DWQ-2024-008003

CONTRACT DOCUMENTS AND CONSTRUCTION SPECIFICATIONS
CHIEF TOQUER DAM AND RESERVOIR
October 2024
Prepared by:
RB&G Engineering, Inc.
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TABLE OF CONTENTS
PART A BIDDING AND CONTRACT REQUIREMENTS Title Page Invitation for Bids .......................................................................................................... 1 Bid Schedule .................................................................................................................. 8 Acknowledgement of Review ....................................................................................... 15 Bid Bond ....................................................................................................................... 16 Agreement .................................................................................................................... 18 Payment Bond .............................................................................................................. 24 Performance Bond ........................................................................................................ 26 Conditional Notice of Award ........................................................................................ 28 Notice to Proceed .......................................................................................................... 29 Change Order ............................................................................................................... 30 Notice of Substantial Completion ................................................................................ 32 Notice of Final Completion .......................................................................................... 33 General Conditions ...................................................................................................... 26 Supplemental Conditions, Including Federal Terms and Conditions ........................ 64 PART B TECHNICAL SPECIFICATIONS Title Section CONSTRUCTION SPECIFICATIONS
Mobilization and Demobilization ................................................................................... 1 Clearing and Grubbing .................................................................................................. 2 Pollution Control ............................................................................................................ 5 Construction Surveys ..................................................................................................... 7 SR-17 Haul Road Crossing ........................................................................................ 408 Water for Construction ................................................................................................ 10 Removal of Water ......................................................................................................... 11 Excavation .................................................................................................................... 21 Concrete for Major Structures ..................................................................................... 31 Steel Reinforcement ..................................................................................................... 34 Concrete Pipe Conduits and Drains ............................................................................ 42 Plastic Pipe ................................................................................................................... 45 Steel Pipe ................................................................................................................... 452 Ductile Iron Pipe .......................................................................................................... 53 Misc. Pipeline ............................................................................................................. 460 Rock Riprap .................................................................................................................. 61 Treatment of Rock Surfaces ......................................................................................... 63 Water Control Gates .................................................................................................. 471 Instrumentation ......................................................................................................... 490 Field Fence ................................................................................................................. 492 Contractor Quality Control .......................................................................................... 94 Geotextile ..................................................................................................................... 95
BIDDING AND CONTRACT
REQUIREMENTS NOT IN
THIS SUBMITTAL
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Field Office ................................................................................................................. 496 TABLE OF CONTENTS MATERIAL SPECIFICATIONS

Aggregates for Drainfill and Filters .......................................................................... 521 Aggregates for Portland Cement Concrete ................................................................ 522 Rock for Riprap .......................................................................................................... 523 Portland Cement ........................................................................................................ 531 Supplementary Cementitious Materials ................................................................... 532 Chemical Admixtures for Concrete ........................................................................... 533 Concrete Curing Compound ...................................................................................... 534 Sealing Compound for Joints for Concrete and Concrete Pipe ................................. 536 Nonmetallic Waterstops ............................................................................................ 537 Steel Reinforcement (for concrete) ............................................................................. 539 Concrete Culvert Pipe ................................................................................................ 542 Plastic Pipe ................................................................................................................. 547 Ductile Iron Pipe ........................................................................................................ 553 Slide Gates ................................................................................................................. 571 Metal .......................................................................................................................... 581 Galvanizing ................................................................................................................ 582 Field Fencing Material .............................................................................................. 591 Geotextile ................................................................................................................... 592 Geomembrane Liner .................................................................................................. 594

UT-Chief Toquer Dam, June 2024 (210-VI-NEH, May 2001) 1-1

Construction Specification 1—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 and demobilization 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 of work.
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,
and supplies not required or included in the contract from the site; including the disassembly,
removal, and site 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 the contract 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 the item 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 less than 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 full compensation for completion of the work.
Payment will not be made under this item for the purchase costs of materials having a residual
value, the purchase 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
are:
Bid Item 1 - Mobilization and Demobilization
This item shall consist of the mobilization and demobilization of the Contractor’s forces and
equipment necessary to perform the work required under the contract. The work shall also include
participation of Contractor’s key personnel in weekly coordination meetings with the Engineer.
The Contractor shall provide a two-week work schedule at each coordination meeting.
A plan showing the proposed location of access roads and staging areas shall be submitted to the
Engineer for approval prior to disturbing any previously undisturbed areas.
The Contractor shall prevent public access into the work area throughout the duration of the
project, and shall install fences, barricades, or other facilities necessary to prevent public trespass
and protect public safety.
The Owner may host up to 4 public events at the project site. The contractor is required to grade
the event area selected by the Owner to the satisfaction of the event team, provide dust control for
the event, and keep construction equipment and work a suitable distance away from the event so
that noise, dust, or other disturbance of the event does not occur.
Section 3 of this specification, “Payment” shall not apply. Payment for mobilization and
demobilization will be made as follows:
A. When 5% of the original contract amount is earned, 35% of the amount bid for
mobilization and demobilization will be paid.
B. When 10% of the original contract amount is earned, an additional 35% of the amount
bid for mobilization and demobilization will be paid.
C. When 25% of the original contract amount is earned, the remaining amount bid for
mobilization and demobilization will be paid.
D. For purposes of payment calculation, the bid amount for mobilization and demobilization
shall not be included in the calculation of the original contract amount or the percentage
of the contract earned.
The bid amount for Mobilization and Demobilization shall not exceed 10% of the total bid
amount.
Bid Item 1a – Weeks 1 to 4 Delay
This item shall provide payment for delay if Notice to Proceed on the Work inside of the FEMA
Floodplain boundary is not provided by the end of day on March 30, 2025.
Measurement of time associated with this bid item shall commence on March 31, 2025 and
terminate once Notice to Proceed for Work inside the FEMA Floodplain boundary is provided, or

UT-Chief Toquer Dam, October 2024 1-3

on April 27, 2025, whichever comes first.
Section 3 of this specification, “Payment” shall not apply. Payment for this bid item will be made
on the basis of a week, rounded to the nearest full week.
Bid Item 1b – Weeks 5 to 8 Delay
This item shall provide payment for delay if Notice to Proceed on the Work inside of the FEMA
Floodplain boundary is not provided by the end of day on April 27, 2025.
Measurement of time associated with this bid item shall commence on April 28, 2025 and
terminate once Notice to Proceed for Work inside the FEMA Floodplain boundary is provided, or
on May 25, 2025, whichever comes first.
Section 3 of this specification, “Payment” shall not apply. Payment for this bid item will be made
on the basis of a week, rounded to the nearest full week.
Bid Item 1C – Delay 9 Weeks or Greater
This item shall provide payment for delay if Notice to Proceed on the Work inside of the FEMA
Floodplain boundary is not provided by the end of day on May 25, 2025.
Measurement of time associated with this bid item shall commence on May 26, 2025 and
terminate once Notice to Proceed for Work inside the FEMA Floodplain boundary is provided.
Section 3 of this specification, “Payment” shall not apply. Payment for this bid item will be made
on the basis of a week, rounded to the nearest full week.
Bid Item 2 – Bench Lake Access
This item shall consist of constructing the access into the Bench Lake Borrow Site in accordance
with the Construction Drawings. The work includes furnishing and installing the rock track out
area and roadbase. Work required to establish and maintain access into the borrow area not shown
on the Construction Drawings is subsidiary to this bid item.
Payment for this bid item will be made on a lump sum basis when the items shown on the
Construction Drawings are installed. Payment for this bid item shall constitute full compensation
for Subsidiary Item – Non-Woven Fabric and Geogrid and Subsidiary Item – Other Traffic
Control.
Bid Item 3 – Basalt Borrow Access
This item shall consist of constructing the access into the Farm and Basalt borrow areas in
accordance with the Construction Drawings. The work includes roadway grading; furnishing,
maintaining, and installing the roadbase; furnishing, installing and maintaining the culvert;
installation of the gate, and construction of the berms and ponds shown on the Drawings. The
roadbase must be installed prior to hauling borrow materials to the dam site, must be maintained
throughout construction, and must be left in good condition after construction is complete except
where removal is directed by the Engineer.

UT-Chief Toquer Dam, October 2024 1-4

Payment for this bid item will be made on a lump sum basis when the items shown on the
Construction Drawings are installed.
UT- Chief Toquer Dam, June 2024 (210-VI-NEH, May 2001) 2-1

Construction Specification 2—Clearing and Grubbing

1. Scope
The work consists of clearing and grubbing and disposal of trees, snags, logs, brush, stumps,
shrubs, and rubbish 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 be allowed within the drip line of vegetation designated to remain in place. Vegetation
damaged by any of these 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 the adjacent 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 other suitable methods. Trees to be left standing and uninjured will be designated by special
markings placed on 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
similar materials shall be cleared from within the limits of the designated areas. Unless otherwise
specified, all stumps, roots, and root clusters that have a diameter of 1 inch or larger shall be
grubbed out to a depth of at 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
UT- Chief Toquer Dam, June 2024 (210-VI-NEH, May 2001) 2-2

constitute full compensation for all labor, equipment, tools, and all other items necessary and
incidental to the completion of the work.

Method 2—For items of work for which specific unit prices are established in the contract, the
length of the 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 full compensation for all labor, equipment, tools, and all other items
necessary and incidental to the completion 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 or larger and a length of 10 feet are measured before removal. The size of each tree and
snag is determined by measuring its trunk at breast height above the natural ground surface. The
size of each log is determined 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 the contract unit price for its size designation as determined by the following schedule:

Measured diameter Size designation
(in) (in)

4 to 8 6
8 to 12 10
12 to 24 18
24 to 36 30
36 to 60 48
Over 60 60

The sum of such payments shall constitute full compensation for clearing and grubbing (including
the clearing 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 full compensation for all labor, equipment, tools, 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
will be 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 7.
UT- Chief Toquer Dam, June 2024 2-3

7. Items of work and construction details
Section 1, Scope is modified to include stripping. Items of work to be performed in conformance
with this specification and the construction details are:

Bid Item 4 –Clearing and Grubbing, Reservoir Basin

This item shall consist of clearing and grubbing within the footprint of the reservoir liner shown
on the Construction Drawings. The work will include removing soil with heavy organics,
grubbing woody vegetation, and removing exposed boulders.

