuming the individual rockis shaped midway between a sphere and a cube, typical size/weight relationships are:Sieve size

Approx. weight

Weight of test pileof rockof rock

16 inches

300 pounds

6,000 pounds

11 inches

100 pounds

2,000 pounds

6 inches

15 pounds

300 pounds

When specified in section 8 or when it is necessary to verify the gradation of the rock riprap, a particle
size analysis must be performed in accordance with ASTM D5519, Test Method A or B. The analysis
must be performed at the work site on a test pile of representative rock. The mass of the test pile must be
at least 20 times the mass of the largest rock in the pile. The results of the test are compared to thegradation required for the project. Test pile results that do not meet the construction specifications must
be cause for the rock to be rejected. The test pile that meets contract requirements must be left on the jobsite as a sample for visual comparison. The test pile must be used as part of the last rock riprap to beplaced.
Filter or bedding aggregates when required must conform to Material Specification 521, Aggregates for
Drainfill and Filters, unless otherwise specified. Geotextiles must conform to Material Specification 592,
Geotextile.

3. Subgrade preparation
The subgrade surface on which the rock riprap, filter, bedding, or geotextile is to be placed must be cut orfilled and graded to the lines and grades shown on the drawings. When fill to subgrade lines is required, it
must consist of approved material and must conform to the requirements of the specified class of earthfill.
Rock riprap, filter, bedding, or geotextile must not be placed until the foundation preparation is completed
and the subgrade surface has been inspected and approved.

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4. Equipment-placed rock riprap
The rock riprap must be placed by equipment on the surface and to the depth specified. It must be
installed to the full course thickness in one operation and in such a manner as to avoid serious
displacement of the underlying material. The rock for riprap must be delivered and placed in a mannerthat ensures the riprap in place is reasonably homogeneous with the larger rocks uniformly distributed andfirmly in contact one to another with the smaller rocks and spalls filling the voids between the larger
rocks. Some hand placing may be required to provide a neat and uniform surface.
Rock riprap must be placed in a manner to prevent damage to structures. Hand placing is required asnecessary to prevent damage to any new and existing structures.

5. Hand placed rock riprap
The rock riprap must be placed by hand on the surface and to the depth specified. It must be securely
bedded with the larger rocks firmly in contact one to another without bridging. Spaces between the larger
rocks must be filled with smaller rocks and spalls. Smaller rocks must not be grouped as a substitute forlarger rock. Flat slab rock must be laid on its vertical edge except where it is laid like paving stone and thethickness of the rock equals the specified depth of the riprap course.

6. Filter or bedding
When the contract specifies filter, bedding, or geotextile beneath the rock riprap, the designated materialmust be placed on the prepared subgrade surface as specified. Compaction of filter or bedding aggregate
is not required, but the surface of such material must be finished reasonably smooth and free of mounds,
dips, or windrows.

7. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach type of rock riprap placed within the specified limits is computed to the nearest ton by actual weight.
The volume of each type of filter or bedding aggregate is measured within the specified limits andcomputed to the nearest cubic yard by the method of average cross-sectional end areas. For each load ofrock riprap placed as specified, the contractor must furnish to the responsible engineer a statement-ofdelivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach type of rock riprap placed within the specified limits is computed to the nearest 0.1 ton by actual
weight. The quantity of each type of filter or bedding aggregate delivered and placed within the specified
limits is computed to the nearest 0.1 ton. For each load of rock riprap placed as specified, the contractor
must furnish to the engineer a statement-of-delivery ticket showing the weight to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the contractor must furnish to the responsible engineer astatement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 3—For items of work for which specific unit prices are established by the contract, the volume ofeach type of rock riprap and filter or bedding aggregate is measured within the specified limits andcomputed to the nearest cubic yard by the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 4—For items of work for which specific unit prices are established by the contract, the volume of(210-VI-NEH, Amend. 2, Sept. 2018)61-2

each type of rock riprap, including filter and bedding aggregate, is measured within the specified limits
and computed to the nearest cubic yard by the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap, including filter and bedding. Such
payment is considered full compensation for completion of the work.
Method 5—For items of work for which specific unit prices are established by the contract, the quantityof each type of rock riprap placed within the specified limits is computed to the nearest ton by actual
weight. For each load of rock for riprap placed as specified, the contractor must furnish to the responsible
engineer a statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, and includes compensation for any
aggregate or geotextile installed as specified for filter or bedding. Such payment is considered fullcompensation for completion of the work.
Method 6—For items of work for which specific unit prices are established by the contract, the volume ofeach type of rock riprap is measured within the specified limits and computed to the nearest cubic yard by
the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap and includes compensation for any
aggregate or geotextile installed as specified for filter or bedding. Such payment is considered fullcompensation for completion of the work.
All methods—The following provision applies to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 8.
No separate payment is made for testing the gradation of the test pile. Compensation for testing is
included in the appropriate bid item for riprap.
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8.

Items of work and construction details
In Section 7, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 27, Rock Riprap(1)This item shall include furnishing and placing the rock riprap required for the
upstream wave berm, as well as to construct the rock lined outlets below the
impact basins as shown on the drawings.

(2)

Rock for use as riprap shall comply with the requirement of Material
Specification 523, Rock Type 1.

(3)

The gradation requirements for rock riprap are shown or otherwise described on
the construction drawings.

(4)

Prior to delivery of rock to the construction site, the Contractor shall provide asample load of rock weighing at least five (5) tons and shall furnish certified test
results (or other evidence satisfactory to the Engineer) showing that the rocksample furnished complies with the specified gradation. This rock sample shallbe deposited on the construction site at designated location and maintained at thislocation until rock placement has been completed. This sample shall be used as afrequent reference for judging the gradation of the riprap supplied. Any
difference of opinion between the Engineer and the Contractor concerning
gradation of the riprap being delivered on the site shall be resolved by dumping
and checking the gradation of one random truck load of riprap.

(5)

In the event such additional checking procedure becomes necessary, themechanical equipment, preparation of a sorting site, and labor needed to prove
the gradation by weighing shall be provided by the Contractor at no additional
cost.

(6)

Rock will be subject to additional testing beyond the ASTM’s listed in Material
Specification 523 when, in judgement of the Engineer, delivered rock has defects
that may not have been detected by the specified laboratory tests. These defects
may result in accelerated weathering. Any rock delivered that experiences
degradation when selected samples are placed in water for a time period of 7days will be in non-compliance with this specification.

(7)

If, at any time, the rock is delivered to the construction site, separation orsegregation of the smaller rock fraction from the larger rock fraction has
occurred, the rock shall be reworked as necessary to ensure a reasonably uniform
distribution of the various sizes prior to placement of the rock. Due care shall be
exercised during this rework operation (if required) to prevent inclusion of earthor other undesirable materials in the riprap.

(8)

The Contractor shall have various layers in the source rock quarry tested inaccordance with ASTM D5240 if the rock quality is in question as determined by
the Engineer.

(9)

Riprap delivery shall be made only during scheduled working hours, and delivery
tickets shall be furnished to the Engineer.

(10)

Riprap may be equipment placed. Equipment shall not be allowed on the rockduring or after placement.

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(11)

The item of work subsidiary to this bid item is Excavation, Common, Rock
Riprap as specified in Construction Specification 21.

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Construction Specification 71—Water Control Gates
1. Scope
The work consists of furnishing and installing water control gates including gate stems, hoists, lifts, andother appurtenances.
2. Material
The gates furnished shall conform to the requirements of Material Specifications 571, 572, and 573, asappropriate, and as specified in section 8 of this specification and on the drawings. All gates shall befurnished complete with hoisting equipment and other specified appurtenances.
3. Installing gates
The contractor shall install the gates in a manner that prevents leakage around the seats and binding of thegates during normal operation.
Surfaces of metal against which concrete will be placed shall be free from oil, grease, loose mill scale,loose paint, surface rust, and other debris or objectionable coatings.
Anchor bolts, thimbles, and spigot frames shall be secured in true position within the concrete forms andmaintained in alignment during concrete placement.
Concrete surfaces against which rubber seals will bear or against which flat frames or plates are to beinstalled shall be finished to provide a smooth and uniform contact surface.
When a flat frame is installed against concrete, a layer of concrete mortar shall be placed between the gate
frame and the concrete.
When a gate is attached to a wall thimble, a mastic or resilient gasket shall be applied between the gate
frame and the thimble in accordance with the recommendations of the gate manufacturer.
Wall plates, sills, and pin brackets for radial gates shall be adjusted and fastened by grouting and bolting
after the gates have been completely assembled in place.

4. Installing hoists and lifts
Gate stems, stem guides, and gate lifts shall be carefully aligned so that the stem shall be parallel to theguide bars or angles on the gate frame following installation.
5. Radial gate seals
The rubber seals for radial gates shall be installed so that the seals contact the walls or wall plates
throughout the entire gate length when the gate is in the closed position.
6. Operational tests
After the gate(s) and hoist(s) (or lifts) have been installed, they shall be cleaned, lubricated, and otherwise
serviced by the contractor in accordance with the manufacturer's instructions. The contractor shall test thegate and hoist by operating the system several times throughout its full range of operation. The contractor
shall make any changes or adjustments necessary to ensure satisfactory operation of the complete gate
system.

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7. Measurement and payment
The number of each type, size, and class of gate is counted. Payment for furnishing and installing each
type, size, and class of gate shall be made at the contract unit price for that type, size, and class of gate.
Such payment constitutes full compensation for all labor, equipment, material, and all other items
necessary and incidental to the completion of the work including furnishing and installing anchor bolts
and all specified appurtenances and fittings.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and items to which they
are made subsidiary are identified in section 8 of this specification.

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8.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 28, Slide Gate, 12” Diameter Opening(1)

This item shall consist of furnishing and installing a new slide gate on theexisting principal spillway inlet including gate, stem, stem guides, lift pedestal,hand wheel, wedges, and all associated appurtenances. The gate shall be similar
in material and construction to the original slide gate that was installed and shallmate with the existing wall thimble to provide a watertight seal across theexisting 12” diameter opening in accordance with industry recognized standards.

(2)

The gate shall conform to the requirements of Material Specification 571 for
Type MHS-1 and shall be Class 50-10, Round Opening or approved equivalentas recommended by the manufacturer and approved by the Engineer to mate withthe existing wall thimble.

(3)

Dimensions between the operating platform and existing gate opening shall befield verified by the Contractor prior to ordering gate materials.

(4)

Anchor bolts shall be stainless steel.

(5)

Stem guides shall be adequately spaced and of sufficient number asrecommended by the manufacturer to properly support the stem during operationof the gate.

(6)

The wall bracket shall be as recommended by the manufacturer.

(7)

Hoist or lift shall be of similar construction as the existing gate.

(8)

The gate shall be designed to operate satisfactorily at any degree of opening.

(9)

All bolts shall be furnished with flat washers and lock washers or with flat
washers and double nuts for lock nuts. All washers and nuts shall be of the samematerials and have the same coatings as the bolts on which applied.

(10)

The item of work subsidiary to this bid item is Structure Removal, Existing
Principal Spillway Metalwork, as specified in Construction Specification 3.

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Construction Specification 81—Metal Fabrication and Installation
1. Scope
The work consists of furnishing, fabricating, and erecting metalwork, including the metal parts andfasteners of the composite structures.
2. Material
Unless otherwise specified, material shall conform to the requirements of Material Specification 581,
Metal. Steel shall be structural quality unless otherwise specified. Castings shall be thoroughly cleaned
and subjected to careful inspection before installation. Finished surfaces shall be smooth and true toassure proper fit. Galvanizing shall conform to the requirements of Material Specification 582,
Galvanizing.
3. Fabrication
Fabrication of structural steel shall conform to the requirements of Specification for the Design,
Fabrication and Erection of Structural Steel for Buildings (Riveted, Bolted and Arc-Welded
Construction), American Institute of Steel Construction.
Fabrication of structural aluminum shall conform to the requirements in the Aluminum Design Manual
available from The Aluminum Association.

4. Erection
The frame of metal structures shall be installed true and plumb. Temporary bracing shall be placed
wherever necessary to resist all loads to which the structure may be subjected, including those applied by
the installation and operation of equipment. Such bracing shall be left in place as long as may benecessary for safety.
As erection progresses the work shall be securely bolted up, or welded, to resist all dead load, wind, anderection stresses. The contractor shall furnish such installation assisting bolts, nuts, and washers as may
be required.
No riveting or welding shall be performed until the structure is stiffened and properly aligned.
Rivets driven in the field shall be heated and driven with the same care as those driven in the shop.
All field welding shall be performed in conformance to the requirements for shop fabrication except thosethat expressly apply to shop conditions only.