Areas of the reservoir basin that will be excavated after clearing and grubbing work is performed
shall be surveyed by the Engineer after clearing and grubbing work is completed and prior to
beginning excavation. The Contractor shall notify the Engineer that the clearing and grubbing
work is complete at least 5 days prior to beginning basin excavation.

Cleared and grubbed materials containing mixtures of soil and organics shall be temporarily
stockpiled within the construction limits shown on the Drawings. The cleared material shall be
processed to separate the minus 3/8-inch material from the plus 3/8-inch material. The minus 3/8-
inch shall be used as Zone V in the liner construction. The plus 12-inch boulders shall be
separated from the plus 3/8-inch material, and the 3/8-inch to 12-inch material will be placed up
to 18 inches thick on the reservoir liner and Zone V at the locations where Zone IVA will be
installed, and prior to placement of Zone IVA.

Trees, branches, stumps, and other woody materials greater than 3 inches in diameter shall be
stockpiled separately from cleared materials containing mixtures of soils and organics. The
contractor shall obtain the necessary permits to burn this material. The ashes from the burned
material shall be mixed into the 3/8-inch to 12-inch material containing mixtures of soil and
organics.

Boulders larger than 12 inches in size shall be separated from the cleared and grubbed materials
and shall be placed within the reservoir basin on top of the liner and cover materials to create
habitat for fish. The boulders shall be dumped in piles which are 10 to 20 yd3 as directed by the
Engineer.

Measurement and Payment shall be in accordance with Method 1 of Section 6. The work shall
include clearing and grubbing the reservoir basin, separating the plus 3-inch organics, separating
the minus 3/8-inch material, separating the plus 12-inch boulders, and disposal/placement of the
materials as described above, except that placement of Zone V shall be paid under that bid item.

Subsidiary Item – Clearing and Grubbing

This item shall consist of clearing vegetation from roadway and other project excavation or fill
areas not paid under the Reservoir Basin Clearing and Grubbing bid item.

Areas where excavations or embankments will be constructed shall be cleared to remove
organics. The depth of clearing will depend on the depth of unsuitable material.

Materials removed during clearing shall be stockpiled separately from underlying materials which
UT- Chief Toquer Dam, June 2024 2-4

do not contain organics.

No separate payment shall be made for this item. Compensation for clearing shall be subsidiary to
the excavation or earthfill items of work with which it is associated.

UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2014) 5–1

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
— agricultural spray adjuvants
Material
Silt fence shall conform to the requirement of Materials Specification 592, Geotextile. All other
material furnished shall meet the requirements of the material specifications listed in section 8 of
this specification.
2. 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 the size 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 that earthwork 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 the diversions 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 when permanent 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.

UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2014) 5–2

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 to its 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 no longer 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.
4. Chemical pollution
The contractor shall provide watertight tanks or barrels or construct a sump sealed with plastic
sheets to collect and temporarily 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 of in 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 this specification. 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 this specification.
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 or otherwise 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 specifically designed 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
the engineer 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 the duration of the construction period. All temporary measures shall be
removed, and the site restored to near original condition.

UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2014) 5–3

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 or chemical suppressant items used for dust control for which items
of work are established in section 8 of this specification, 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 the work 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 for completion 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 for prorating 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 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.

UT- Chief Toquer Dam, March 2024 5–4

8. Items of work and construction details
The Biopreferred categories listed in Section 1 of this specification are not applicable to this
project.
Items of work to be performed in conformance with this specification and the construction details
are:
Bid Item 5 - Pollution Control
The work shall consist of performing the work described in Section 1 of this specification. The
work includes, but is not limited to, installing measures or performing work to control erosion
and minimize the production of sediment and other pollutants to water and air during construction
operations. The work area includes, but is not limited to, all staging areas, borrow areas, haul
roads, and access roads.
The work shall also include developing a Storm Water Pollution Prevention Plan (SWPPP) and
procuring a Utah Pollutant Discharge Elimination System (UPDES) Storm Water permit for each
work area site required by local, state, or federal law. The SWPPP shall be developed by the
Contractor or an experienced consultant in the employ of the Contractor. This bid item shall also
include all work required to provide, install, and maintain the items required by the permit.
Concrete trucks, pumpers, and equipment clean-up shall be completed within the waste area
shown on the Drawings.
The Contractor shall provide and maintain, in a neat sanitary condition, such accommodations for
the use of his employees as may be necessary to comply with the requirements of the State and
Local Boards of Health, or of other bodies or tribunals having jurisdiction therewith. Attention is
directed to federal, state, and local laws, rules, and regulations concerning construction safety and
health standards. The contractor shall not require any worker to work in surroundings or under
conditions which are unsanitary, hazardous or dangerous to his health or safety.
The Contractor shall provide toilet facilities for his employees, subcontractors, and the
representatives of the Owner and regulatory agencies on the project site.
Payment for this bid item shall be made in accordance with Method 3, Section 7, of this
specification. Payment for this item shall constitute full compensation for the portions of
Subsidiary Item – Water for Construction that is associated with this bid item.

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

Construction Specification 7—Construction Surveys

1. Scope
The work consists of performing all surveys, measurements, and computations required by this
specification.
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. Records of repairs, calibration tests, accuracy checks, and adjustments shall be
maintained and be available for inspection by the engineer. Equipment shall be checked, tested,
and adjusted as necessary in conformance with manufacturer's recommendations.
Material is field notebooks, stakes, templates, platforms, equipment, spikes, steel pins, tools, and
all other items 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 detail appropriate 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
and measurements collected.
If a computer program is used to perform the computations, the contractor shall provide the
engineer with the software identification, vendor's name, version number, and other pertinent data
before beginning survey 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 vertical closure 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
(210-VI-NEH, January 2009) 7-2

measurement. Slope stakes and cross sections shall be perpendicular to the centerline. Significant
breaks in grade shall be determined for cross sections. Distances shall be measured horizontally
and recorded to the nearest 0.1 foot. Side shots for interim 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 the nearest 0.01 foot. Elevations for earth work shall be determined and recorded to the nearest
0.1 foot.
4. Primary control
The baselines and bench marks for primary control, necessary to establish lines and grades
needed for construction, 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 to establish construction lines and grades. The contractor shall take all necessary
precautions to prevent the loss 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 for the engineer's review: the name, qualifications, and experience of the individuals to be
assigned to the survey 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
(210-VI-NEH, January 2009) 7-3

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 this
specification:
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.
When contractor 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.
Excavation and fill—Slope stakes shall be placed at the intersection of the specified slopes and
ground line. 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 be placed for all structures.
7. Records
All survey data shall be recorded in fully identified standard hard-bound engineering survey field
notebooks 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 be bound, 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.
(210-VI-NEH, January 2009) 7-4

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 the contractor 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 of determining final payment quantities.
8. Payment
Method 1—For items of work for which lump sum prices are established in the contract, payment
is made as 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 are complete and required documentation has been determined
complete. If the total of such payments is less than 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 made as 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 to which they are made subsidiary are identified in section 9 of this specification.
UT- Chief Toquer Dam, March 2024 7-5

9. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Bid Item 6 - Construction Surveys
The personnel who perform the survey work shall be experienced construction surveyors (crew
chief) under supervision and direction of a professional land surveyor (PLS) licensed in the State
of Utah. The crew chief shall have a minimum of 5 years of experience in responsible charge of
construction surveys for construction similar in nature to that required for this contract. A resume
detailing the experience of the PLS and the crew chief shall be submitted to the Engineer.
Construction surveys shall be performed in accordance with Method 2 of Section 5.
Hard copy survey records are not required if all described information is contained in electronic
files transmitted to the Engineer.
Payment for this item will be made in accordance with Method 2 described in Section 8 of this
specification. Payment will be paid in equal proportion to the percentage of Work performed
during each partial payment period if a detailed schedule of the construction survey work is not
included in the approved construction schedule (i.e. 25% of the Construction Survey bid item
amount will be paid when 25% of the total contract Work is completed).

UT - Chief Toquer Reservoir, June 2024 408-1

Construction Specification 408 – Traffic Control

DESCRIPTION
1.1 GENERAL
A. This work shall consist of providing a signalized haul road crossing of SR-17 near I-15 Exit
17.

B. Work shall be performed under permits issued by Utah Department of Transportation (UDOT).
C. UDOT Permits are only valid for 30 days and must be renewed 1 week before the current permit
expires.
MATERIALS
2.1 GENERAL
A. All materials and equipment used for the haul road crossing shall meet the requirements of
UDOT.

B. Steel plates used for the crossing shall be 20’ width x 1½” thickness (minimum) and shall have
a roughened non-skid surface or applied non-skid coating. If a coating is applied, it shall be re-
coated as necessary to maintain a non-skid surface.

C. Hot-mix asphalt used for approaches to steel plates shall meet the requirements of UDOT for
highway surfacing.
D. Rock for the tracking pads shall be 6” maximum dimension and shall be graded from 1” to 6”
with the median rock size of approximately 3”.

E. Signage shall meet the requirements of the Manual of Uniform Traffic Control Devices
(MUTCD), latest edition.

F. Portable traffic control signals shall be in excellent condition and meet the requirements of
UDOT.
CONSTRUCTION
3.1 PLACEMENT
A. Steel plates shall be fully supported and shall not move under traffic loads.

B. Asphalt approaches to the steel plates shall be uniform and smooth and shall match the top of
the steel plates at the transition from asphalt to steel. Asphalt surfaces shall be maintained to
remain smooth and uniform.

C. Rock tracking pads shall be placed on firm soil or gravel foundation with a minimum rock depth
of 12”. Tracking pads shall be at least 50’ long and abut the asphalt shoulder protection.

D. Warning sign spacing and placement shall be according to the MUTCD and shall be approved

UT - Chief Toquer Reservoir, June 2024 408-2

by UDOT.

E. Traffic signal location and placement shall be approved by UDOT. A reflective barricade shall
be placed at the roadside approach corner of each signal device.

F. A 12” wide white colored stop bar shall be painted 10’ before the traffic signal in the northbound
and the southbound traffic lanes. Stops bars shall be maintained and repainted, as needed, for
the duration of the hauling operations.
3.2 OPERATION
A. It is anticipated that reservoir construction and highway crossings will be active for a period of
18 months. No hauling operations shall be performed on holidays or on other days as determined
by UDOT.

B. Signaling devices shall be coordinated for simultaneous operation of the lights for both traffic
directions with a cycle of 2 minutes 50 seconds flashing yellow (minimum), 10 seconds yellow
(minimum), and 40 seconds red (maximum). It is anticipated that an 8-hour hauling shift will
have approximately 130 cycles of 3-minute traffic flow and 40 seconds traffic stoppage.

1. The signaling device shall be manually operated by an employee or subcontractor of the
Contractor. The signaling device operator shall coordinate crossings with the haul
equipment operators and shall ensure that the traffic que does not extend to the location of
the planned permanent traffic light shown on the Construction Drawings.

2. Contractor shall ensure traffic signals communicate to minimize delay and ensure queues
are cleared.

C. If it is determined through actual operation of the signals that queuing on SR-17 or on the haul
road is excessive, adjustments to traffic control work may be required by UDOT.

1. Contractor shall provide an alternative crossing plan within 24 hours if queues are not
cleared during any time of operation.
2. Adjustments may include: 1) no work during peak hour traffic, 2) night work, or 3) other
alternatives approved by UDOT.

D. Signal devices shall be active only during times of actual hauling operations. Stop signals (red)
shall be controlled to display only when haul vehicles utilize the crossing.

E. Signal devices shall flash warning signals (yellow) at all times when no haul operations are
active.

F. Warning signs and signal devices shall be regularly maintained to ensure all signs are visible
and signals are operating properly.

G. Damaged asphalt, including roadway shoulders, shall be repaired immediately.

H. Contractor shall provide dust control on the haul road at the crossing. Haul materials spilled
onto SR-17 shall be cleaned up immediately. Contractor shall sweep SR-17 daily, or more often
as needed.

UT - Chief Toquer Reservoir, June 2024 408-3

4. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details are:
Bid Item 6 – Traffic Control
This item shall consist of the work required to provide traffic control in accordance with the requirements
shown on the Construction Drawings, this specification, and UDOT throughout the Work. The work shall
include furnishing, installing, and maintaining the signs along Highway 17, traffic signals, rock tracking
pad, steel plates, asphalt, traffic control operator, and all other materials, equipment, or labor required to
provide a highway crossing acceptable to regulatory agencies.
Payment for traffic control shall be made on a lump sum basis. The lump sum amount shall be prorated and
provided in equal amounts on each monthly progress payment. The number of months used for prorating
shall be the number estimated to complete the work as outlined in the Contractor’s approved construction
schedule.
Traffic control other than that performed for the SR-17 crossing that is required by local, state, or federal
agencies having jurisdiction over the roadways used for the Work, or traffic control necessary for the safe
performance of the Work, shall be subsidiary to this bid item. Payment for the Traffic Control bid item shall
constitute full payment for the subsidiary traffic control.

(210-VI-NEH, January
2009)
10-1

Construction Specification 10—Water for Construction

1. Scope
The work consists of furnishing, transporting, measuring, and applying water as specified.
2. Facilities and equipment
The contractor shall install and maintain access and haul roads and furnish, operate, and maintain
all pumps, meters, piping, tanks, storage, and other facilities required to load, transport, store,
distribute, and use construction water as specified.
These facilities shall be equipped with accurate, work dedicated meters; tanks of known volume;
or other devices that provide a correct measurement of water supplied. Meters shall be installed at
the point of delivery into water hauling equipment or application system, such as sprinkler systems
or flooding systems, as specified.
3. Dust abatement and haul road maintenance
Water for dust abatement and haul road maintenance shall be applied to haul roads and other dust
producing areas as needed to prevent air pollution or excessive dust (which causes impaired vision
on trafficked roads and in work areas) and to maintain the roads in good condition for safe and
efficient operation during periods of use. Roads that may be jointly used with the public and by the
contractor's equipment shall have dust abatement provisions acceptable to the public entity that has
road maintenance responsibility. Compensation for water used for dust abatement and haul road
maintenance shall be as specified in section 8 of this specification.
4. Earthfill, drainfill, and rockfill
Water required for proper installation of earthfill, drainfill, and/or rockfill shall be used in the fill
materials as specified in the applicable construction specification(s). Compensation for
construction water used for earthfill, drainfill, and/or rockfill shall be as specified in section 8 of
this specification.
5. Concrete, mortar, and grout
Water required in the mixing or curing of concrete, shotcrete, roller compacted concrete, or other
portland cement mortar or grout shall meet the requirements of the applicable construction
specifications and shall be used in conformance with those specifications. Payment for construction
water used in these items is covered by the applicable concrete, mortar, or grout specification, or a
combination of these.
6. Other construction requiring water
Water required and used for other construction activities under this contract, but not specifically
covered by this specification shall be considered subsidiary to the item(s) of work that requires its
use.
(210-VI-NEH, January
2009)
10-2

7. Measurement and payment
Method 1—For water items for which specific unit prices are established in the contract, the
volume of water furnished and used in accordance with the specifications will be measured to the
nearest 1,000 gallons.
Payment for water is made at the contract unit price. Such payment will constitute full
compensation for the direct costs of water. All other costs necessary for transportation, distribution,
and application are subsidiary to the items of work with which they are associated.
Method 2—For water items for which specific unit prices are established in the contract, the
volume of water furnished and used in accordance with the specifications will be measured to the
nearest 1,000 gallons.
Payment for water and the cost associated with transportation, distribution, and application is made
at the contract unit price. Such payment will constitute full compensation for completion of the
work.
Method 3—For water items for which specific unit prices are established in the contract, the
volume of water used in accordance with the specifications will be measured to the nearest 1,000
gallons.
Payment for water is made at the contract unit price. Such payment, excluding water cost, will
constitute full compensation for completion of the work.
All methods—The following provisions apply to all methods of measurement and payment:
• The measurement for payment will include all water used except as noted in sections 5, 6,
and 8 of this specification. Measurement for payment will not include water that is used
inappropriately or in excess of that needed to accomplish the specified task.
• 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 8 of
this specification.
UT-Chief Toquer Dam, May 2024 10-3

8. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Subsidiary Item - Water for Construction
This item shall consist of obtaining, transporting, and applying all water required to complete the
work.
Dam, Reservoir, Basalt Borrow, and Farm Borrow Areas: Water shall be obtained from the
Owner’s secondary water system on the east side of SR-17 when available. Water may be obtained
from the 6-inch HDPE pipeline currently present at the Chief Toquer Dam site or from other
connections to the culinary system when the secondary water is not available. The Contractor shall
record the volume of water used from each source and report the volume to the Engineer weekly.
Bench Lake Borrow Area: Contractor shall procure water from the Hurricane City
secondary water system.
All Water Sources: The Contractor shall provide all necessary connections to the water
sources and shall procure any additional water source required for the work.
No separate payment shall be made for this item. Compensation for water used shall be
subsidiary to the items of work that require its use.

UT-Chief Toquer Dam, March 2024 (210-VI-NEH, May 2001) 11-1

Construction Specification 11—Removal of Water

1. Scope
The work consists of the removal of surface water and groundwater as necessary to perform the
construction 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 other facilities 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, collection systems,
sumps, pumps. discharge lines, and all other temporary diversion and protective works needed to
divert all reservoir seepage, groundwater, 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
shall be into the filter containment system to control sediment prior to discharge downstream of
the dam 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 collecting an
diverting surface water before beginning any construction activities for the project, unless waived
in section 8 of this specification. Acceptance of this plan or the waiving of the plan requirement
will not relieve the contractor 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 free of standing water and muddy conditions as necessary for the proper execution of the
work. The groundwater level shall be maintained a minimum of 2 feet below the elevation of the
required excavation surfaces. The contractor shall furnish, install, operate, and maintain all
drains, sumps, pumps, casings, well points, and all other equipment 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 not relieve the contractor of the responsibilities for completing the specified
work.
UT-Chief Toquer Dam, March 2024 (210-VI-NEH, May 2001) 11-2

4. Dewatering borrow areas
The contractor shall maintain all borrow areas free of surface water or otherwise provide for
timely and effective 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 and uniform 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
pump discharge pipe shall be equipped with a water meter. The meter shall be such that the
measured quantity of 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 erosion and the transporting of sediment and other pollutants are minimized and satisfy the
requirements of the Contractor obtained water discharge permit. Dewatering activities shall be
accomplished in a manner that the 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
of this contract.
6. Removal of temporary works
When temporary works are no longer needed, the contractor shall remove and return the area to a
condition similar to that which existed before construction. Areas where temporary works were
located shall 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 care during 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 the contracting officer. The contractor shall exercise extreme care to prevent
pollution of the groundwater by these actions.
7. Measurement and payment
Method 1—Items of work listed in the bid schedule for removal of water, diverting surface water,
and dewatering 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 the necessary trenches, drains, sumps, pumps, and piping and for all labor,
equipment, tools, and all other items necessary and incidental to the completion of the work. The
exception is that additional payment for pumping to dewater borrow areas and the removal of
water will be made as described in the following paragraph.
UT-Chief Toquer Dam, March 2024 (210-VI-NEH, May 2001) 11-3

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 full compensation 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 be usable 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
included in 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.
UT-Chief Toquer Dam, March 2024 11-4

8. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Subsidiary Item – Dewatering

This item shall consist of performing the work described in Section 1 of this specification.