5. Protective coatings
Items specified to be galvanized shall be completely fabricated for field assembly before the applicationof the zinc coatings. Galvanized items shall not be cut, welded, or drilled after the zinc coating is applied.
Items specified to be painted shall be painted in conformance to the requirements of Construction
Specification 82 for the specified paint systems.

6. Measurement and payment
Method 1—The work is not measured. Payment for metal fabrication and installation is made at thecontract lump sum price in the contract. Such payment constitutes full compensation for all labor,(210-VI-NEH, May 2001)

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equipment, material, and all other items necessary and incidental to the completion of the work including
connectors and appurtenances, such as rivets, bolts, nuts, pins, studs, washers, hangers, and weld metal.
Method 2—The weight of metal installed complete in place shall be determined to the nearest pound.
Unless otherwise specified, the weight of metal shall be computed by the method specified in section 3 of
the Code of Standard Practice for Steel Buildings and Bridges, American Institute of Steel Construction,
except that the following unit weights shall also be used, as appropriate, as the basis of computation:
Material

Aluminum alloy
Bronze or copper alloy
Iron, malleable
Iron, wrought

Unit weight(lb/ft3)

173
536
470
487

Payment for furnishing, fabricating, and installing metalwork is made at the contract unit price for the
specified types of labor, material, equipment, and all other items necessary and incidental to thecompletion of the work.
Method 3—The work is not measured. Payment for furnishing, fabricating, and installing each item ofmetalwork is made at the contract price for that item. Such payment constitutes full compensation for alllabor, equipment, material, and all other items necessary and incidental to the completion of the work
including connectors and appurtenances, such as rivets, bolts, nuts, pins, studs, washers, hangers, andweld metal.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:
a.

b.

c.

d.

e.

Bid Item 29, Principal Spillway Metal Work
(1)This item shall consist of furnishing, fabricating, and installing all metal works(including fasteners and brackets) for the new principal spillway and the existing
principal spillway systems. These items shall include the trash racks, manhole
ring, and manhole cover.

(2)

In Section 6, Measurement and payment, Method 3 shall apply.

(3)

All metal parts, with the exception of the manhole frame and cover, as well as
any bronze, aluminum, or stainless steel parts or hardware, shall be galvanized
after fabrication.

(4)

The item of work subsidiary to this bid item is Structure Removal, Existing
Principal Spillway Metalwork, as specified in Construction Specification 3.

Subsidiary Item, Metal Cleanout Covers(1)

This item shall consist of furnishing, fabricating, galvanizing, and installing themetal cleanout covers of the specified type and locations as shown on thedrawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Plastic Pipe, PVC 6”
I.D.

Subsidiary Item, Post Mounting Brackets(1)This item shall consist of furnishing, fabricating, galvanizing, and installing theposts and post mounting brackets for the impact basin chain link fences as shownin the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Chain Link Fence.

Subsidiary Item, Stiles(1)This item shall consist of furnishing, fabricating, galvanizing, and installing thefence stiles as shown on the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Fence, Barbed Wire.

Subsidiary Item, Rodent Guard(1)

This item shall consist of furnishing, fabricating, galvanizing, and installing therodent guard for the new foundation trench drain outlet as shown on thedrawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Ductile Iron Pipe.

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Construction Specification 91—Chain Link Fence
1. Scope
The work consists of furnishing and installing chain link fencing complete with all posts, braces, gates,
and all other appurtenances.
2. Material
The material for the chain link fence must be as follows:
Galvanized
Chain link fence fabric must conform to the requirements of ASTM A392, 2-inch mesh and 9-gauge
galvanized steel wire. Zinc coating must be class 2.
Posts and fence framework must conform to the requirements of ASTM F1043 Group 1A, for Heavy
Industrial Fence. Coatings must be a type A galvanized coating for internal and external surfaces. Steelpipe posts must conform to the requirements of ASTM F1043 and F1083.
Fence fittings must conform to the requirements of ASTM F626. Fittings must be galvanized steel. Wireties and clips must be 9 gauge.
Gates, gateposts, and gate accessories must conform to the requirements of ASTM F900. Coating must be
the same as selected for adjoining fence and framework.
Barbed wire must be 12.5 gauge and must conform to the requirements of ASTM A121, chain link fence
grade.
Galvanized and PVC coated
Chain link fence fabric must conform to the requirements of ASTM F668 for class 2a or 2b, 2-inch mesh,and 9-gauge galvanized steel wire. The fabric must have a polymer top coating of the color specified in
section 6.
Posts and fence framework must conform to the requirements of ASTM F1043 Group 1A, for Heavy
Industrial Fence. Coatings must be a type-A galvanized coating for internal and external surfaces andcovered with a polymer top coating of color as specified in section 6.
Fence fittings must conform to the requirements of ASTM F626. Fittings must be galvanized steel with apolymer top coating of color as specified in section 6.
Any damage to the coating must be repaired in accordance with the manufacturer’s recommendations, orthe damaged fencing material must be replaced. The contractor must provide the engineer a copy of the
manufacturer’s recommended repair procedure and materials before correcting damaged coatings.

3. Installing fence posts
Unless otherwise specified, line posts must be placed at intervals of 10 feet measured from center tocenter of adjacent posts. In determining the post spacing, measurement is made parallel with the groundsurface.
Posts must be set in concrete backfill in the manner shown on the drawings.
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Posts set in the tops of concrete walls must be grouted into preformed holes to a depth of 12 inches.
Posts may be attached to base plates that are bolted to the concrete. Bolts must be epoxied into drilledholes to a depth recommended by the bracket manufacturer. Alternatively, the base plates may have astem that is epoxied into a hole in the concrete or a saddle that is bolted with a minimum of two bolts thatpass from side to side through the wall. Bolts must be stainless steel with stainless steel lock washers andnuts.
All corner posts, end posts, gateposts, and pull posts must be embedded, braced, and trussed as shown on
the drawings or in accordance with appropriate industry practice if not otherwise shown or specified.

4. Installing wire fabric
Fencing fabric must not be stretched until at least 4 days after the posts are grouted into walls or 7 days
after the posts are set in the concrete backfill.
Fencing fabric must be installed on the side of the posts designated on the drawings.
The fabric must be stretched taut and securely fastened by means of tie clips to the posts at intervals notexceeding 15 inches and to the top rails or tension wires at intervals not exceeding 2 feet. Care must be
taken to equalize the fabric tension on each side of each post.
Barbed wire must be installed as shown on the drawings and must be pulled taut and fastened to each postor arm with the tie wires or metal tie clips.

5. Measurement and payment
Method 1—The length of fence is measured to the nearest 0.1 foot along the fence, including gates.
Payment is made at the contract unit price for the specified height of fence. Such payment constitutes fullcompensation for all labor, material, equipment, and all other items necessary and incidental to thecompletion of the work.
Method 2—The length of fence is measured to the nearest 0.1 foot along the fence, excluding gate
openings. Payment is made at the contract unit price for the specified height of fence. The number of eachsize and type of gate installed is determined. Payment is made at the contract unit price for that type andsize of gate. Such payment constitutes full compensation for all labor, material, equipment, and all otheritems necessary and incidental to the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 6 of this specification.

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6.

Items of work and construction details

In Section 2, Material, Galvanized and PVC coated shall apply. The PVC coating shall be black.
In Section 5, Measurement and Payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 30, Chain Link Fence(1)

This item shall consist of furnishing all materials required and all work necessary for
installation of the chain link safety fence on top of the impact basins as shown on thedrawings.
(a)

Item of work subsidiary to this bid item is Post Mounting Brackets as
specified in Construction Specification 81.

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Construction Specification 92—Field Fence
1. Scope
The work shall consist of furnishing and installing field fence, including gates and fittings.
2. Material
Material for field fence shall conform to the requirements of Material Specification 591. All wooden posts
shall be of the same species, when available.
Unless otherwise specified, surfacing, cutting, and boring of preservative treated wooden posts and braces
shall be completed before treatment. If field cutting or field repair of treated material is approved, all cuts
and abrasions shall be carefully trimmed and coated with copper naphthenate preservative containing aminimum of 2.0 percent copper metal. The treatment preservative shall be applied according to the
product label. Any excess preservative not absorbed by the wood member shall be cleaned from thesurface prior to the use of the member. Bored holes for connectors or bolts may be treated by pumping
coal-tar roofing cement meeting ASTM D5643 into the holes using a caulk gun or similar device. Afterassembly, any unfilled holes shall be plugged with tightly fitting wooden plugs that have been treatedwith preservative as specified.

3. Setting posts
Concrete or wood posts shall be set in holes and backfilled with earth except where otherwise specified.
Wood posts may be driven when approved by the engineer. Steel posts shall be driven unless otherwise
specified.
Holes for installing fence posts shall be at least 6 inches larger than the diameter or side dimension of theposts.
Earth backfill around posts shall be thoroughly tamped in layers not thicker than 4 inches and shallcompletely fill the posthole up to the ground surface. Concrete backfill around posts shall be rodded into
place in layers not thicker than 12 inches and shall completely fill the posthole to the surface of theground. Backfill, either earth or concrete, shall be crowned-up around posts at the ground surface.
No stress shall be applied to posts set in concrete for a period of not less than 24 hours following thedevelopment of a firm set of the concrete.

4. Corner assembly
Unless otherwise specified in section 11, corner assemblies shall be installed at all points where the fencealignment changes 15 degrees or more.
5. End panels
End panels shall be built at gates and fence ends.
6. Pull post assembly
Pull post assembly (bracing within a section of straight fence) shall be installed at the following locations:a. In straight fence sections, at intervals not to exceed 660 feet.
b. At any point where the vertical angle described by two adjacent reaches of wire is upward andexceeds 10 degrees (except as provided in section 11 of this specification).
c. At the beginning and end of each curved fence section.

7. Attaching fencing to posts
The fencing shall be stretched and attached to posts as follows:a. The fencing wire or netting shall be placed on the side of the post opposite the area being protected
except for installation along curved sections.

(210-VI-NEH, January 2009)92-1

b. The fencing wire or netting shall be placed on the outside for installation along curved sections.
c. The fencing wire or netting shall be fastened to each end post, corner post, and pull post by
wrapping each horizontal strand around the post and tying it back on itself with not less than threetightly wound wraps.
d. The fencing wire or netting shall be fastened to wooden line posts by means of steel staples.
Woven-wire fencing shall be attached at alternate horizontal strands. Each strand of barbed wire
shall be attached to each post. Steel staples shall be driven diagonally with the grain of wood andat a slight downward angle and shall not be driven so tightly as to bind the wire against the post.
e. The fencing wire or netting shall be fastened to steel or concrete line posts with either two turns of
14 gauge galvanized steel or iron wire or in accordance with recommendations provided by the
post's manufacturer.
f. Wire shall be spliced by means of a Western Union splice or by suitable splice sleeves appliedwith a tool designed for that purpose. The Western Union splice shall have no less than eightwraps of each end about the other. All wraps shall be tightly wound and closely spaced. Splices
made with splice sleeves shall have a tensile strength no less than 80 percent of the strength of thewire being spliced.

8. Stays
Stays shall be attached to the fencing at the spacing outlined in section 11 or as shown on the drawings toensure maintenance of the proper spacing of the fence wire strands.
9. Crossings at depressions and watercourses
Where fencing is installed parallel to the ground surface, the line posts subject to upward pull shall beanchored.
a. If the fence wire or netting is installed parallel to the ground surface, the line posts subject to upliftshall be anchored by means of extra embedment or by special anchors as detailed on the drawings.
b. If the fence wire is installed with the top wire straight and parallel to the ground surface on eitherside of the depression, extra length posts shall be used to allow normal post embedment. Unlessotherwise specified, excess space between the bottom of the fence and the ground shall be closedwith extra strands of barbed wire or with netting.

10. Measurement and payment
Method 1—The length of each type and kind of fence is measured to the nearest foot along the profile ofthe fence, including gate openings. Payment for each type and kind of fence is made at the contract unit
price for that type and kind of fence. Such payment constitutes full compensation for completion of thework, including fabricating and installing gates.
Method 2—The length of each type and kind of fence is measured to the nearest foot along the profile ofthe fence, excluding gate openings. Payment is made at the contract unit price for the specified height offence. The number of each size and type of gate installed is determined. Payment is made at the contract
unit price for that type and size of gate. Such payment constitutes full compensation for all labor,material, equipment, and all other items necessary and incidental to the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 11 of this specification.

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11.