No separate payment shall be made for this item. Compensation for dewatering shall be
subsidiary to the Pollution Control bid item.

UT-Chief Toquer Dam, March
2024

(210-VI-NEH, May 2001) 21-1

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
accordance with the following definitions.
Common excavation is defined as the excavation of all materials that can be ripped using 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.
Rock excavation is defined as the excavation of all hard, compacted, or cemented materials that
require blasting or the use of ripping equipment larger than defined for common excavation.
Unclassified excavation is defined as the excavation of all materials encountered, including rock
materials, 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
and supervised 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
the underlying rock materials and shall conform to any special requirements in section 10 of this
specification. When specified in section 10, the contractor shall furnish the engineer, in writing, a
blasting plan before blasting operations begin.
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 specific purposes 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 of at the locations shown on the drawings.
UT-Chief Toquer Dam, March
2024

(210-VI-NEH, May 2001) 21-2

Method 2—All surplus or unsuitable excavated materials are designated as waste and shall be
disposed of by the contractor at sites of his own choosing away from the site of the work. The
disposal shall be in an environmentally 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 and stable condition throughout the total construction phase. Structure and trench excavations
shall be completed to the specified elevations and to the length and width required to safely install,
adjust, and remove any forms, bracing, or supports necessary for the installation of the work.
Excavations outside the lines 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
designated borrow areas. The extent and depth of borrow pits within the limits of the designated
borrow areas shall be 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
to prevent 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. Concrete that will be exposed to the atmosphere when construction is completed shall
meet the requirements of concrete 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 for riprap, 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 condition, the contractor shall review the planned corrective action
with the engineer and obtain approval of 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
type and 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 this specification. Regardless of quantities excavated, the measurement for payment is made to
UT-Chief Toquer Dam, March
2024

(210-VI-NEH, May 2001) 21-3

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 the contractor's improper construction operations, as determined by the
engineer, is not included for measurement 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 the specified 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 the specified previous excavation or earthfill.
b. The lower and lateral limits shall be the true surface of the completed excavation as directed
by the engineer.
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 the specified 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 shall be 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.
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,
UT-Chief Toquer Dam, March
2024

(210-VI-NEH, May 2001) 21-4

equipment, and all other 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
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.
UT-Chief Toquer Dam, April 2024 21-5

10. Items of work and construction details
The work shall consist of the excavation required by the drawings and specifications and disposal
or re-use of the excavated materials.
Blasting is not allowed on this project except within the basalt borrow area.

Bid Items 3, 8-9 – Excavation
Excavation bid items are (3) Basalt Borrow Access, (8) South Access Road, and (9) West Access
Road.

Method 1 of Section 4, “Use of Excavated Materials” shall apply for materials which are suitable
for use.

Method 1 of Section 5, “Disposal of Waste Materials” shall apply for materials which are surplus
or designated as unsuitable. Materials not used for earthfill shall be stockpiled the location shown
on the Drawings or directed by the Engineer.
All materials shall be Unclassified, as defined in Section 2.
Measurement and payment shall be in accordance with Method 3 of Section 11, “Measurement and
payment” of this specification.
Bid Items 10 – Unclassified Excavation, Reservoir Basin
This item shall include the excavation required for the reservoir basin grading shown on Sheet L101
of the Construction Drawings.
Method 1 of Section 4, “Use of Excavated Materials” shall apply for materials which are suitable
for use.

Method 1 of Section 5, “Disposal of Waste Materials” shall apply for materials which are surplus
or designated as unsuitable. Materials not used for earthfill shall be stockpiled the location shown
on the Drawings or directed by the Engineer.
All materials shall be Unclassified, as defined in Section 2.
Measurement and payment shall be in accordance with Method 3 of Section 11, “Measurement and
payment” of this specification. The upper limit of the excavation shall be the ground surface after
clearing and grubbing work is completed.
Subsidiary Item – Dam Excavation
This item shall include excavation necessary to complete other work on the dam as shown in the
Construction Drawings or directed by the Engineer. Excavations are anticipated near the crest of
the dam at the left abutment and below the outlet works where the filter collar will be installed.

All excavation shall be Unclassified, as defined in Section 2 of this specification.

UT-Chief Toquer Dam, April 2024 21-6

Method 1 of Section 4, “Use of Excavated Material” shall apply.

Method 2 of Section 5, “Disposal of Waste Materials” shall apply.

No separate payment shall be made for this item. Compensation for dam excavation shall be
subsidiary to the earthfill or drainfill bid item with which it is associated.

Subsidiary Item – Borrow Excavation
This item shall include excavation necessary to borrow materials for the earthfill, drainfill, and
rockfill shown on the Construction Drawings or directed by the Engineer.

All borrow excavation shall be Unclassified, as defined in Section 2 of this specification.

Method 1 of Section 4, “Use of Excavated Material” shall apply.

Method 2 of Section 5, “Disposal of Waste Materials” shall apply.

No separate payment shall be made for this item. Compensation for borrow excavation shall be
subsidiary to the earthfill, drainfill, or rockfill bid item with which it is associated.

No hauling of borrow materials from the Bench Lake Zone I borrow area in Hurricane, Utah shall
be performed during events determined by the City of Hurricane. Hauling may be disallowed up to
8 days per calendar year, which will be on Saturday or Sunday. The 2024 days when hauling is
disallowed include:

Sand Hollow Marathon Saturday, March 9, 2024
Spring Tour Saturday, April 13, 2024
IronMan Saturday, May 4, 2024
Sand Hollow Triathlon Saturday, June 8, 2024
Hurricane Mud Run TBD
Kokopelli Triathlon Saturday, September 14, 2024
Others TBD
UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 23-1

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 to structures (including pipes) by hand tamping, manually directed power tampers or
vibrating plates, or their equivalent.
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
and drawings.
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 and shall 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 the earthfill, and the surface material of the foundation shall be
compacted and bonded with the first layer 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 to produce a good 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 initial layers of the fill or the bond between the foundation and the fill.
UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 23-2

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 a frozen surface nor shall snow, ice, or frozen material be incorporated in the
earthfill matrix.
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 placed by 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 to assume 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 water shall 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 constructed concurrently 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 with two 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 so that 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 in place shall be stripped of all material not meeting
the requirements of this specification and shall be scarified, moistened, and recompacted
when the new earthfill is placed against it. This ensures a good bond with the new earthfill
UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 23-3

and obtains the specified moisture content and density at the contact 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
as practicable. 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 the zone of contact with the earthfill becomes too dry to permit suitable bond, it shall either be
removed or scarified and moistened by sprinkling to an acceptable moisture content before
placement of the next layer of earthfill.
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 of the earthfill matrix not less than the minimum density specified in Section 10 or
identified on the drawings. 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
the minimum density specified.
Class C compaction—Each layer of earthfill shall be compacted by the specified number of
passes of the type and weight of roller or other equipment specified or by an approved
equivalent method. Each pass shall 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 the surrounding inplace earth material or adjacent required earthfill or earth backfill.
Compaction shall be accomplished 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 feet of 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
UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 23-4

• Over cradled or bedded precast conduits within 7 days after placement of the concrete cradle
or bedding
• Over any type of conduit until the backfill has been placed above the top surface of the
structure to a height 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 the strength 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 the manner 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
Conduits, pre-cast, cradled 2
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 the specified acceptable range of moisture content or otherwise not conforming to the
requirements of the specifications 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 shall conform to all requirements of this specification for
foundation preparation, approval, placement, moisture control, 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 of earthfill and earth backfill in place conform to the requirements of
this specification.
Determining Reference Maximum Density and Optimum Moisture Content—For Class A
compaction, the reference maximum density and optimum moisture content shall be determined in
accordance with the compaction test and method specified on the drawings or in section 10.
UT- Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 23-5

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,
or D6938. 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 and compaction class of earthfill and earth backfill within the specified zone boundaries and
pay limits is measured and computed to the nearest cubic yard by the method of average cross-
sectional end areas. Unless otherwise specified in section 10, no deduction in volume is made for
embedded items, such as, but not limited to, conduits, inlet structures, outlet structures,
embankment drains, sand diaphragm and outlet, and their 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 the measurement 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.
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).
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.
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.
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.
UT- Chief Toquer Dam, May 2024 23-6

10. Items of work and construction details
The work shall consist of the construction of earth embankments and other earthfills required by
the drawings and specifications.
General
If the percentage of particles larger than ¾ inch is between 30 and 50 percent, determine the density
of the minus ¾ inch fraction of the earthfill matrix using 12 inch sand cone tests (ASTM D1556).
Compare the density of the minus ¾ inch fraction to ASTM D698 by subtracting the weight and
volume of the oversize particles within the sand cone sample.
If the percentage of particles larger than ¾ inch is greater than 50 percent, complete a test fill under
the observation of the Engineer. The Engineer will conduct in-place density testing after each lift,
compare total densities after each lift and specify lift thickness, moisture content, and number of
passes required for the type and size of equipment used to compact the test fill. In addition to
conducting continuous observation of compaction for production fill, the Engineer will conduct in-
place density testing of the production fill to evaluate compaction.
The Engineer reserves the right to specify other methods of compaction verification and test fill
evaluation appropriate for the material type.
Earthfill materials that freeze during or after placement shall be scarified to a depth equal to the
frost penetration and reworked or removed and replaced by acceptable earthfill. Removal is
required if the frost penetration depth exceeds the specified loose lift thickness for the earthfill
material. The scarified or replacement earthfill and the foundation, abutment, and earthfill surfaces
upon which it is placed shall conform to all requirements of this specification for foundation
preparation, approval, placement, moisture control, and compaction.

Bid Item 11 - Zone I
This item shall consist of borrowing, processing, moisture conditioning, hauling, placing, and
compacting all Zone I to the lines and grades shown on the Construction Drawings. Zone I material
shall meet the classification requirements shown on the Construction Drawings after placement and
compaction. Unless otherwise approved by the Engineer, materials used as Zone I shall be obtained
from the Bench Lake borrow area.
Zone I materials shall be moisture conditioned at the Bench Lake borrow site. Moisture
conditioning at the borrow site shall be performed so that the materials are within the specified
moisture limits after being stockpiled, hauled, placed, and compacted. A maximum of 2% moisture
can be applied to the materials in the area of the Chief Toquer Dam and Reservoir. The purpose of
this requirement is to minimize the amount of water obtained in the area of the Chief Toquer Dam
and Reservoir.
Compaction shall be Class A Compaction, as specified in Section 6, “Compaction.” Zone I placed
within 2 feet of a bedrock surface shall be moisture conditioned 0 to 3% above the optimum
moisture content and be compacted using rubber tire equipment to at least 96% of the maximum
density determined in accordance with ASTM D698. All other Zone I shall be moisture conditioned
to within 1% below to 2% above optimum and compacted to at least 98% of the maximum density
determined in accordance with ASTM D698. A maximum of 2% moisture can be applied after fill
UT- Chief Toquer Dam, May 2024 23-7

is placed on the embankment. Except where impractical, as determined by the Engineer, Zone I fill
shall be compacted using a tamping or sheepsfoot roller weighing at least 10 tons. The feet shall
have a depth of at least 6 inches.
Lift thickness shall not exceed 8 inches before compaction for large equipment compacted earthfill,
and 6 inches in thickness before compaction for manually operated tamping equipment.
If, in the opinion of the engineer, the hauling equipment causes horizontal shears, slick sides,
rutting, quaking, heaving, cracking or excessive deformation of the embankment, the Contractor
shall modify the type, load and/or travel speed of the hauling equipment on the embankment.
Measurement and payment shall be in accordance with Section 9 of this specification. Payment for
this item shall constitute full compensation for the portions of Subsidiary Item – Water for
Construction and Subsidiary Item – Borrow that are associated with this bid item.
Bid Item 12 – Zone IA
This item shall consist of borrowing, processing, moisture conditioning, hauling, placing, and
compacting all Zone IA to the lines and grades shown on the Construction Drawings. Unless
otherwise approved by the Engineer, materials used as Zone IA shall be obtained from the Anderson
Junction Farm borrow area. The materials used as Zone IA earthfill shall meet the classification
requirements shown on the Construction Drawings after placement and compaction.
Compaction shall be Class A Compaction, as specified in Section 6, “Compaction.” All lifts shall
be moisture conditioned to within 1% below to 2% above optimum and compacted to at least 98%
of the maximum density determined in accordance with ASTM D698. A maximum of 2% moisture
can be applied after fill is placed on the embankment. Except where impractical, as determined by
the Engineer, Zone IA fill shall be compacted using a tamping or sheepsfoot roller weighing at least
10 tons. The fill shall have a depth of at least 6 inches.
Lift thickness shall not exceed 8 inches before compaction for large equipment compacted earthfill,
and 6 inches in thickness before compaction for manually operated tamping equipment.
Measurement and payment shall be in accordance with Section 9 of this specification. Payment for
this item shall constitute full compensation for the portions of Subsidiary Item – Water for
Construction and Subsidiary Item – Borrow that are associated with this bid item.
Bid Items 13a and 13b – Zone IVA
This item shall consist of borrowing, processing, moisture conditioning, hauling, placing, and
compacting all Zone IVA for the dam and dike embankments (Bid Item 13a) and liner cover (Bid
Item 13b) to the lines and grades shown on the Construction Drawings. Unless otherwise approved
by the Engineer, materials used as Zone IVA shall be obtained from the Basalt Borrow Area or
from on-site stockpiles. The materials used as Zone IVA earthfill shall meet the classification
requirements shown on the Construction Drawings after placement and compaction.
Compaction shall be Class A Compaction, as specified in Section 6, “Compaction.” All lifts shall
be moisture conditioned to within 2% below to 2% above optimum and compacted to at least 98%
of the maximum density as determined by ASTM D698. A maximum of 2% moisture can be
applied after fill is placed on the embankment.
UT- Chief Toquer Dam, May 2024 23-8

Lift thickness shall not exceed 12 inches before compaction for large equipment compacted
earthfill, and 6 inches in thickness before compaction for manually operated tamping equipment.
Measurement and payment shall be in accordance with Section 9 of this specification. Payment for
this item shall constitute full compensation for the portions of Subsidiary Item – Water for
Construction and Subsidiary Item – Borrow that are associated with this bid item.
Bid Items 14a - c – Zone V
This item shall consist of borrowing, processing, moisture conditioning, hauling, placing, and
compacting all Zone V for the Dam and Dike Embankments (Bid Item 14a), Liner Cover and
Bedding (Bid Item 14b), and Access Roadways (Bid Item 14c) as shown on the Construction
Drawings. The materials used as Zone V shall meet the classification requirements shown on the
Construction Drawings after placement and compaction.
Compaction shall be Class A Compaction, as specified in Section 6, “Compaction.” All lifts shall
be moisture conditioned to within 2% of the optimum moisture content and compacted to at least
95% of the maximum density determined in accordance with ASTM D698. A maximum of 2%
moisture can be applied after fill is placed.
Lift thickness shall not exceed 12 inches before compaction for large equipment compacted
earthfill, and 6 inches in thickness before compaction for manually operated tamping equipment.
Measurement and payment shall be in accordance with Section 9 of this specification. Payment for
this item shall constitute full compensation for the portions of Subsidiary Item – Water for
Construction and Subsidiary Item – Borrow that are associated with this bid item.
Bid Item 15 – Roadbase
This item shall consist of obtaining, processing, moisture conditioning, hauling, placing, and
compacting all Roadbase to the lines and grades shown on the Construction Drawings except where
payment for Roadbase is included in another bid item. Materials used as Roadbase shall be obtained
from a contractor selected source. The materials used as Roadbase shall meet the classification
requirements shown on the Construction Drawings after placement and compaction.
Compaction shall be Class A Compaction, as specified in Section 6, “Compaction.” All lifts shall
be moisture conditioned to within 2% of the optimum moisture content and compacted to at least
95% of the maximum density as determined by ASTM D698. A maximum of 2% moisture can be
applied after fill is placed on the embankment.
Lift thickness shall not exceed 12 inches before compaction for large equipment compacted
earthfill, and 6 inches in thickness before compaction for manually operated tamping equipment.
Measurement and payment shall be in accordance with Section 9 of this specification. Payment for
this item shall constitute full compensation for the portions of Subsidiary Item – Water for
Construction that is associated with this bid item.
(210-VI-NEH, May 2001) 24-1

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,
the contractor shall inform the engineer in writing of the source(s) from which drainfill material
will be obtained. The contractor shall provide the engineer free access to the source(s) for the
purpose of obtaining samples for testing.
Method 2—Drainfill material shall be sand, gravel, or crushed stone, or mixtures thereof, obtained
from the 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 be placed 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 been inspected 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
and integrity 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 of drainfill 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 of
drainfill shall be repaired before drainfill placement is continued.

(210-VI-NEH, May 2001) 24-2

The upper surface of drainfill constructed concurrently with adjacent zones of earthfill shall be
maintained 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.
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 type Time interval (days)
Vertical or near-vertical wall with earth loading on one side only 14
(retaining walls and counterforts)
Walls backfilled on both sides simultaneously 7
Conduits and galleries, cast-in-place
(with inside forms in place) 7
(inside forms removed) 14
Conduits, precast, cradled 2
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 adjacent earthfill. 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,
each layer 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 or less passing the 3/4 inch sieve, each layer of drainfill shall be compacted to a
relative density of not less than 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
the entire 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 an approved equivalent method.
(210-VI-NEH, May 2001) 24-3

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
minimum pressure of 75 pounds per square inch.
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
less than one tread track of the loaded hauling equipment.
Class III compaction—No compaction will be required beyond that resulting from the placing and
spreading operations.
When compaction other than Class III compaction is specified, material placed in trenches or other
locations inaccessible to heavy equipment shall be compacted by manually controlled pneumatic
or vibrating 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
inplace drainfill 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 not
intended to provide the contractor with information needed to assure that the materials and
workmanship meet 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 of drainfill 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 unsuitable foundation 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 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 the work.
(210-VI-NEH, May 2001) 24-4

Method 2—For items of work for which specific unit prices are established in the contract, the
quantity of drainfill placed within the specified limits is computed to the nearest 0.1 ton by actual
weight. Where the engineer directs placement of drainfill outside the neat lines to replace unsuitable
foundation material, the weight 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 the work.
Compensation for any item of work described in the contract, but not included 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 9 of this specification.