Items of work and construction details
In Section 10, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 31, Fence, Barbed Wire
(1)

This item shall consist of furnishing all materials required and constructing
fences of the type designated on the drawings.

(2)

The approximate location of the fences to be constructed is shown on theconstruction drawings. The final location of the fences (including corners, gates,pull and brace panels, stiles and special anchorage) shall be as staked by theEngineer.

(3)

The items of work subsidiary to this bid item are Stiles as specified inConstruction Specification 81.

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Construction Specification 94—Contractor Quality Control
1. Scope
The work consists of developing, implementing, and maintaining a quality control system to ensure thatthe specified quality is achieved for all materials and work performed.
2. Equipment and materials
Equipment and material used for quality control shall be of the quality and condition required to meet thetest specifications cited in the contract. Testing equipment shall be properly adjusted and calibrated at thestart of operations and the calibration maintained at the frequency specified. Records of equipment
calibration tests shall be available to the engineer at all times. Equipment shall be operated andmaintained by qualified operators as prescribed in the manufacturer's operating instructions, thereferences specified, and as specified in section 10 of this specification. All equipment and materials usedin performing quality control testing shall be as prescribed by the test standards referenced in the contract
or in section 10.
All equipment and materials shall be handled and operated in a safe and proper manner and shall comply
with all applicable regulations pertaining to their use, operation, handling, storage, and transportation.

3. Quality control system
Method 1—The contractor shall develop, implement, and maintain a system of quality control to provide
the specified material testing and verification of material quality before use. The system activities shall
include procedures to verify adequacy of completed work, initiate corrective action to be taken, anddocument the final results. The identification of the quality control personnel and their duties andauthorities shall be submitted to the contracting officer in writing within 15 calendar days after notice ofaward.
Method 2—The contractor shall develop, implement, and maintain a system adequate to achieve thespecified quality of all work performed, material incorporated, and equipment furnished before use. The
system established shall be documented in a written plan developed by the contractor and approved by thecontracting officer. The system activities shall include the material testing and inspection needed to verify
the adequacy of completed work and procedures to be followed when corrective action is required. Daily
records to substantiate the conduct of the system shall be maintained by the contractor. The quality
control plan shall cover all aspects of quality control and shall address, as a minimum, all specified testingand inspection requirements. The plan provided shall be consistent with the planned performance in thecontractor's approved construction schedule. The plan shall identify the contractor's onsite quality control
manager and provide an organizational listing of all quality control personnel and their specific duties.
The written plan shall be submitted to the contracting officer within 15 calendar days after notice ofaward. The contractor shall not proceed with any construction activity that requires inspection until thewritten plan is approved by the contracting officer.
All methods—The quality control system shall include, but not be limited to, a rigorous examination of
construction material, processes, and operation, including testing of material and examination of
manufacturer's certifications as required, to verify that work meets contract requirements and is
performed in a competent manner.

4. Quality control personnel
Method 1—Quality control activities shall be accomplished by competent personnel. A competent person
is: One who is experienced and capable of identifying, evaluating, and documenting that materials andprocesses being used will result in work that complies with the contract; and, who has authority to takeprompt action to remove, replace, or correct such work or products not in compliance. Off-site testinglaboratories shall be certified or inspected by a nationally recognized entity. The Contractor shall submit
to the Contracting Officer, for approval, laboratory certification or inspection information. The Contractor(210-VI-NEH, January 2009)94-1

shall submit to the Contracting Officer, for approval, the names, qualifications, authorities, certifications,and availability of the competent personnel who will perform the quality control activities.
Method 2—Quality control activities shall be accomplished by competent personnel who are separate andapart from line supervision and who report directly to management. A competent person is one who isexperienced and capable of identifying, evaluating, and documenting that material and processes being
used will result in work that complies with the contract, and who has authorization to take prompt action
to remove, replace, or correct such work or products not in compliance. Offsite testing laboratories shallbe certified or inspected by a nationally recognized entity. The Contractor shall submit to the Contracting
Officer, for approval, laboratory certification or inspection information. The contractor shall submit to thecontracting officer, for approval, the names, qualifications, authorities, certifications, and availability of
the competent personnel who will perform the quality control activities.

5. Post-award conference
The contractor shall meet with the contracting officer before any work begins and discuss the contractor'squality control system. The contracting officer and the contractor shall develop a mutual understanding
regarding the quality control system, including procedures for correcting quality control issues.
6. Records
The contractor's quality control records shall document both acceptable and deficient features of the workand corrective actions taken. All records shall be on forms approved by the contracting officer, be legible,
and be dated and signed by the competent person creating the record.
Unless otherwise specified in section 10 of this specification, records shall include:
a. Documentation of shop drawings including date submitted to and date approved by the contracting
officer, results of examinations, any need for changes or modifications, manufacturer's
recommendations and certifications, if any, and signature of the authorized examiner.
b. Documentation of material delivered including quantity, storage location, and results of quality
control examinations and tests.
c. Type, number, date, time, and name of individual performing quality control activities.
d. The material or item inspected and tested, the location and extent of such material or item, and a
description of conditions observed and test results obtained during the quality control activity.
e. The determination that the material or item met the contract provisions and documentation that theengineer was notified.
f. For deficient work, the nature of the defects, specifications not met, corrective action taken, andresults of quality control activities on the corrected material or item.

7. Reporting results
The results of contractor quality control inspections and tests shall be communicated to the engineer
immediately upon completion of the inspection or test. Unless otherwise specified in section 10, theoriginal plus one copy of all records, inspections, tests performed, and material testing reports shall be
submitted to the engineer within one working day of completion. The original plus one copy of
documentation of material delivered shall be submitted to the engineer before the material is used.
8. Access
The contracting officer and the engineer shall be given free access to all testing equipment, facilities,
sites, and related records for the duration of the contract.

(210-VI-NEH, January 2009)94-2

9. Payment
Method 1—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds, after presentation by the contractor of invoices showing related costs and evidenceof charges by suppliers, subcontractors, and others for furnishing supplies and work performed. If thetotal of such payments is less than the lump sum contract price for this item, the remaining balance isincluded in the final contract payment. Payment of the lump sum contract price constitutes fullcompensation for completion of the work.
Payment is not made under this item for the purchase cost of material and equipment having a residual
value.
Method 2—For items of work for which lump sum prices are established in the contract, payment isprorated and paid in equal amounts on each monthly estimate. The number of months used for prorating
shall be the number estimated to complete the work. The final month's prorate amount is made with thefinal payment. Payment as described above constitutes full compensation for completion of the work.
Payment is not made under this item for the purchase cost of material and equipment having a residual
value.
All methods—Compensation for any item of work described in the contract, but not listed in the bidschedule, is included in the payment for the item of work to which it is made subsidiary. Such items andthe items to which they are made subsidiary are identified in section 10.

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10.

Items of work and construction details
In Section 3, Quality control system, Method 2 shall apply, except that the written plan shall be
submitted to the Contracting Officer within 10 calendar days after notice of award.
In Section 4, Quality control personnel, Method 2 shall apply.
In Section 9, Payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 32, Contractor Quality Control(1)This item shall consist of furnishing all equipment, tools, materials, and labor andperforming all work to accomplish the work defined in Section 1 of thisspecification.

(2)

The burden of proof that work performed meets contract requirements rests upon
the Contractor. Quality assurance inspections and tests by the Government arefor the sole benefit of the Contracting Local Organization (CLO). The use ofsuch words as "as approved by the Engineer or Contracting Officer" and words oflike import in the specifications or drawings which refer to approval by theContracting Officer are considered to be a part of the Government's Quality
Assurance program and do not relieve the Contractor in any part for theContractor's Quality Control Responsibilities as specified.

(3)

Quality Control is defined as a rigorous examination and inspection of
construction materials, processes and operations to verify that the work being
performed meets contract requirements and shall be performed by a qualified
Inspector employed by or under contract to the Contractor.

(4)

The Contractor's quality control system shall be approved and operational before
commencement of work. The Contractor’s Quality Control Personnel shallsubmit to the on-site NRCS Inspector Daily Quality Control Reports, for each
day the Contractor is on site performing work.

(5)

Quality control tests shall be conducted in accordance with the standard test
methods identified in the specifications. The Contractor shall provide all
equipment required to perform all quality control tests. Testing equipment shallmeet the requirements as specified by ASTM test methods and be properly
calibrated and serviced.

(6)

All mention of inspection or Inspector in (7) and (8) below is referring to work
performed by the Contractor's Quality Control Personnel unless otherwise noted.

(7)

The degree of quality control specified shall be defined as:(a)

Periodic review or inspection is defined as the intermittent presence of
the Inspector to observe construction operations and/or perform tests andtake measurements as needed to determine and document that the work
being performed complies with the specifications.

(b)

Full-time inspection is defined as the full-time presence of the Inspector
to observe one or more construction operations and/or perform tests andtake measurements at critical points in various operations to determineand document that the work being performed complies with the

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specifications and to be available for consultation in case of emergency
or changes in work conditions.
(c)

(8)

Continuous inspection is defined as the continuous presence of theInspector to observe one construction operation and/or perform tests andtake measurements at critical points in the operation to determine anddocument that the work being performed complies with thespecifications and to be immediately available for consultation in case of
emergency or changes in work conditions.

The Contractor's inspection system shall include the following items of work thatwill require the Contractor's quality control. Any item of work not listed below
shall be performed or constructed as shown on the drawings and as specified in
the construction and material specifications.
(a)

The Contractor's inspection on all items not listed in (b) through (l)below shall consist of periodic review of those items to assure that allcontract specifications are being met and that the items are being
properly installed or carried out.

(b)

Seeding, Sprigging, and Mulching - Quality control shall consist ofdetermining that the vegetative materials supplied comply with thespecifications; that the areas to be vegetated are properly prepared,smoothed and graded; and that sprigging is performed as specified. Fulltime inspection shall be required.

(c)

Excavation - Quality control shall consist of full-time inspection todetermine that all excavation is being accomplished as specified and thatthe specified excavation has removed all required or unsuitable materials
and that grades are properly documented. The Inspector shall determinethat all materials selected for use in backfill of the specified works arefree of undesirable materials and that all materials are placed in thedesignated waste, stockpile or fill areas.

(d)Earthfill - Quality control shall consist of full-time inspection of earthfill
placement. The Inspector shall select materials from the required
excavations, stockpiles and/or borrow area(s) to insure the completed
earthfills are constructed in accordance with the drawings andspecifications.
Dispersion testing shall be performed using the NRCS crumb test orother methods approved by the Engineer to ensure highly dispersivematerials are not included in the earthfill matrix. Any material that
results in a rating greater than two (2) while using the NRCS crumb testor 30 using a double hydrometer shall be considered highly dispersive
and routed to the appropriate waste area or buried as indicated in thedrawings. Materials that result in a rating of two (2) may be blended
with available non-dispersive materials to form a uniform matrix prior toplacement. The Inspector shall route the various materials to the properzones and determine the suitability of each type of material for aparticular zone.
The Inspector shall select and obtain representative samples of thematerials and have moisture-density curves made (according to ASTM
D698 test procedures) of each Unified Soil Classification material to be

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placed in the specified earthfills using Class A compaction. Moisturedensity curves shall be completed as necessary to provide data needed
when earthfill operations begin and may be needed as earthfill progresses
to insure correct selection and specified compaction of earthfill materials.
A “One-Point Family of Curves Method” (hereafter referred to as the one
point method) shall be employed to determine the optimum moisture andmaximum density values for all earthfill materials. The procedure for
performing the one-point method is as follows: (1) construct a family of
curves using compaction test data compiled on soil samples tested inaccordance with the procedure set forth in ASTM D698, (2) make a onepoint compaction test specimen from soil material representing theearthfill material that is being placed (moisture content shall be on thedry side of optimum), (3) plot the one-point moisture-density values,
obtained from the test, on the family of curves, (4) using the curves
above and below the plotted point as a guide, draw a new compaction
curve through the plotted point, (5) use this curve as the control for the
moisture and density of the material being placed. Unless otherwise
directed by the Engineer, at least one one-point test shall be conducted
for every three in-place moisture density tests that are taken. Morefrequent tests shall be required if compaction requirements are not being
obtained or if compaction requirements are not being met or if earthfills
are being placed in critical areas such as conduit and concrete backfills
and cutoff backfills.
In the event that compaction correlation or requirements are not being
met, continuous inspection shall be required during all earthfill andbackfill placement to determine that foundation conditions are
satisfactory; that earthfills materials are of the type selected forplacement and are free of undesirable materials; that proper compaction
and moisture requirements are being maintained; and that hand andmechanical compaction are being accomplished as specified.
(e)Drainfill - Quality control shall consist of full-time inspection of drainfill
placement. It shall include testing of the gradation of drainfill material;
determining that the material complies with specified qualities and thatthe specified compaction is accomplished and the grades are properly
documented. The Inspector shall have at least one sieve analysis
prepared for each type of drainfill placed. These analyses shall be madefrom materials as delivered to the job site. If changes in gradation ofdrainfill appear to develop, additional sieve analysis shall be made.