UT-Chief Toquer Dam, June 2024 24-5

9. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Bid Item 16 – Zone II
This item shall consist of furnishing, processing, moisture conditioning, hauling, placing, and
compacting all Zone II filter sand to the lines and grades shown on the Drawings.
Selection of filter material shall be in accordance with Method 1 of Section 2, “Materials”, of this
specification.
Filter material shall meet the gradation specifications shown on the drawings after placement and
compaction are completed. In addition to the gradation requirements shown on the plans, the filter
material within the allowed band widths shall not be gap graded in sizes smaller than 75 percent
passing. Gap graded shall be defined as having a slope less than 25 when plotted on a semi-log
graph.
The minus No. 200 sieve portion of the materials used as Filter Sand shall be non-plastic.
Filter material shall be moisture conditioned such that compaction requirements can be achieved.
Section 6 of this specification, “Compaction” shall not apply. Unless otherwise directed by the
Engineer in writing, Zone II materials shall be compacted to at least 98% of the maximum
laboratory density determined by compacting an oven dried specimen in accordance with the
procedures described in ASTM D698 Method A. Filter sand materials should only be compacted
to the extent necessary to achieve compaction requirements.
Measurement and payment shall be in accordance Method 1 of Section 8 of this specification.
Payment for this item shall constitute compensation for Subsidiary Item – Water for Construction
Subsidiary Item – Excavation and Subsidiary Item – Quality Control that is associated with this bid
item.
Bid Item 17 – Zone III
This item shall consist of furnishing, processing, moisture conditioning, hauling, placing, and
compacting all Zone III gravel drain to the lines and grades shown on the Drawings.
Selection of drain material shall be in accordance with Method 1 of Section 2, “Materials”, of this
specification.
Drain material shall meet the gradation specifications shown on the drawings after placement and
compaction are completed. In addition to the gradation requirements shown on the plans, the drain
material within the allowed band widths shall not be gap graded in sizes smaller than 75 percent
passing. Gap graded shall be defined as having a slope less than 25 when plotted on a semi-log
graph.
Section 6 of this specification, “Compaction” shall not apply. Gravel Drain materials shall be
compacted to at least 95% of the maximum density as determined by ATSM D 7382-08. Gravel
Drain materials should only be compacted to the extent necessary to achieve compaction
requirements.
UT-Chief Toquer Dam, June 2024 24-6

Measurement and payment shall be in accordance with Method 1 of Section 8, “Measurement and
Payment”, of this specification. Payment for this item shall constitute compensation for Subsidiary
Item – Water for Construction and Subsidiary Item – Quality Control that is associated with this
bid item.

UT- Chief Toquer Dam, March 2024 (210-VI-NEH, May 2001) 25-1

Construction Specification 25—Rockfill

1. Scope

The work consists of the construction of rockfill zones of embankments and other rockfills required
by the drawings and specifications, including bedding where specified.

2. Material

Material for rockfill and bedding shall be obtained from the specified sources unless otherwise
specified in section 10 of this specification. The material shall be excavated, selected, processed,
and handled as necessary to conform to the specified gradation requirements.

3. Foundation preparation

Foundations for rockfill 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, and test pits or other cavities shall be filled with compacted earthfill of approximately
the same kind and density as the adjacent foundation material.

Rock foundation surfaces shall be cleared of all loose material not conforming to the specifications
for the rockfill.

Abutments for rockfill zones of embankments shall be prepared as specified above for foundations.

Rockfill and/or bedding shall not be placed until the foundation preparation is completed and the
foundation and excavations have been inspected and approved.

4. Bedding

When a bedding layer beneath rockfill is specified, the bedding material shall be spread uniformly
on the prepared subgrade surfaces to the depth indicated. Compaction of the bedding material shall
be as specified in section 10 of this specification.

5. Placement

Method 1—The rock shall be dumped and spread into position in approximately horizontal layers
not to exceed 3 feet in thickness. It shall be placed to produce a reasonably homogeneous stable
fill that contains no segregated pockets of large or small fragments or large unfilled spaces caused
by bridging of the larger rock fragments.

Method 2—The rock shall be dumped and spread into position in approximately horizontal layers
not to exceed 3 feet in thickness. The rock shall be placed so that the completed fill shall be graded
with the smaller rock fragments placed in the inner portion of the embankment and the larger rock

UT- Chief Toquer Dam, March 2024 (210-VI-NEH, May 2001) 25-2

fragments placed on the outer slopes. Rock shall be placed to produce a stable fill that contains no
large unfilled spaces caused by bridging of the larger fraction.

6. Control of moisture

The moisture content of rockfill material shall be controlled as specified in section 10 of this
specification. When the addition of water is required, it shall be applied in a manner to avoid
excessive wetting of adjacent earthfill. Except as specified in section 10 of this specification,
control of the moisture content is not required.

The moisture content of the bedding material shall be controlled to ensure that bulking of the sand
materials does not occur during compaction operations.

7. Compaction of rockfill

When each layer of material has been placed, the layer shall be compacted by three to six passes of
a vibratory roller. The number of passes will be determined during the test sections described in
Section 10 of this specification. Each pass shall consist of at least one passage of the roller wheel
or drum over the entire surface of the layer. Second and subsequent passes of the roller shall not be
made until the previous pass is completed over the entire lift.

The vibratory roller used for compaction of rockfill shall be a towed or self-propelled roller
approved by the Engineer with a width at least 6 feet, a static weight of at least 40,000 pounds, a
dynamic force of at least 40,000 pounds when operating at 1,400 vibrations per minute, and an
applied force not less than 9,000 pounds per foot of compaction drum length.

Any towed roller shall have at least 90 percent of its weight transmitted to the ground through the
compaction drum when the roller is standing in a level position and hitched to the towing vehicle.

Rollers shall be operated at speeds not to exceed 1.5 miles per hour and shall be operated between
1, 100 and 1,500 vibrations per minute at all times during compaction.

The contractor shall furnish adequate data to the Engineer demonstrating that the equipment meets
specified requirements.

The roller will not be allowed to remain stationary on the zone with the vibratory mechanism
operating.

The roller shall not be operated within 10 feet of the retaining walls with vibratory mechanism
operating. The 10-foot strips immediately adjacent to the retaining walls shall be compacted by
placing rockfill materials with 12-inch maximum dimensions in layers not greater than 18 inches
thick, and compacting with four passes made with the vibratory mechanism not operating.

Rockfill placed in trenches or other locations inaccessible to heavy equipment shall be compacted
by manually controlled pneumatic or vibrating tampers or by equivalent methods approved by the
engineer.

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8. Compaction of bedding

Bedding shall be compacted according to the following requirements for the Class of compaction
specified:

Class A compaction—Each layer of bedding shall be compacted to a relative density of not less
than 70 percent as determined by ASTM Method D 4254.

Class I compaction—Each layer of bedding shall be compacted by at least two passes over the
entire surface with a steel-drum vibrating roller weighing at least 5 tons and exerting a vertical
vibrating force not less than 20,000 pounds at a frequency not less than 1,200 times per minute, or
an approved equivalent method.

Class II compaction—Each layer of bedding shall be compacted by one of the following methods
or by an equivalent method approved by the engineer:
a. At least two passes over the entire surface with pneumatic rubber-tired roller exerting a
minimum pressure of 75 pounds per square inch. A pass is defined as at least one passage
of the roller wheel, track, tire, or drum over the entire surface of the bedding layer.
b. At least four passes over the entire surface with the track of a crawler-type tractor weighing
a minimum of 20 tons.
c. Controlled movement of the hauling equipment so that the entire surface is traversed by a
minimum of one tread track of the loaded equipment.

Class III compaction—No compaction is required beyond that resulting from the placing and
spreading operations.

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 a
crane, hoist, or similar equipment is not permitted.

When compaction other than Class III is specified, bedding placed in trenches or other locations
inaccessible to heavy equipment shall be compacted by manually controlled pneumatic or vibrating
tampers or by equivalent methods approved by the engineer.

9. Measurement and payment

For items of work for which specific unit prices are established in the contract, the volume of each
type of rockfill, including bedding, with the zone boundaries and limits specified on the drawings
or established by the engineer is measured and computed to the nearest cubic yard by the method
of average cross-sectional end areas.

Payment for each type of rockfill is made at the contract unit price for that type of fill. Except as
otherwise specified in section 10 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 the work including furnishing, placing, and compacting the bedding material.

Compensation for any type 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.

UT- Chief Toquer Dam, May 2024 25-4

10. Items of work and construction details

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

General

All rock materials required for construction of Zone IV shall be secured from the Basalt Borrow
Area or shall be processed from on-site stockpiles. Drilling, blasting and quarrying shall conform
to requirements in the Excavation Construction Specification.

All suitable rock fragments shall be transported to points of final use, and all excavated materials
unsuitable or in excess of requirements for construction purposes shall be disposed of at locations
directed by the Engineer.

Bid Items 18 & 19 - Rockfill: Zones IV and IVB

Rockfill will be moisture conditioned after placement and prior to compaction by adding 5% water
(by volume) to each lift.

The Contractor shall construct up to 3 test sections of Zone IV within the upstream footprint of the
dam at locations and at times as directed by the Engineer.

a. The test sections shall be 2 lifts (6 feet) thick, with dimensions of at least 100 feet by 50
feet.

b. Each lift shall be wetted and compacted using 8 passes of the approved vibratory roller.
Modifications to the placement and/or compaction methods may be made during
construction of the test sections as directed by the Engineer.

c. The Engineer shall measure settlement at the completion of each pass at select locations.

d. The settlement data will be examined to determine at what point little gain in compaction
(settlement of the compacted surface) is being achieved with additional compactive effort
(roller passes).

e. The test sections shall remain in-place and become part of the Zone IV embankment.

The particle size tests described in Construction Specification 94, Contractor Quality Control, shall
be performed as directed by the Engineer. A representative of the Engineer must be present during
performance of the tests.

Placement of boulders in the reservoir basin shall be directed by the Engineer, and shall be
measured and paid for as Zone IVB.

Measurement and payment shall be in accordance with Section 7, "Measurement and Payment'.
Payment for this item shall include portions of Subsidiary Item – Water for Construction that is
associated with construction of the rockfill embankments. Construction of the test sections is
subsidiary to this bid item.

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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 to build the structures designated in section 25 of this specification.
The following BioPreferred® product category is applicable to this specification.
— concrete release fluids (aka form-release agents)
2. Material
Aggregates shall conform to the requirements of section 25 and Material Specification 522,
Aggregates for Portland Cement Concrete, unless otherwise specified.
Portland cement shall conform to the requirements of Material Specification 531, Portland
Cement, for the specified type. One brand only of any type of cement shall be used in any single
structure as defined in section 25.
Fly ash shall conform to the requirements of Material Specification 532, Supplementary
Cementitious Materials.
Blast-furnace slag used as a partial substitution of Portland cement in concrete shall conform to
the requirements of Material Specification 532, Supplementary Cementitious Materials.
Silica fume shall conform to the requirements of Material Specification 532, Supplementary
Cementitious Materials.
Air-entraining admixtures shall conform to the requirements of Material Specification 533,
Chemical Admixtures for Concrete. If air-entraining cement is used, any additional air-entraining
admixture shall be of the same type as that in the cement.
Plasticizing admixtures shall conform to the requirements of Material Specification 533,
Chemical Admixtures for Concrete.
Water-reducing and/or retarding admixtures shall conform to the requirements of Material
Specification 533, Chemical Admixtures for Concrete.
Accelerating and water-reducing and accelerating admixtures, if specified in section 25, shall
conform to the requirements of Material Specification 533, Chemical Admixtures for Concrete.
Curing compound shall conform to the requirements of Material Specification 534, Concrete
Curing Compound.
Preformed expansion joint filler shall conform to the requirements of Material Specification
535, Preformed Expansion Joint Filler.

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Sealing compound for joints shall conform to the requirements of Material Specification 536,
Sealing Compound for Joints in Concrete and Concrete Pipe.
Waterstops shall conform to the requirements of Material Specifications 537, Nonmetallic
Waterstops, and 538, Metal Waterstops, for the specified kinds.
Dowels shall be a plain, round steel bar conforming to the requirements of Material Specification
539, Steel Reinforcement (for concrete).
Metal plates shall conform to the requirements of Material Specification 581, Metal, for
structural quality or commercial or merchant quality steel. Structural quality shall be used only if
specifically designated in the drawings or specifications.
Water used in mixing and curing concrete shall 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 shall 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 shall
provide the engineer with full documentation to support each job mix and any admixtures to be
used in the work. The contractor shall 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 the engineer within 8 calendar days
following the date of submittal. After a job mix has been accepted, neither the source, character,
or gradation of the aggregates nor the type or brand of cement or admixtures shall be changed
without prior notice to the engineer. Revisions or changes in a job mix that are determined to be
significant by the engineer shall follow the same submittal and acceptance process as that for the
initial job mix.
Design criteria—The class of concrete shall 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

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Maximum water-cement ratio shall be 0.50, unless otherwise specified.
Unless otherwise specified the air content (by volume) of the concrete at the time of placement
shall be:
Maximum size
aggregate
Air content
(%)
3/8 inch to l inch 5 to 7
Over l inch 4 to 6

The consistency of all concrete shall allow it to be placed without segregation or excessive
laitance. Unless otherwise specified, the slump shall be:
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 ± l

Superplasticized concrete shall be a concrete mix containing either a water-reducing, high range
admixture (ASTM C494, Type F or G) or a plasticizing admixture (ASTM C1017) at a dosage
rate that: (1) reduces the quantity of water required to produce a concrete mix within the above
slump range by 12 percent or more, or (2) 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) and/or a plasticizing admixture (ASTM
C1017) may be added to an approved job mix without resubmittal and reapproval of the job mix
if the following requirements are met:
a. The admixture shall 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 shall be equal to or less than that required in the job mix without the
admixture.
c. The cement content shall be the same as that required in the job mix without the admixture.
d. The air content shall be within the specified range.
e. The slump shall not exceed 7.5 inches unless the contractor can demonstrate before
placement that the job mix can be placed without segregation or excessive laitance at a
slump greater than 7.5 inches. The concrete shall retain the increased slump for not less than
30 minutes.

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f. If the admixture is added at the job site, the slump of the concrete before the addition of the
admixture shall not exceed the slump specified above for concrete that does not contain the
admixture.
Calcium chloride or other corrosive accelerators shall 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 (by weight) 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 (by weight) of cement in the concrete mix unless otherwise specified.
Job mix criteria—Proportioning of concrete for job mixes shall be based on the standard
deviation computed from compressive 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 batch records, the previous batches shall represent similar material and conditions to
those expected for the job mix and have a strength within 1,000 pounds per square inch of the
specified compressive strength (f 'c) at 28 days for the class of concrete specified. The contractor
shall provide to the engineer copies of the facility's previous batching records that show the
compressive strength results and the batch mix design used.
For a job mix based upon a laboratory trial mix, the trial mix shall 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
shall 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 shall 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 or change 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.

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n s30 fcr
>30 1.00 s The larger of these
25 1.03 s two equations:
20 1.08 s f 'c + 1.34 s30
15 1.16 s f '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
f 'c + 1,400 for f 'c > 5,000

where:
n = number of consecutive compressive strength tests
s30 = standard deviation adjusted to 30 tests, lb/in2
fcr = required average compressive strength, lb/in2
f 'c = specified compressive strength of concrete, lb/in2
s = 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 will be as specified in section 25. The engineer may adjust the initial job mix
proportions to establish the designated job mix. The engineer will provide the contractor with a
copy of each job mix as soon as the material and proportions have been determined. After the job
mix has been designated, neither the source, character, or gradation of the aggregates nor the type
or brand of cement or admixtures shall 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, shall be responsible for:
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.

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(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 and batching 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 and evaluation 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
assure the concrete meets the contract requirements. The engineer shall have free entry to the
plant and equipment furnishing concrete under the contract. Proper facilities shall 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 shall 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 shall
be collected at the discharge end.
When a plasticizing admixture is added to the concrete mix at the job site, slump tests are made
both before the addition 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:

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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 with ASTM C31 from the same sample of concrete and tested in accordance with
ASTM C39 at 28 days, unless otherwise specified. If one cylinder shows manifest evidence of
improper sampling, molding, curing, or testing, it shall be discarded and the strength of the
remaining cylinder shall then be considered the compressive strength of the concrete. Should both
cylinders show such defects, the entire test shall be discarded.
If both cylinders are discarded or inplace concrete that was not sampled is in question, the inplace
concrete may be sampled by coring in accordance with ASTM C42. For core tests, these
requirements shall be followed:
a. At least three representative cores shall be taken from each area of concrete in question. If
one or more of the cores shows signs of being damaged before testing, it shall be replaced
by a new one.
b. Test cores shall be prepared for testing in accordance with moisture conditioning in ASTM
C42 unless the engineer determines that the concrete in the structure will be dry under
service conditions. If the concrete is determined to be dry under service conditions, the
cores shall be air dried (temperature 60 °F to 80 °F and relative humidity less than 60%) for
7 days before testing and shall be tested dry.
5. Handling and measurement of material
Aggregates shall 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 and transporting aggregates shall avoid contamination,
excessive breakage, segregation, degradation, or intermingling of various sizes.
Unless otherwise specified, scales shall be beam type or springless dial type. They shall be
accurate when static load tested to plus 0.4 percent of the total capacity of the scales. All exposed
fulcrums, clevises, and similar working parts of scales shall be kept clean.

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Measuring tanks for mixing water shall be of adequate capacity to furnish the maximum amount
of mixing water required per batch. Tanks shall be equipped with outside taps and valves to
verify their calibration unless other means are provided for readily and accurately determining the
amount of water in the tank.
The quantities of each component of the concrete mix shall be measured by the following
methods and to the accuracy indicated below:
Cement, fly ash, slag—Cement, except as otherwise specifically permitted, shall be measured by
weight or in bags on which the weight is plainly marked. When cement, fly ash, and slag are
supplied in bulk and are measured by weight, they shall be weighed on a scale separate from that
used for other material and in a hopper entirely free and independent 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 shall 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 shall
be used unless weighed.
Aggregates—Aggregates shall be measured by weight unless otherwise specifically permitted.
Mix proportions shall be based on saturated, surface-dry weights. The batch weight of each
aggregate shall be the required saturated, surface-dry weight corrected by the weight of surface
moisture it contains. The weight of each of the specified aggregates shall be within plus or minus
2 percent of the required weight.
Mixing water—Mixing water shall consist 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 shall be measured by weight or volume to an accuracy of l percent
of the required total mixing water. Added ice shall be measured by weight. Wash water shall not
be used as part of the mixing water for succeeding batches.
Admixtures—Dry admixtures shall be measured by weight. Paste or liquid admixtures shall be
measured by weight or volume. The admixtures shall be within plus or minus 3 percent of the
required weight or volume for each specific admixture.
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
shall be capable of thoroughly mixing the concrete ingredients into a uniform mass within the
specified mixing time and of discharging the mix without segregation. Each mixer or agitator
shall 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 or container in terms of the volume of mixed concrete shall 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 the drum or container in
terms of the volume of mixed concrete shall not exceed 80 percent of the gross volume of the
drum. The mixer shall be operated in accordance with these recommendations.