(f)

Reinforced Concrete - Quality control shall consist of continuous
inspection during the placement of concrete. In addition, the Inspector
shall assure that the concrete design mix meets contract requirements andthat proper certifications are provided. The Inspector shall inspect all
formwork prior to concrete placement to assure integrity of the forms
and compliance with design detail with proper documentation. Slump,time of cement induction, and temperature and air content measurements
shall be determined on each mixer load of concrete prior to placement toassure compliance with specifications. Three sets of compressive
strength cylinders (4 cylinders each) will be taken from each pour. One
cylinder from each set shall be tested at 7 days and the other two tested at
28 days. The remaining cylinder shall be tested, if necessary, to verify

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results of a suspect cylinder. The Inspector shall also assure that theconcrete is cured according to specifications, the forms removed as
specified and the concrete is repaired and finished as required.

(9)

(g)

Steel Reinforcement - Quality control shall consist of continuous
inspection during steel and concrete placement. The Inspector shall also
determine that the steel reinforcement complies with the specified quality
and is being placed in accordance with the drawings and specifications
with proper documentation. The Inspector shall check to determine that
it is adequately secured to prevent its displacement during concrete
placement and that it has not been displaced during concrete placement.
These inspections shall also take place immediately before and during
placement of the concrete.

(h)Reinforced Concrete Pressure Pipe Spillway Conduits - Quality control
shall consist of continuous inspection while the pipe is being installed.
The Inspector shall also determine and document that the pipe meets the
specified requirements, that the pipe has not been damaged in shipment
and delivery, that the pipe is properly bedded and laid at specified grade
and alignment and that all joints are fully closed and properly sealed.

(i)

PVC Plastic Pipe - Quality control shall consist of continuous inspection
during the installation of the PVC plastic pipe. The Inspector shalldetermine and document that the PVC plastic pipe and fittings comply
with the specifications, that the perforations are to the size andorientation specified, that the pipe is installed at the lines and grades
shown on the drawings and as specified and that the pipe is properly
bedded and carefully backfilled.

(j)Rock Riprap - Quality control shall consist of full-time inspection during
the placement of the rock riprap. The Inspector shall also determine thatthe rock riprap complies with the specified quality and gradation limits;that proper certifications are provided; that the rock is placed as shownon the drawings and as specified and that segregation of particle sizes has
not occurred during delivery or placement. At least one onsite gradation
test will be made by the Contractor.

(k)

Metal Fabrication - Quality control shall consist of periodic inspection
during installation of metalwork. The Inspector shall determine anddocument the fabricated metal work meets material specifications anddimensions, coatings are applied according to specifications and theerected work is to the lines and grades specified.

(l)Geotextile - Quality control shall consist of continuous inspection during
the installation of the geotextile. The Inspector shall determine anddocument that the geotextile complies with the specifications, that the
subgrade has been excavated and smoothed to grade, that the geotextile
is installed in accordance with the plans and specifications and that thegeotextile is not punctured, damaged or caked with mud during
installation.

The skills, knowledge, abilities and experience needed by the Contractor's quality
control personnel to perform the quality control shall be as follows:

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(10)

(a)

Must have the ability to maintain communications with the landowners,
the Contracting Officer and the Contractor.

(b)Knowledge of cut and grade staking and earthwork installations.

(c)Knowledge of soils, including foundation conditions, density andclassifications.

(d)Knowledge of sampling of soils and determination of density of in-placesoils.

(e)

When applicable, must have knowledge of acceptable moisture-density
test methods and the ability to satisfactorily perform the tests.

(f)

Have the ability to interpret survey notes and to prepare quantity
computations.

(g)Have the ability to maintain adequate files and records of construction
inspection work.

(h)Have the ability to interpret construction drawings and specifications.

(i)Must have knowledge of tests required for placement of acceptableconcrete and the procedures required for satisfactory placement.

(j)Must have knowledge and ability to perform concrete tests that include
slump tests, air contents and temperature measurements, and preparationof compressive strength cylinders.

(k)Must have knowledge of steel placement details and the ability tointerpret steel requirements from construction drawings.

(l)Must have knowledge of form construction and bracing for constructionof concrete structures.

(m)Must have knowledge of the United Soil Classification System and theability to interpret soil classification requirements from the construction
drawings.

(n)Concrete Laboratory Testing Technicians – Must have certification fromthe American Concrete Institute (ACI) for Concrete Laboratory Testing
Technician.

Quality control personnel shall also be responsible for maintaining a record ofprogress with photographs. Construction activities shall be documented with 3
megapixels or greater digital photography in a JPEG file format. Photographs ofdaily construction work, problems encountered, and unique construction
practices shall be taken to insure full coverage of all work performed. The
photographs shall be numbered, date and time imprinted and indexed with
documentation explaining construction activities shown, and must be submittedwith the request for final payment.

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Construction Specification 95—Geotextile
1.
Scope
This work consists of furnishing all material, equipment, and labor necessary for the installation of geotextiles.
2.
Quality
Geotextiles shall conform to the requirements of Material Specification 592 and this specification.
3.
Storage
Before use, the geotextile shall be stored in a clean, dry location out of direct sunlight, not subject to extremes of
either hot or cold temperatures, and with the manufacturer's protective cover undisturbed. Receiving, storage, andhandling at the job site shall be in accordance with the requirements listed in ASTM D 4873.
4.
Surface preparation
The surface on which the geotextile is to be placed shall be graded to the neat lines and grades as shown on thedrawings. It shall be reasonably smooth and free of loose rock and clods, holes, depressions, projections, muddy
conditions, and standing or flowing water (unless otherwise specified in section 7 of this specification).
5.
Placement
Before the geotextile is placed, the soil surface will be reviewed for quality assurance of the design and construction.
The geotextile shall be placed on the approved prepared surface at the locations and in accordance with the details
shown on the drawings and specified in section 7 of this specification. It shall be unrolled along the placement areaand loosely laid, without stretching, in such a manner that it conforms to the surface irregularities when material or
gabions are placed on or against it. The geotextile may be folded and overlapped to permit proper placement indesignated area(s).
Method 1—The geotextile shall be joined by machine sewing using thread material meeting the chemical
requirements for the geotextile fibers or yarn. Thread shall be polypropylene, polyester, or KevlarTM aramid thread,
unless a specific thread type is specified. The thread shall be consist of two parallel stitched rows at a spacing ofabout 1 inch and shall not cross (except for any required re-stitching). The stitching shall be a lock-type stitch. Eachrow of stitching shall be located a minimum of 2 inches from the geotextile edge. Unless otherwise specified, theseam tensile strength as measured according to ASTM D4884 shall be a minimum of 90 percent of the geotextile
tensile strength in the weakest principal direction as measured according to ASTM D4632.
The geotextile shall be temporarily secured during placement of overlying material to prevent slippage, folding,wrinkling, or other displacement of the geotextile. Unless otherwise specified, methods of securing shall not cause
punctures, tears, or other openings to be formed in the geotextile.
Method 2—The geotextile shall be joined by overlapping a minimum of 18 inches (unless otherwise specified) andsecured against the underlying foundation material. Securing pins, approved and provided by the geotextile
manufacturer, shall be placed along the edge of the panel or roll material to adequately hold it in place during
installation. Pins shall be steel or fiberglass formed as a U, L, or T shape or contain "ears" to prevent total
penetration through the geotextile. Steel washers shall be provided on all but the U-shaped pins. The upstream or
upslope geotextile shall overlap the abutting downslope geotextile. At vertical laps, securing pins shall be inserted
through the bottom layers along a line through approximately the mid-point of the overlap. At horizontal laps andacross slope labs, securing shall be inserted through the bottom layer only. Securing pins shall be placed along a line
about 2 inches in from the edge of the placed geotextile at intervals not to exceed 12 feet unless otherwise specified.
Additional pins shall be installed as necessary and where appropriate to prevent any undue slippage or movement of
the geotextile. The use of securing pins will be held to the minimum necessary. Pins are to remain in place unlessotherwise specified.
Should the geotextile be torn or punctured, or the overlaps or sewn joint disturbed, as evidenced by visible geotextile
damage, subgrade pumping, intrusion, or grade distortion, the backfill around the damaged or displaced area shall be(210-VI-NEH, January 2014)95-1

removed and restored to the original approved condition. The repair shall consist of a patch of the same type ofgeotextile being used and overlaying the existing geotextile. When the geotextile seams are required to be sewn, theoverlay patch shall extend a minimum of 1 foot beyond the edge of any damaged area and joined by sewing as
required for the original geotextile except that the sewing shall be a minimum of 6 inches from the edge of thedamaged geotextile. Geotextile panels joined by overlap shall have the patch extend a minimum of 2 feet from theedge of any damaged area.
Geotextile shall be placed in accordance with the following applicable specification according to the use indicated in
section 7:
Slope protection—The geotextile shall not be placed until it can be anchored and protected with thespecified covering within 48 hours or protected from exposure to ultraviolet light. In no case shall material
be dropped on uncovered geotextile from a height of more than 3 feet.
Subsurface drains—The geotextile shall not be placed until drainfill or other material can be used to provide
cover within the same working day. Drainfill material shall be placed in a manner that prevents damage tothe geotextile. In no case shall material be dropped on uncovered geotextile from a height of more than 5
feet.
Road stabilization—The geotextile shall be unrolled in a direction parallel to the roadway centerline in aloose manner permitting conformation to the surface irregularities when the roadway fill material is placedon its surface. In no case shall material be dropped on uncovered geotextile from a height of more than 5feet. Unless otherwise specified, the minimum overlap of geotextile panels joined without sewing shall be 24
inches. The geotextile may be temporarily secured with pins recommended or provided by the manufacturer,
but they shall be removed before the permanent covering material is placed.

6.
Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity of geotextile
for each type placed within the specified limits is determined to the nearest specified unit by measurements of thecovered surfaces only, disregarding that required for anchorage, seams, and overlaps. Payment is made at thecontract unit price. Such payment constitutes full compensation for the completion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity of geotextile
for each type placed with the specified limits is determined to the nearest specified unit by computing the area of theactual roll size or partial roll size installed. The computed area will include the amount required for overlap, seams,
and anchorage as specified. Payment is made at the contract unit price. Such payment constitutes full compensation
for the completion of the work.
Method 3—For items of work for which specific lump sum prices are established in the contract, the quantity ofgeotextile is not measured for payment. Payment for geotextiles is made at the contract lump sum price andconstitutes full compensation for the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment. Compensation for any
item of work described in the contract, but not listed in the bid schedule, is included in the payment for the item ofwork to which it is made subsidiary. Such items and the items to which they are made subsidiary are identified in
section 7 of this specification.

7.

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7.

Items of work and construction details
In Section 5, Placement, Method 2 shall apply.
In Section 6, Measurement and payment, Method 1 shall apply. Geotextile shall bemeasured by the square yard.
Items of work to be performed in conformance with this specification and theconstruction details therefore are:a.

Bid Item 33, Geotextile(1)

This item shall consist of furnishing and placing the geotextile for therock riprap located along the upstream wave berm and rock lined outlets
below the impact basins as shown on the drawings.

(2)

Placing the geotextile for the rock riprap includes all excavation, fill andbackfill required for keying geotextile into the slope, as shown on thedrawings. The minimum anchorage shall be 18 inches unless otherwise
indicated by the manufacturer.

(3)

Geotextiles shall be non-woven Class I and meet Material Specification
592.

(4)

The geotextile shall be placed and approved by the Engineer immediately
prior to the placement of the rock riprap.

NRCS –4/5/2024
TX –LOWER PLUM CREEK, SITE 28 REHABILITATION

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 521—Aggregates for Drainfill and Filters
A. Scope
This specification covers the quality of mineral aggregates for the construction of drainfill andfilters.
B. Quality(1) Drainfill and filter aggregates shall be sand, gravel, or crushed stone or mixtures thereof.
Aggregates shall be composed of clean, hard, durable, mineral particles free from organic
matter, clay balls, soft particles, or other substances that would interfere with the freedraining properties of the aggregates.
(2) Coarse aggregate may be crushed limestone or other material that has limestone particles
included. Aggregates from crushed limestone shall be thoroughly washed and screened toremove limestone dust, limestone fines, and fine soil particles. Limestone shall not be used
for fine aggregates except in combination with other material, such that not more than 5
percent of the portion finer than the No. 4 sieve shall be limestone.
(3) Aggregates shall be tested for soundness according to ASTM C88 and shall have a weighted
average loss in 5 cycles of not more than 12 percent when sodium sulfate is used or 18
percent when magnesium sulfate is used.
C. Grading
Drainfill and filter aggregates shall conform to the specified grading limits after being placed orafter being compacted when compaction is specified. Grading shall be determined by
ASTM C136. The percentage of material finer than the No. 200 sieve shall be determined by themethod in ASTM C117.
D. Storing and Handling
Drainfill and filter aggregates shall be stored and handled by methods that prevent segregation ofparticle sizes or contamination by mixing with other material.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 522—Aggregates for Portland Cement Concrete
A. Scope
This specification covers the quality of fine aggregate and coarse aggregate for use in the
manufacture of Portland cement concrete.
B. Quality
Aggregate shall conform to the requirements of ASTM C33 for the specified sizes. Aggregatesthat fail to meet any requirement may be accepted only when either:(i) The specified alternate conditions of acceptance can be proven before the aggregates areused on the job and within a period such that no work under the contract will be delayedby the requirements of such proof or,(ii) The specification for concrete expressly contains a provision of special mix requirements
to compensate for the effects of the deficiencies.
C. Reactivity with alkalies(1) The potential reactivity of aggregates with the alkalies in cement shall be evaluated bypetrographic examination as per ASTM C295, or by the results of previous tests or service
records of concrete made from similar aggregates from the same source. The standards forevaluating potential reactivity shall be as described in ASTM C1778(2) Aggregates indicated by any of the above to be potentially reactive shall not be used except
under one of the following conditions:(i) Applicable test results of mortar bar tests made according to ASTM Method C 1567 areavailable which indicate an expansion of less than 0.10 percent at 16 days.
(ii) The concrete mixture complies with the appropriate testing procedures and mitigations
measures established in ASTM C1778.
(iii) Concrete made from similar aggregates from the same source has been demonstrated tobe sound after 3 years or more of service under conditions of exposure to moisture andweather similar to those anticipated for the concrete under these specifications.
(3) Aggregates indicated to be potentially reactive, but within acceptable limits as determined bymortar bar test results or service records, shall be used only with low alkali cement, containing
less than 0.60 percent alkalies expressed as sodium oxide.
D. Sulfur in Aggregate(1) There is currently not an ASTM standard on the acceptable level of sulfur in concrete
aggregate.
(2) To prevent concrete cracking from iron sulfide expansion, perform petrographic testing per
ASTM C295 and use the following limits for sulfur (S) in aggregate based on theAmerican Concrete Institute Technical Paper 113-M31 and the Concrete Society BS EN
12620:(i) When S is less than 0.1 percent, the aggregate is acceptable.
(ii) When S is between 0.1 and 1.0 percent, perform further testing to determine if ironsulfide minerals such as pyrrhotite, gypsum, pyrite, or marcasite are present:• If the additional testing shows pyrrhotite, gypsum, pyrite, or marcasite are present,
reject the aggregate and use an acceptable aggregate.
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If the additional testing shows pyrrhotite, gypsum, pyrite, or marcasite are notpresent, the aggregate is acceptable.
(iii) Aggregate with S greater than 1 percent is not acceptable.
•

E. Storing and Handling
Aggregates of each class and size shall be stored and handled by methods that prevent
segregation of particles sizes or contamination by intermixing with other material.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 523—Rock for Riprap
A. Scope
This specification covers the quality of rock to be used in the construction of rock riprap.
B. Quality(1) Individual rock fragments must be dense, sound, and free from cracks, seams, and otherdefects conducive to accelerated weathering. Except as otherwise specified, the rockfragments must be angular to subrounded. The least dimension of an individual rock fragment
must be not less than one-third the greatest dimension of the fragment. ASTM D4992
provides guidance on selecting rock from a source.
(2) Except as otherwise provided, the rock must be tested and must have the following
properties:(i) Rock type 1• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.5 when tested inaccordance with ASTM D6473 on samples prepared as described for soundness
testing.
• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473
on samples prepared as described for soundness testing.
• Soundness—The weight loss in 5 cycles must not be more than 10 percent whensodium sulfate is used or more than 15 percent when magnesium sulfate is used.
(ii) Rock type 2• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.5 when tested inaccordance with ASTM D6473 on samples prepared as described for soundness
testing.
• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473
on samples prepared as described for soundness testing.
• Soundness—The weight loss in 5 cycles must be not more than 20 percent whensodium sulfate is used or more than 25 percent when magnesium sulfate is used.
(iii) Rock type 3• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.3 when tested inaccordance with ASTM D6473 on samples prepared as described for soundness
testing.
• Absorption—Not more than 4 percent when tested in accordance with ASTM D6473
on samples prepared as described for soundness testing.
• Soundness—The weight loss in 5 cycles must be not more than 20 percent whensodium sulfate is used or more than 25 percent when magnesium sulfate is used.
C. Methods of Soundness Testing(1) Rock cube soundness—(i) The sodium or magnesium sulfate soundness test for all rock types (1, 2, or 3) must be
performed on a test sample of 5,000 ± 300 grams of rock fragments, reasonably uniform
in size and cubical in shape, and weighing, after sampling, about 100 grams each. They
must be obtained from rock samples that are representative of the total rock mass, as
noted in ASTM D4992, and that have been sawed into slabs as described in ASTM
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D5121. The samples must further be reduced in size by sawing the slabs into cubicalblocks. The thickness of the slabs and the size of the sawed fragments must be
determined by the size of the available test apparatus and as necessary to provide, aftersawing, the approximate 100-gram samples. The cubes must undergo five cycles ofsoundness testing in accordance with ASTM C88.
(ii) Internal defects may cause some of the cubes to break during the sawing process orduring the initial soaking period. Do not test any of the cubes that break during thispreparatory process. Such breakage, including an approximation of the percentage ofcubes that break, must be noted in the test report.
(iii) After the sample has been dried following completion of the final test cycle and washedto remove the sodium sulfate or magnesium sulfate, the loss of weight must be
determined by subtracting from the original weight of the sample the final weight of all
fragments that have not broken into three or more fragments.
(iv) The test report must show the percentage loss of the weight and the results of thequalitative examination.
(2) Rock slab soundness—(i) When specified, the rock must also be tested in accordance with ASTM D5240.
Deterioration of more than 25 percent of the number of blocks must be cause for rejectionof rock from this source. Rock must also meet the requirements for average percent
weight loss stated below.
(ii) For projects located north of the Number 20 Freeze-Thaw Severity Index Isoline (fig.
523–1 below), unless otherwise specified, the average percent weight loss for RockType 1 must not exceed 20 percent when sodium sulfate is used or 25 percent whenmagnesium sulfate is used. For Rock Types 2 and 3, the average percent weight loss must
not exceed 25 percent for sodium sulfate soundness or 30 percent for magnesium sulfate
soundness.
(iii) For projects located south of the Number 20 Freeze-Thaw Severity Index Isoline, unlessotherwise specified, the average percent weight loss for Rock Type 1 must not exceed
30 percent when sodium sulfate is used or 38 percent when magnesium sulfate is used.
For Rock Types 2 and 3, the average percent weight loss must not exceed 38 percent for
sodium sulfate soundness or 45 percent for magnesium sulfate soundness.

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Figure 523–1 Isoline Map of the Freeze-Thaw Severity Index for Contiguous 48 United States (mapis from ASTM D5312)

D. Field Durability Inspection(1) Rock that fails to meet the material requirements stated above (if specified), may be accepted
only if similar rock from the same source has been demonstrated to be sound after 5 years ormore of service under conditions of weather, wetting and drying, and erosive forces similar to
those anticipated for the rock to be installed under this specification.
(2) A rock source may be rejected if the rock from that source deteriorates in less than 5 years
under similar use and exposure conditions expected for the rock to be installed under thisspecification, even though it meets the testing requirements stated above.
(3) Deterioration is defined as the loss of more than one-quarter of the original rock volume, orsevere cracking that would cause a block to split. Measurements of deterioration are takenfrom linear or surface area particle counts to determine the percentage of deteriorated blocks.
Deterioration of more than 25 percent of the pieces must be cause for rejection of rock fromthe source.
E. Grading
The rock must conform to the specified grading limits after it has been placed within the matrixof the rock riprap. Grading tests must be performed, as necessary, according to ASTM D5519,
Method A, B, or C, as applicable.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 531—Portland Cement
A. Scope
This specification covers the quality of Portland cement.
B. Quality(1) Portland cement shall conform to the requirements of ASTM C150 for the specific types of
cement such as Type I, IA, II, IIA, II(MH), II(MH)A, III, IIIA, IV, and V Portland cement.
(2) Type IS Portland blast-furnace slag cement, Type IP Portland-pozzolan cement, or Type IL
Portland-limestone cement shall conform to the requirements of ASTM C595 and may be
used unless prohibited by the specifications.
(3) When air-entraining cement is required, the contractor shall furnish the manufacturer's
written statement providing the source, amount, and brand name of the air-entraining
component.
C. Storage at the Construction Site
Cement shall be stored and always protected from weather, dampness, or other destructive
elements. Cement that is partly hydrated or otherwise damaged will not be accepted.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 532—Supplementary Cementitious Materials
A. Scope
This specification covers the quality of supplementary cementitious materials for concrete.
B. Quality(1) Fly ash used as a partial substitution of Portland cement shall conform to the requirements of
ASTM C618, Class C or F except the loss on ignition shall not exceed 3 percent, unlessotherwise specified. Lot-to-lot variation in the loss on ignition shall not exceed 1 percent.
When specified, fly ash shall conform to one or more of the supplementary optional physicalrequirements listed in ASTM C618.
(2) Natural pozzolan used as a partial substitution of Portland cement shall conform to therequirements of ASTM C618, Class N including the optional requirements for uniformity andeffectiveness in controlling ASR. Class N pozzolan for the use in mitigating Alkali-Silica
Reactivity shall have a Calcium Oxide (CaO) content of less than 13 percent and total
equivalent alkali content less than 3 percent.
(3) Blast-furnace slag used as a partial substitution of Portland cement shall conform to
ASTM C989 for ground granulated blast-furnace slag.
(4) Silica fume used as a partial substitution of Portland Cement shall conform to ASTM C1240.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 533—Chemical Admixtures for Concrete
A. Scope
This specification covers the quality of chemical ad-mixtures for manufacturer of Portland
cement concrete.
B. Quality(1) Air-entraining admixtures shall conform to the requirements of ASTM C260.
(2) Water-reducing and/or retarding admixtures shall conform to the requirements of
ASTM C494, Types A, B, D, F, or G.
(3) Plasticizing or plasticizing and retarding admixtures shall conform to ASTM C494, Types For G.
(4) Accelerating or water-reducing and accelerating ad-mixtures shall be noncorrosive andconform to the requirements of ASTM C494, Types C and E. The manufacturer shall provide
long-term test data results from an independent laboratory verifying that the product isnoncorrosive when used in concrete exposed to continuously moist conditions.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 534—Concrete Curing Compound
A. Scope
This specification covers the quality of liquid membrane-forming compounds suitable forspraying on concrete surfaces to retard the loss of water during the concrete curing process.
B. Quality
The curing compound must meet the requirements of either ASTM Specification C309 or C1315.
If Type 1 is specified, a fugitive dye must be used.
C. Delivery and Storage
All curing compounds must be delivered to the site of the work in the original container bearing
the name of the manufacturer and the brand name. The compound must be stored in a manner thatprevents damage to the container and protects water-emulsion types from freezing.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 535—Preformed Expansion Joint Filler
A. Scope
This specification covers the quality of preformed expansion joint fillers for concrete.
B. Quality
Preformed expansion joint filler shall conform to the requirements of ASTM D1752, Type I,
Type II, Type III, or Type IV unless bituminous type is specified. Bituminous type preformed
expansion joint filler shall conform to the requirements of ASTM D994, or ASTM D1751.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 536—Sealing Compound for Joints for Concrete andConcrete Pipe
A. Scope
This specification covers the quality of sealing compound for filling joints in concrete
pipe and concrete structures.
B. Type
The compound must be a cold-application material unless otherwise specified.
C. Quality
The sealing compound must conform to the requirements of one of the following
specifications:(i) ASTM C990—Joints for concrete pipe, manholes, and precast box sections using
preformed flexible joint sealants.
(ii) ASTM C877—External sealing bands for concrete pipe, manholes, and precast
box sections.
(iii) ASTM D6690—Standard specification for joint and crack sealants, hot applied,for concrete and asphalt pavements.
(iv) ASTM C920—Elastomeric joint sealants for cold applied sealing and caulkingof joints on mortar and concrete structures not subject to fuel spills. Use Type S
or M, or Grade NS for vertical joints; Type S or M, Grade P or NS for horizontal
joints. For Class 25, use Type M.
(v) The sealing compound if used with other joint material, such as fillers or gaskets,must be compatible.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 539—Steel Reinforcement (for concrete)
A. Scope
This specification covers the quality of steel reinforcement for reinforced concrete.
B. Quality(1) All reinforcement shall be free from loose or flaky rust, soil, oil, grease, paint, orother deleterious matter.
(2) Steel bars for concrete reinforcement shall be grade 40, 50, or 60 deformed bars
conforming to one of the following specifications:(i) Deformed and plain billet-steel bars for concrete reinforcement—ASTM A615.
(ii) Rail-steel deformed bars for concrete reinforcement—ASTM A996.
(iii) Axle-steel deformed bars for concrete reinforcement—ASTM A996.
(3) Dowels shall be plain round bars conforming to the same specifications listed above
for steel bars.
(4) Fabricated deformed steel bar mats for concrete reinforcement shall conform to therequirements of ASTM A184.
(5) Deformed and plain steel welded wire reinforcement shall conform to therequirements of ASTM A1064.
(6) Epoxy-coated steel bars for concrete reinforcement shall conform to the requirementsof ASTM A775.
C. Dimensions of Welded Wire Reinforcement
Gauges, diameters, spacing, and arrangement of wires for welded steel wire fabric shallbe as defined for the specified style designations.
D. Storage
Steel reinforcement inventories at the site of the work shall be stored above the groundsurface on platforms, skids, or other supports and shall be kept clean and protected frommechanical injury and corrosion.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 541—Reinforced Concrete Pressure Pipe
A. Scope
This specification covers the quality of reinforced concrete pressure pipe and fittings.
B. Manufacture and Fabrication(1) The pipe, the material used in its manufacture, and the methods of fabrication shallconform to the requirements of the following specifications applicable to thespecified type of pipe.
(2) Steel cylinder type, pre-stressed—AWWA Standard C301for Pre-stressed Concrete
Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids.
(3) Steel cylinder type, not pre-stressed—AWWA Standard C300 for Reinforced
Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other Liquids.
(4) Noncylinder type, not pre-stressed—AWWA Standard C302 for Reinforced Concrete
Pressure Pipe, Non-Cylinder Type, for Water and Other Liquids.
(5) Steel cylinder type, pre-tensioned—AWWA Standard C303 for Concrete Pressure
Pipe, Bar-Wrapped, Steel Cylinder Type for Water and Other Liquids.
(6) Low head pressure pipe—ASTM C361.
The following specification sections shall not apply:
AWWA C302 and C303, sections 4.2 and 4.3.
C. Design
The actual pipe and fittings shall be designed by the manufacturer to withstand thespecified external loads and internal pressures. Designs shall be by Indirect design, Direct
design, or Standard design as applicable to the type of pipe specified:(i) Indirect design—ASTM C497 for Standard Test Method for Concrete Pipe,
Manhole Sections, or Tile. Pipe design shall be based on the results of external
crushing strength tests on a minimum 2-foot length of pipe or a specimen ofequivalent size, design, and material. The test shall demonstrate the following
bearing loads:• For pipe manufactured according to ASTM C361, AWWA C300, or AWWA
C302, the load required to produce a 0.01-inch crack 1 foot long.
• For pipe manufactured according to AWWA C301, the load required to
produce a 0.001-inch crack 1 foot long or the load 10 percent greater than thespecified three-edge bearing strength, whichever occurs first.
• In lieu of actual testing for this contract, pipe design may be based on design
curve previously approved and published by the Natural Resources
Conservation Service.
(ii) Direct design—AWWA C304 for Design of Pre- Stressed Concrete Cylinder
Pipe or AWWA Manual M9 3rd ED for Concrete Pressure Pipe. Pipe design
shall be based on structural analysis and design calculations.
(iii) Standard design—ASTM C361 for Reinforced Concrete Low Head Pressure
Pipe. Pipe design shall be as published in the standard.
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The steel reinforcements shall conform to the requirements of the specifications cited in
section B for the specified type of pipe except that elliptical reinforcing cages or otherreinforcements that require special orientation of the pipe during placement are notallowed.
E. Joints(1) The pipe joints shall conform to the requirements of the applicable specification forthe pipe. They shall be bell-and-spigot type or double-spigot-and-sleeve type andshall have a positive groove in the spigot to contain the rubber gasket. The size andshape of the groove shall be such that it prevents displacement of the gasket by either
internal or external water pressure when the joint is in any position within therequired range of movement capability. Joint sleeves, also referred to as collars or
coupling bands, shall conform to the requirements for bell rings in the applicable pipe
specification.
(2) The joints shall be constructed to permit relative movement of the adjoining pipe
sections with no reduction of watertightness. The joint length and the limiting angle
defining the required capability of relative movement at each joint shall be no lessthan specified.
(3) Joint length refers to the permissible axial movement in the joint. It is defined as the
maximum distance through which the spigot can move, relative to the bell or sleeve,from the fully engaged to the fully extended condition of the joint when the adjoining
pipe sections are in parallel, concentric alignment. The joint is considered to be fully
engaged when the spigot is inserted as far as it will go into the bell or sleeve and isfully extended when it is inserted the least amount that will ensure full confinementof the gasket and complete watertightness.
(4) Joint length specified for double-spigot joints refers to the permissible movement ineach of the spigot-to-sleeve connections, not the sum of the two.
(5) The limiting angle of the joint is defined as the maximum deflection angle between
adjoining pipe sections the joint will permit before the outer surface of the spigot
comes into direct contact with inside of the mating bell or sleeve. If both spigot-tosleeve connections of a double-spigot joint permit angular movement, the limiting
angle of the joint is the sum of the two deflection angles permitted by the twoconnections.
F. Gaskets
The pipe joint gaskets shall conform to the requirements of the specifications cited in
section B of this specification. They shall be endless rubber gaskets having circular crosssection. The cross-sectional diameter of the gaskets shall conform to the pipe
manufacturer's recommendation for the type and size of pipe furnished.
G. Marking
All pipe sections and special fittings shall be marked by the manufacturer with the
manufacturer's name or trademark, the date of manufacture, the nominal size, design
head, design external load, and the structure site for which it was designed andmanufactured.
H. Certification(1) All component material and actual pipe fabrication shall be tested, inspected, anddocumented as prescribed in the manufacturing specifications for the type of pipe
specified. All documentation as noted in the manufacturing specifications shall be
submitted to the engineer. Documentation shall include current test reports on steel(210-642-H, 2nd Ed., Feb 2022)

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and steel wire reinforcing and compression tests of concrete used in the manufactureof the furnished pipe. Current tests are those that have been conducted within the lastyear.
(2) For pipe design based on actual external crushing strength tests, the engineer shallwitness the actual test.
(3) For pipe design based on published design curves, a copy of the appropriate design
curve marked to show the resultant concrete core stress and corresponding three-edge
bearing load and a specification sheet showing all data and dimensions necessary to
calculate the resultant core stress for the pipe furnished shall be submitted to theengineer.
(4) For pipe design based on structural analysis and calculations, such analysis andcalculations shall be submitted to the engineer. Printouts of such calculations bycomputer programs shall be sufficiently detailed to enable comparison withstandardized procedures and methods.
(5) Drawings, details, and descriptions of the pipe joints as necessary to show that thejoint conforms to the specified requirements shall also be submitted.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 547—Plastic Pipe
A. Scope
This specification covers the quality of Poly Vinyl Chloride (PVC), Polyethylene (PE),High Density Polyethylene (HDPE), and Acrylonitrile-Butadiene-Styrene (ABS) plastic
pipe, fittings, and joint materials.
B. Material(1) Pipe—The pipe must be as uniform as commercially practicable in color,opaqueness, density, and other specified physical properties. It must be free fromvisible cracks, holes, foreign inclusions, or other defects. The dimensions of the pipe
must be measured as prescribed in ASTM D2122. Unless otherwise specified, thepipe must conform to the requirements listed in this specification and the applicablereference specifications in Figure 547–2, the requirements specified in Construction
Specification 45, Plastic Pipe, and the requirements shown on the drawings.
(2) Fittings and joints—Fittings and joints must be of a schedule, SDR or DR, pressureclass, external load carrying capacity, or pipe stiffness that equals or exceeds that ofthe plastic pipe. The dimensions of fittings and joints must be compatible with thepipe and measured in accordance with ASTM D2122. Joint and fitting material must
be compatible with the pipe material. The joints and fittings must be as uniform ascommercially practicable in color, opaqueness, density, and other specified physicalproperties. It must be free from visible cracks, holes, foreign inclusions, or otherdefects. Fittings and joints must conform to the requirements listed in thisspecification, the requirements of the applicable specification referenced in the
ASTM or AWWA specification for the pipe, the requirements specified inConstruction Specification 45, and the requirements shown on the drawings.
(3) Solvents—Solvents for solvent-welded pipe joints must be compatible with theplastic pipe used and must conform to the requirements of the applicablespecification referenced in the ASTM or AWWA specification for the pipe, fitting, or
joint.
(4) Gaskets—Rubber gaskets for pipe joints must conform to the requirements of ASTM
F477, Elastomeric Seals (Gaskets) for Jointing Plastic Pipe.
C. Perforations
When perforated pipe is specified, perforations must conform to the following
requirements unless otherwise specified in Construction Specification 45 or shown on thedrawings:(1) Perforations must be either circular or slots.
(2) Circular perforations must be 1/4 ± 1/16-inch diameter holes arranged in rows
parallel to the axis of the pipe.
(3) Perforations must be evenly spaced along each row such that the center-to-center
distance between perforations is not less than eight times the perforation diameter.
Perforations may appear at the ends of short and random lengths. The minimum
perforation opening per foot of pipe must be as shown in Figure 547–1.
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Figure 547-1 Perforations

4

Minimum numberof rows
circular
slot
2
2

0.22

6

4

2

0.44

8

4

2

0.44

10

4

2

0.44

Nominalpipe size

Minimum
opening/foot (in2)

12
6
2
0.66
(4) Rows must be arranged in two equal groups at equal distance from the bottom oneach side of the vertical centerline of the pipe. The lower-most rows of perforations
must be separated by an arc of not less than 60 degrees or more than 125 degrees.
The uppermost rows of perforations must be separated by an arc not to exceed
166 degrees. The spacing of rows between these limits must be uniform. The
minimum number of rows must be as shown in Figure 547–1.
(5) Slot perforations must be symmetrically located in two rows, one on each side of thepipe centerline. Slot perforations must be located within the lower quadrants of thepipe with slots no wider than 1/8 inch and spaced not to exceed 11 times theperforation width. Minimum perforation opening per lineal foot of pipe must be as
shown in Figure 547–1.
(6) On both the inside and outside of the pipe, perforations must be free of cuttings orfrayed edges and of any material that would reduce the effective opening.
Figure 547-2 Pipe Specifications
Pipe

Specification

Poly vinyl chloride (PVC) pipe
Plastic pipe - Schedules 40, 80, 120

ASTM D1785
ASTM D2466

Pressure rated pipe - SDR Series

AWWA C900
ASTM D2241

Plastic drain, waste, and vent pipe andfittings

ASTM D2665

Joints for IPS PVC pipe using solvent
weld cement

ASTM D2672

Composite sewer pipe

ASTM D2680

Type PSM PVC sewer pipe and fittings

ASTM D3034

Large-diameter gravity sewer pipe andfittings

ASTM F679

Smooth-Wall Underdrain Systems for
Highway, Airport, and Similar Drainage

ASTM F758

Profile gravity sewer pipe and fittings
based on controlled inside diameter

ASTM F794

Corrugated sewer pipe with a smooth

ASTM F949(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Pipeinterior and fittingsSpecification

Pressure pipe, 4-inch through 60-inch
for water distribution

AWWA C900

Polyethylene (PE) plastic pipe
12- to 60-inch annular corrugatedprofile-wall polyethylene (PE) pipe andfittings

ASTM F2306

SIDR-PR based on controlled inside
diameter

ASTM D2239

SDR-PR based on controlled outside
diameter

ASTM D3035

High density polyethylene (HDPE) plastic pipe
Plastic pipe and fittings

ASTM D3350

SDR-PR based on controlled outside
diameter

ASTM F714

Heat joining polyolefin pipe and fittings

ASTM D2657

Acrylonitrile-butadiene-styrene (ABS) pipe
Composite sewer pipe

ASTM D2680(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 553—Ductile Iron Pipe
A. Scope
This specification covers the quality of ductile-iron pipe and fittings.
B. Pipe
Ductile-iron pipe shall conform to the requirements of ANSI/AWWA C151/A21.51-02,
Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined Molds for Water orOther Liquids, and ANSI/AWWA C115/A21.15-20, Flanged Ductile-Iron Pipe withThreaded Flanges.
C. Fittings
Ductile-iron pipe fittings shall conform to the requirements of ANSI/AWWA C110/A21.1012, Ductile-Iron and Gray-Iron Fittings, 3-inch through 48-inch, for Water and Other Liquids,
and ANSI/AWWA C153/A21.53-19, Ductile-Iron Compact Fittings, 3-inch through 12-inch,
for Water and Other Liquids.
D. Joints
Rubber-gasket joints for ductile-iron pipe and fittings where either mechanical or push-on
joints are used shall conform to the requirements of ANSI/AWWA C111/A21.11-17, RubberGasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings.
E. Lining
Interior lining for ductile-iron pipe and fittings shall conform to the requirements of
ANSI/AWWA C104/A21.4-16, Cement Mortar Lining for Ductile-Iron Pipe and Fittings for
Water.
F. Encasement
Encasement for ductile-iron pipe and fittings shall conform to the requirements of
ANSI/AWWA C105/A21.5-18, Polyethylene Encasement for Ductile-Iron Pipe for Water
and Other Liquids.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 571—Slide Gates
A. Scope
This specification covers the quality of metal slide gates for water control.
B. Class and Type of Gate
The class of gate is expressed as an alpha numerical symbol composed of the seatinghead (L = Light, M = Moderate, H = Heavy, and unseating head (1,2,3). The two areseparated by a hyphen with the seating head listed first. For this purpose, the unseatinghead must be expressed in terms of feet of water. Gates must be of the specified types as
defined:Light dutyType MLS-1

Cast iron with cast iron seat facings.

Type MLS-2

Fabricated metal.

Moderate dutyType MMS-1

Cast iron with bronze seat facings, cast iron orgalvanized structural steel guides, and galvanized steel,bronze, or stainless steel fasteners.

Type MMS-2

Cast iron with bronze seat facings, cost iron or stainlesssteel guides, and bronze or stainless steel fasteners.
Guides and fasteners are stainless steel, when specified.

Heavy dutyType MHS-1

Have gray cast iron slides, frames, guides, and yokes,
and are fitted with bronze seat facings, bronze wedges
and wedge blocks or wedge seat facings, and bronze
stem blocks or thrust nuts; bronze or stainless steel
fasteners; and cold rolled steel stems except where
stainless steel stems are specified.

Type MHS-2

Have gray cast iron slides, frames, guides, and yokes,
and are fitted with stainless steel seat facings, wedges,
wedge seat facings, stems and fasteners; and austenitic
cast iron stem blocks or thrust nuts.

Type MHS-3

Have austenitic gray cast iron slides, frames, guides, andyokes, and are fitted with nickel-copper alloy seatfacings, wedges, wedge seat facings, stems andfasteners; and austenitic cast iron stem blocks or thrustnuts.
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C. Quality of Material(1) Material for slide gates and appurtenances must conform to the requirements of theapplicable specifications listed below for the alloy, grade, type, or class of material
and the condition and finish appropriate to the structural and operational
requirements.
(2) Galvanizing (zinc coating) must conform to the requirements of Material
Specification 582.
Material
ASTM specification
Cast iron and gray cast ironA48 Class 30, A126 Class B

Austenitic cast iron

A436

Structural steel shapes, plates, and bars

A36

Cold rolled steel

A108

Carbon steel bars

A108 or A575

Stainless steel

A240, A276, A269,
A582; Type 302, 303, 304, or 304L

Castings, nickel and nickel alloy

A494

Carbon steel sheets and strips

A1011

Zinc-coated carbon steel sheets

A653 or A924

Bronze bar, rods, and shapes

B21 or B98

Naval bronze

B21

Phosphor bronze

B103 or B139

Manganese bronze

B138 or B584

Silicon bronze

B98 or B584

Cast bronze

B584

Nickel-copper alloy plate, sheet, or strip

B127

Nickel-copper alloy rod or bar

B164

Rubber for gaskets and seals

D395, D412, D471, D572, or
D2240

D. Fabricated Metal Gates (Light Duty Gates)
Fabricated metal gates must be built to withstand the seating head expressed by the gateclass designation. Unless otherwise specified, the gates must be galvanized steel with
flat-back frames.
E. Cast Iron Gates (Light Duty Gates)(1) The frame must be cast iron of the specified type. The front face must be machined toreceive the gate guides.
(2) The gate slide must be cast iron and be fabricated to withstand the seating andunseating heads expressed by the gate class designation as defined in section 2 of thisspecification.
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Title 210 – National Engineering Handbook(3) Grooves must be cast on the vertical sides of the slide to match the guide angles.
(4) The gate guides must be galvanized structural steel or stainless steel and be
fabricated to withstand the total thrust of the gate slide from water pressure andwedge action under maximum operating conditions.
(5) Wedges and wedge seats must have smooth bearing surfaces. Wedges may be cast as
integral parts of the slide. Removable wedges and wedge seats must be fastened tothe slide, frame, or guides by means of suitable studs, screws, or bolts and be firmly
locked in place after final adjustment. Each interacting set of wedge and wedge seatmust be adjustable as needed to ensure accurate and effective contact. Adjusting bolts
or screws must be bronze or galvanized steel.
(6) Seat facings must be machined to a smooth finish to ensure proper watertight contact.
F. Frame or Seat (Moderate and Heavy Duty Gates)
The frame must be cast iron and of the specified type. The front face must be machined toreceive the gate guides, and the rear face must be machined as required to match thespecified attaching means. For heavy duty gates, a dovetailed groove must be machinedon the perimeter of the front face to receive the seat facing.
G. Gate Slide (Moderate and Heavy Duty Gates)(1) The gate slide must be cast iron, rectangular in shape, and have horizontal andvertical stiffening ribs of sufficient section to withstand the seating and unseating
heads expressed by the gate class designation as defined in section 2 of thisspecification. For heavy duty gates, a dovetailed groove must be machined on theperimeter of the slide face to receive the seat facing.
(2) Tongues must be machined on the vertical sides of the slide along its entire height tomatch the guide grooves and angles with a maximum clearance of 1/16 inch for gatessmaller than 54 inches by 54 inches, and 1/8 inch for larger gates.
(3) A nut pocket with reinforcing ribs must be integrally cast on the vertical centerline
and above the horizontal centerline of the slide. The pocket must be of a shapeadequate to receive a flat-backed thrust nut or stem block and be built to withstandthe opening and closing thrust of the stem.
H. Gate Guides (Moderate and Heavy Duty Gates)(1) The gate guides must be built to withstand the total thrust of the gate slide from waterpressure and wedge action. The gate guides must be cast iron for heavy duty gates.
(2) Grooves must be machine-in cast iron guides to receive the tongue on the gate slide
throughout the entire length of the guide.
(3) The guides must be of adequate length to retain a minimum of one-half the height of
the gate slide when the gate is fully opened.
I.

Wedges and Wedge Seats (Moderate and Heavy Duty Gates)(1) Pads for supporting wedges, wedge seats (or blocks), and wedge loops (or stirrups)
must be cast as integral parts of the gate frame, slide, or guides and be accurately
machined to receive those parts.
(2) Wedges and wedge seats must have smooth bearing surfaces for moderate duty gatesand have machine finish bearing surfaces for heavy duty gates. Removable wedges
may be cast as integral part of the slide for moderate duty gates. Wedges must be
fastened to the gate slide, frame, or guides with suitable studs, screws, or bolts and be
firmly locked in place after final adjustment. Each interacting set of wedge andwedge seat must be adjustable as needed to ensure accurate and effective contact.

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J.

Seat Facing(1) Moderate duty gates—Seat facings must be machined to a smooth finish to ensure
proper watertight contact. Bronze facings must be securely attached by welding orother approved methods.
(2) Heavy duty gates—Seat facings must be pressed or impacted into the machined
dovetailed grooves on the gate slide and frame and machined to a smooth finish toensure proper watertight contact.

K. YokeWhen a self-contained gate is specified, the yoke must be of such design as to withstandthe loads resulting from normal operation of the gate. For moderate and heavy duty gates,
cast iron yokes must be provided with machined pads for connecting to the ends of gate
guides and to receive the stem thrust cap or handwheel lift.
L. Flush Bottom Seal (Heavy Duty Gate)
When a flush bottom sealing gate is specified, a solid, square-corner type rubber sealmust be provided at the bottom of the gate opening. It must be securely attached either tothe bottom of the slide or to the frame. Metal surfaces bearing on the rubber seal must be
smooth and rounded as necessary to prevent cutting of the seal during gate operation.
M. Gate Stem and Lift (or Hoist)(1) The gate stem and lift/hoist must be of the specified type, size, and capacity and, if
hand operated, must be capable of moving the gate slide under normal conditions,following unseating from the wedging device, with a pull on the handwheel or crankof not more than 25 pounds with the specified seating and/or unseating head of water
against the gate.
(2) Unless otherwise specified, the stem must be carbon steel and be furnished in
sections as necessary to permit reasonable ease in installation. Couplings must be
bolted, pinned, or keyed to the stem. The stem must be furnished with rolled or
machine-cut 29 degree Acme threads of sufficient length to completely open the gate.
The threads must be smooth and of uniform lead and cross-section, such that the nut
can travel the full length without binding or excessive friction. For moderate andheavy duty gates, the stem must be threaded for connection to the stem block or
thrust nut on the gate slide.
(3) The lift must be compatible with the type of stem furnished. Unless otherwise
specified, the lift nut must be cast bronze for light and moderate duty gates and castmanganese bronze for heavy duty gates and be fitted with ball or roller thrustbearings designed to withstand the normal thrust developed during opening andclosing of the gate at the maximum operating heads. All gears, sprockets, and pinions
must be machine-cut, with ratios and strength adequate to withstand expected
operating loads. Sufficient grease fittings must be provided to allow lubrication of all
moving parts. An arrow and the word "open" must be cast on the rim of thehandwheel or on the lift housing to indicate the direction of gate opening. Unlessotherwise specified, the lift for the nonrising-stem gate must be provided with anindicator capable of showing both when the gate is fully open and when it is fully
closed for the moderate and heavy duty gates.
(4) Provisions must be made to prevent stem rotation within the stem block or thrust nut
or at the connection of the gate slide.
(5) Stop collars must be provided to prevent overtravel in opening and closing the gate.
N. Stem Guides(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Unless otherwise specified, stem guides must be cast iron for light duty gates and castiron with bronze bushed collars for moderate and heavy duty gates. They must be fully
adjustable in two directions.
O. Wall Thimble (Moderate and Heavy Duty Gates)(1) When a wall thimble is specified, it must be of the same cast iron used in the gate
frame and of the section, type, and depth specified. The front flange must be
machined to match the gate frame and drilled and tapped to accurately receive thegate attachment studs.
(2) Gaskets or mastic to be installed between the thimble and the gate frame must
conform to the recommendations of the gate manufacturer and be furnished with thethimble.
P. Fasteners
Unless otherwise specified, all anchor bolts and other fasteners must be galvanized steel
or bronze for light duty gates; galvanized steel or stainless steel or bronze for moderate
duty gates; and, of the quality and size as recommended by the gate manufacturer forheavy duty gates. All anchor bolts, assembly bolts, screws, nuts, and other fasteners must
be of ample section to withstand the forces created by operation of the gate while
subjected to the specified seating and unseating heads. Anchor bolts must be furnishedwith two nuts to facilitate installation.
Q. Installation Instructions
Before installation, provide the engineer with the manufacturer's complete installation
data, instructions for adjustments, and drawings or templates showing the location of allanchor bolts for each gate.
R. Painting
When specified, gates and accessories must be painted by the designated paint system.
S. Certification
The supporting data submitted to the engineer must include the name of the
manufacturer, the manufacturer's model number (for standard catalogue items), or theseating and unseating heads for which the gate is designed together with such drawings
and specifications as may be necessary to show that the gate conforms to therequirements of this specification.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 581—Metal
A.

Scope
This specification covers the quality of steel, stainless steel, and aluminum alloys.

B.

Structural Steel(1) Structural steel must conform to the requirements of ASTM A36.
(2) High-strength low-alloy structural steel must conform to ASTM A242 or A588.
(3) Carbon steel plates of structural quality to be bent, formed, or shaped cold must
conform to ASTM A283, Grade C.
(4) Carbon steel sheets of structural quality must conform to ASTM A1011, Grade 40, orA1008, Grade 40.
(5) Carbon steel strip of structural quality must conform to ASTM A1011, Grade 36.
(6) Stainless steel must conform to ASTM A240, A320, A276, A269, A582; Type 302,
303, 304, or 304L.

C.

Commercial or Merchant Quality Steel
Commercial or merchant quality steel must conform to the requirements of the applicable
ASTM listed below:

D.

Product

ASTM standards

Carbon steel bars

A575, Grade M 1015 to
Grade M 1031

Carbon steel sheets

A1011

Carbon steel strips

A1011

Zinc-coated carbon steel sheets

A653 or A924

Aluminum Alloy
Aluminum alloy products must conform to the requirements of the applicable ASTM
standard listed below. Unless otherwise specified, alloy 6061-T6 must be used.

E.

Product

ASTM standards

Standard structural shape

B308

Extruded structural pipe and tube

B429

Extruded bars, rods, shapes, and tubes

B221

Drawn seamless tubes

B210

Rolled or cold-finished bars, rods, and wire

B211

Sheet and plate

B209

Bolts
(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Title 210 – National Engineering Handbook(1) Steel bolts must conform to the requirements of ASTM A307. If high-strength bolts
are specified, they must conform to the requirements of ASTM F3125.
(2) When galvanized or zinc-coated bolts are specified, the zinc coating must conform to
the requirements of ASTM A153, except that bolts 0.5 inch or less in diameter may
be coated with electro-deposited zinc or cadmium coating conforming to therequirements of ASTM B633, Service Condition SC 3, or ASTM B766, unlessotherwise specified.
(3) Stainless steel bolts must conform to ASTM A320.
F.

RivetsUnless otherwise specified, steel rivets must conform to the requirements of ASTM A31,
Grade B. Unless otherwise specified, aluminum alloy rivets must be Alloy 6061
conforming to the requirements of ASTM B316.

G.

Welding Electrodes(1) Steel welding electrodes must conform to the requirements of American Welding
Society Specification AWS A5.1, "Specification for Mild Steel Covered ArcWelding Electrodes," except that they must be uniformly and heavily coated (notwashed) and must be of such a nature that the coating does not chip or peel while
being used with the maximum amperage specified by the manufacturer.
(2) Aluminum welding electrodes must conform to the requirements of American
Welding Society Specification AWS A5.10, "Specification for Aluminum andAluminum-Alloy Welding Rods and Bare Electrodes."(3) Stainless steel electrodes must conform to the requirements of AWS A5.22/
A5.22M:2012 Specification for Stainless Steel Electrodes for Flux Cored Arc
Welding and Stainless Steel Flux Cored Rods for Gas Tungsten Arc Welding.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 582—Galvanizing
A. Scope
This specification covers the quality of zinc coatings applied to iron and steel productions.
B. Quality(1) Zinc coatings shall conform to the requirements of ASTM A123 for Zinc (Hot-Dip
Galvanized) Coatings on Iron and Steel Products or as otherwise specified in the items ofwork and construction details of the Construction Specification.
(2) ASTM A123 covers both fabricated and nonfabricated products; e.g., assembled steel
products, structural steel fabrications, large tubes already bent or welded before
galvanizing, and wire work fabricated from noncoated steel wire. It also covers steel
forgings and iron castings incorporated into pieces fabricated before galvanizing or which
are too large to be centrifuged (or otherwise handled to remove excess galvanizing bathmetal).
(3) Items to be centrifuged or otherwise handled to remove excess zinc shall meet therequirements of ASTM A153, except bolts, screws, and other fasteners 0.5 inch or less indiameter may be coated with electro-deposited zinc or cadmium coating conforming to
the requirements of ASTM B766, coating thickness Class 5, Type III, or ASTM B633,
Service Condition SC-3, unless otherwise specified.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 591—Field Fencing Material
A. Scope
This specification provides the minimum quality requirements for the material used in theconstruction of field fences.
B. Wire Gauge
When the size of steel wire is designated by gage number, the diameter must be as defined for
U.S. Steel Wire Gauge.
C. Fencing
Fencing material must conform to the requirements of ASTM A121 for barbed wire, ASTM
A116 for woven wire, ASTM A390 for poultry fence or netting, and ASTM A854 for hightensile wire. Barbed wire and woven wire must be class 3 zinc coated as specified in ASTM
A641 unless otherwise specified. High-tensile wire must have type I zinc coating unlessotherwise specified.
D. Stays, Fasteners, and Tension Wire
Stays and fasteners must conform to the requirements of the appropriate ASTM for the
fencing material specified unless otherwise specified. Tension wires must have a tensile
strength not less than 58,000 pounds per square inch. Stays, fasteners, and tension wire musthave class 3 zinc coating as specified in ASTM A641 unless otherwise specified.
E. Wood Fence Posts and Braces(1) Unless otherwise specified, wood posts must be naturally rot resistant, preservativetreated, or other wood of equal life and strength. At least half the diameter or diagonal
dimension of naturally rot resistant posts must be in heartwood. Provide new wood posts
that are sound, free from decay with all limbs trimmed substantially flush with the body.
All posts must be substantially straight throughout their full length.
(2) Make tops convex rounded or inclined. Provide posts free of ring shake, season cracks
more than a quarter-inch wide, splits in the end, and unsound knots. Pine must bepressure treated in conformance with Material Specification 585, Wood Preservatives andTreatment. Wood braces must be of wood material equal to or better than construction
grade Douglas fir. Wood braces must be pressure treated in conformance with Material
Specification 585.
F. Steel Fence Posts and Braces
Steel fence posts must conform to the requirements of ASTM A702. Posts with punched tabs
for fastening the wires must not be installed. Bracing pipes must conform to the requirementsof ASTM A53 except that the A53 requirements for hydrostatic test will not apply.
G. Concrete Fence Posts
Concrete fence posts must be manufactured to the specified requirements of size, shape, andstrength.
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H. Panel Gates
Panel gates must be the specified types, sizes, and quality and include the necessary fittingsrequired for installation. Gates must be of rigid construction free from sag or twist. The
fittings must consist of not less than two hinges and one latch or galvanized chain forfastening. Latches must be of such design that a padlock may be used for locking. All fittingsmust not be of lesser quality than the gate manufacturer's standard.
I.

Wire Gates
Wire gates must be the type shown on the drawings, constructed in accordance withspecifications, at the locations and to the dimensions shown on the drawings. The materialmust conform to the kinds, grades, and sizes specified for new fence and must include thenecessary fittings and stays.

J.

Staples
Staples required to secure the fence wire to wood posts must be 9-gauge galvanized wire witha minimum length of 1.5 inches for soft woods and a minimum length of 1 inch for closegrain hardwoods.

K. Galvanizing
All iron and steel fencing material, except as otherwise specified, must be zinc coated by the
hot dip process meeting the requirements of Material Specification 582. Clips, bolts, andother small hardware must be protected by hot-dipped galvanizing, electro-deposited zinc, or
cadmium coating.

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Part 642 – Specifications
Chapter 3 – National Standard Material Specifications
Material Specification 592—Geotextile
A. Scope
This specification covers the quality of geotextile, including geotextile for temporary silt
fence.
B. General Requirements(1) Fibers (threads and yarns) used in the manufacture of geotextile must consist of synthetic
polymers composed of a minimum of 85 percent by weight polypropylene, polyester,polyamide, polyethylene, polyolefin, or polyvinylidene-chloride. The fiber must be
formed into a stable network of filaments retaining dimensional stability relative to eachother. The geotextile must be free of defects, such as holes, tears, and abrasions. The
geotextile must be free of any chemical treatment or coating that significantly reduces its
porosity. Fibers must contain stabilizers, inhibitors, or both to enhance resistance toultraviolet light. Geotextile other than for temporary silt fence must conform to therequirements in Figure 592-1 or 592-2, as applicable. Geotextile for temporary silt fence
must conform to ASTM D6461.
(2) Thread used for factory or field sewing must be of a color contrasting to the color of thefabric and made of high-strength polypropylene, polyester, or polyamide material. It must
be as resistant to ultraviolet light as the geotextile being sewn.
C. Classification(1) There are two geotextile classifications, woven and nonwoven. Geotextile for temporary
silt fence may be either woven or nonwoven. Silt film woven geotextile may not be used
except for temporary silt fence.
(2) Woven geotextiles are made from fabric that is formed by the uniform and regularinterweaving of the threads or yarns in two directions. Woven fabrics must be
manufactured from monofilament yarn formed into a uniform pattern with distinct andmeasurable openings, retaining their position relative to each other. The fabric must havea selvedge edge or otherwise be finished to prevent unraveling.
(3) Nonwoven geotextiles are made from fabric that is formed by a random placement of
threads in a mat and bonded by needle punching, heat bonding, or resin bonding.
Nonwoven geotextiles must have distinct but variable small openings, retaining theirposition relative to each other when bonded. The use of heat- or resin-bonded nonwovens
is restricted as specified in note 2 of Figure 592-2.
D. Sampling and Testing
The geotextile must conform to Figure 592-1 or 592-2 or ASTM D6461, as applicable, for the
product type shown on the label. Documentation described in either (i) or (ii) below isrequired to verify the product meets the specified requirements:(i) Product properties as listed in the latest edition of the "Specifiers Guide,"
Geosynthetics (Industrial Fabrics Association International, 1801 County Road B,
West Roseville, MN 55113-4061 or at http://www.geosindex.com), and that represent
average roll values, are acceptable.
(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Title 210 – National Engineering Handbook(ii) Test data from the geotextile production run for each of the specified tests listed in
Figure 592-1 or 592-2 or ASTM D6461, as applicable.
E. Shipping and Storage
Each roll of geotextile must be labeled or tagged to clearly identify the brand, class, andindividual production run in accordance with ASTM D4873. The geotextile must be shipped
and transported in rolls wrapped with a cover for protection from moisture, dust, dirt, debris,and ultraviolet light. The cover must be maintained undisturbed to the maximum extent
possible before placement.
Figure 592-1 Requirements for Woven Geotextiles 1/
Property

Test method

Class IClass IIClass IIIClass IV

Grab tensile strength(lb)

ASTM D4632

247
minimum

180
minimum

180
minimum

315

Elongation at failure(%)

ASTM D4632

<50

<50

<50

<50

Trapezoidal tearstrength (lb)

ASTM D4533

90
minimum

67
minimum

67
minimum

112
minimum

Puncture strength (lb)

ASTM D6241

495
minimum

371
minimum

371
minimum

618
minimum

Ultraviolet stability(% retained strength)

ASTM D4355

50
minimum

50
minimum

50
minimum

70
minimum

Permittivity (sec-1)

ASTM D4491

as specified

Apparent opening
size (AOS) 2/

ASTM D4751

as specified

Percent open area
(POA) (%)

USACE
3/
CWO-02215-86

as specified

All values are minimum average roll values (MARV) in the weakest principal direction, unlessotherwise noted.
1/

2/

Maximum average roll value.

3/

Note: CWO is a USACE reference.

(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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Title 210 – National Engineering Handbook

Figure 592-2 Requirements for Non-Woven Geotextiles 1/
Property

Test method

Class I 2/

Class II 2/

Class III 2/

Class IV 2/

Grab tensile strength(lb)

ASTM D4632
grab test

202 minimum

157
minimum

112
minimum

202
minimumElongation at failure(%)

ASTM D4632

50 minimum

50
minimum

50
minimum

50
minimum

Trapezoidal tearstrength (lb)

ASTM D4533

79 minimum

56
minimum

40
minimum

79
minimum

Puncture strength (lb)

ASTM D6241

433 minimum

309
minimum

223
minimum

433
minimum

Ultraviolet light(% retained strength)

ASTM D4355

50 minimum

50
minimum

50
minimum

50
minimum

Permittivity sec-1

ASTM D4491

0.70 minimum or as specified

Apparent opening
size (AOS) (mm) 3/

ASTM D4751

0.22 maximum or as specified

All values are minimum average roll values (MARV) in the weakest principal direction, unlessotherwise noted.
1/

Needle punched geotextiles may be used for all classes. Heat-bonded or resin-bonded
geotextiles may be used for class IV only.
2/

3/

Maximum average roll value.

(210-642-H, 2nd Ed., Amend. 1, Apr 2022)

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