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Concrete shall 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 shall be corrected by changing batching procedures,
increasing mixing time, changing mixers, or other means. Mixing time shall 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 shall 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, not to exceed the design maximum water cement ratio.
Withholding some of the mixing water until the concrete arrives on the job, then adding the
remaining water and turning the mixer 30 revolutions at mixing speed is allowed to overcome
transporting conditions. When loss of slump or workability cannot be offset by these measures,
complete mixing shall be performed by onsite batching and mixing or by using a combination of
centrally batching and transporting 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 by batch mixing at the site.
a. Ready-mixed concrete
Ready-mixed concrete shall be mixed, transported, and placed in a freshly mixed and unhardened
state. The contractor shall 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 type and actual quantity of each material including all
admixtures used in each batch of concrete.
Truck mixers and truck agitators shall be equipped with revolution counters by which the number
of revolutions of the drum or blades may be readily verified. Ready-mixed concrete shall be
mixed and delivered by one of the following methods:
(1) Central-mixed concrete—Central-mixed concrete is mixed completely in a stationary
mixer and transported 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 shall 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 shall not exceed 80 percent of the gross volume of the drum. The total number
of revolutions of the truck mixer or truck agitator shall not exceed 200 before discharge
of the concrete, unless otherwise specified.
The use of nonagitating equipment to transport concrete to the site of the work is
permitted only if the consistency and uniformity of the concrete as discharged at the point
of delivery meet the requirements of this specification. Bodies of nonagitating hauling
equipment shall be constructed so that leakage of the concrete mix, or any part thereof,
does not occur. Concrete hauled in opentop vehicles shall 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.

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(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 shall not
exceed 63 percent of the gross volume of the drum. The concrete ingredients shall 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 shall 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 is completed in a truck mixer. The mixing time in the central plant mixer is the
minimum required to intermingle the ingredients. The volume of the mixed concrete in a
truck mixer shall not exceed 63 percent of the gross volume of the truck drum. The
mixing shall be completed in a truck mixer. The number of revolutions of the truck mixer
drum or blades shall be between 50 and 100 revolutions at the speed designated by the
manufacturer as mixing speed. Mixing in excess of 100 revolutions shall be at the speed
designated by the manufacturer of the equipment as agitating speed. The total number of
revolutions shall not exceed 300 before discharge of the concrete unless otherwise
specified.
b. Volumetric batching and continuous mixing at the site
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 is permitted. The batching and mixing equipment shall conform to the
requirements of ASTM C685 and shall 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 shall be produced, inspected, and documented in
conformance with sections 6, 7, 8, 13, and 14 of 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 shall be in
accordance with recommended practices described in method 1 for central mixed concrete. The
time for mixing a batch of concrete in the mixer drum shall be according to manufacturer's
recommendations, but not less than 1 minute plus 0.25 minute for 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 is used, the contractor shall 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 shall 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 a truck mixer shall
not exceed 63 percent of the gross volume of the drum.
The contractor shall furnish the engineer a batching ticket for each batch of fresh concrete. The
ticket shows the type, brand, and amount of cement; the type, name, and amount of each

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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 shall be of good quality wood, plywood, steel, or other approved material and shall be
mortar tight. The forms and associated falsework shall be substantial and unyielding and shall be
constructed so that the finished concrete conforms to the specified dimensions and contours.
Form surfaces shall be smooth and free from holes, dents, sags, or other irregularities and shall be
maintained in this condition throughout the work. Forms shall be coated with a nonstaining form
release agent before being set into place. Acceptable tolerances for formed structure members are
specified in section 23.
When a superplasticized concrete mix is used, forms shall be designed to withstand the increased
pressures of the superplasticized concrete and the increased impact forces resulting from larger
drop heights used in placing the superplasticized concrete. Form release agents shall be
specifically formulated, when specified, for use with plasticized concrete or documentation from
the release agent manufacturer shall be provided stating that formed concrete surfaces made using
the form release agent with plasticized concrete have not varied significantly from non-plasticized
concrete surfaces made using the same form release agent. If the form release agent is not
specifically formulated 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 shall be used for all
formed concrete to be subsequently placed.
Metal ties or anchorages that will be embedded in the concrete shall be equipped with cones, she-
bolts, or other devices 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 shall not be used without
cones. If approved fiberglass or plastic form ties are used, the tie ends shall be cut flush with the
finished concrete and ground smooth.
All edges that will be exposed shall 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 shall 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 shall be removed.
Rock surfaces shall be cleaned by high pressure air-water cutting, sandblasting, or wire brush
scrubbing, as necessary, and shall be wetted immediately before placement of concrete. The earth
surface shall be firm and damp. Placement of concrete on mud, dried earth, noncompacted fill, or
frozen subgrade is not permitted. All ice, snow, and frost shall be removed, and the temperature
of all surfaces, including the reinforcing steel and other steel inclusions, to be in contact with the
new concrete shall be no colder than 40 degrees Fahrenheit.

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Items to be embedded in the concrete shall be positioned accurately and anchored firmly.
Weepholes in walls or slabs shall be formed with nonferrous material.
9. Conveying
Concrete shall be delivered to the site and discharged completely into the forms within 1.5 hours
or before the drum of truck has revolved a total of 300 revolutions, whichever comes first, 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 the concrete is 85 degrees Fahrenheit or above, the time
between the introduction of the cement to the aggregates and discharge shall not exceed 45
minutes.
Superplasticized concrete can 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 can allow an appropriate extension of time when the setting time of the concrete is
increased a corresponding amount by the addition of an approved admixture. In any case concrete
shall be conveyed from the mixer to the forms as rapidly as practicable by methods that prevent
segregation of the aggregates or loss of mortar.
10. Placing
Concrete shall not be placed until the subgrade, forms, steel reinforcement, and other
embedments are inspected and approved by the engineer. For walls and columns, subsequent
higher placements of concrete shall 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 shall consider form removal timing covered in section
16.
If a placement plan is required in section 25, concrete shall not be placed until the placement plan
has been reviewed and approved by the engineer. The contractor shall have all equipment and
material required for curing available at the site ready for use before placement of concrete
begins.
Concrete shall be placed only in the presence of the engineer. The contractor shall give
reasonable notice to the engineer before each placement. Such notice shall be far enough in
advance to give the engineer adequate time to assure 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, as applicable. All deficiencies are to be corrected before concrete is delivered for
placing.
Concrete shall be placed and consolidated to prevent segregation of the mix components. The
concrete shall be deposited as closely as possible to its final position in the forms. It shall be
worked into the corners and angles of the forms and around all reinforcement and embedded
items to prevent segregation of aggregates or excessive laitance. The depositing of concrete shall

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be regulated so that the concrete can be consolidated with a minimum of lateral movement.
Concrete placed against a sloping surface shall start at the lowest elevation and work upwards to
the highest elevation.
Concrete other than architectural concrete shall not be dropped more than 5 feet vertically unless
suitable equipment is used to prevent segregation. Architectural concrete shall not be dropped
more than 3 feet vertically unless suitable equipment is used to prevent segregation. When a
superplasticized concrete mix is used, concrete other than architectural concrete shall not be
dropped more than 12 feet vertically and architectural concrete shall not be dropped more than 10
feet vertically unless suitable equipment is used to prevent segregation.
11. Layers
Slab concrete shall be placed to design thickness in one continuous layer unless otherwise
specified. Formed concrete shall be placed in horizontal layers not more than 20 inches deep.
Where a superplasticized concrete mix is used, formed concrete may be placed in horizontal
layers not more than 5 feet deep.
Successive layers of fresh concrete between construction joints shall be placed at a rate fast
enough that the preceding layer is still plastic and can be easily mixed with the fresh concrete
such that seams (cold joints) or plane of 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 shall discontinue placing concrete and shall make
a construction joint according to the procedure specified in section 13. If placing is discontinued
when a layer is incomplete, the ends of the incomplete layer shall be formed by a vertical
bulkhead.
12. Consolidating
All concrete shall be consolidated with internal type mechanical vibrators capable of transmitting
vibration to the concrete at frequencies not less than 8,000 impulses per minute, unless otherwise
specified or approved before placement. Vibration shall be supplemented by spading, rodding,
and hand tamping as necessary to ensure smooth and dense concrete along the form surface, in
corners, and around embedded items. The contractor shall provide a sufficient number of
vibrators to properly consolidate the concrete immediately after it is placed. A sufficient number
of standby vibrators shall be kept onsite during the placement of concrete.
Vibration shall compact the concrete and bring it into intimate contact with the forms, reinforcing
steel, and other embedded items while removing voids and pockets of entrapped air. The location,
insertion, duration, and removal of the vibrators shall 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 shall 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 shall overlap the adjacent, just vibrated area. The
vibrator shall extend vertically into the previously placed layer of fresh concrete by at least 6
inches at all points. This ensures effective bond between layers. In thin slabs the vibrator(s)
should be sloped toward the horizontal to allow operations in a fully embedded position.

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Vibration shall not be applied directly to the reinforcement steel, the forms, or other embedded
items unless otherwise specified. Vibration shall 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 thick shall 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 shall
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 this method. It
includes equipment selection and specifications.
13. Construction joints
Construction joints shall 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 shall 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 shall 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.
Nonvertical construction joints in structural elements, such as walls and columns, shall be
consolidated and screeded to grade unless otherwise specified. Construction joints shall 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 shall 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 shall be retightened. New concrete shall not be placed until the hardened
concrete has cured at least 12 hours.
Method l—The surface of construction joints shall 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 the concrete has gained sufficient strength to resist excessive
cutting, and high-pressure air-water cutting can be used as soon as the concrete has hardened
sufficiently to prevent the jet from displacing the coarse aggregates. The surface of the concrete
in place shall be cut to expose clean, sound aggregate, but not so deep as to undercut the edges of
larger particles of the aggregate. After cutting, the surface shall 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 air-water blasting, or disturbing the concrete before it is
hardened is considered undesirable, cleaning of the joint by air or water jets is not permitted. The
sandblasting method is required after the concrete has hardened.
Immediately before new concrete is placed, all construction joints shall be wetted and standing
water removed.

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Method 2—The surface of construction joints shall 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 the engineer. Immediately before new concrete is placed, all
construction joints shall be wetted and standing water removed.
14. Expansion and contraction joints
Expansion and contraction joints shall be made only at locations shown on the drawings. Exposed
concrete edges at expansion and contraction joints shall be carefully tooled or chamfered, and the
joints shall be free of mortar and concrete. Joint filler shall 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 shall be constructed by the insertion and subsequent removal of a wood strip, metal
plate, or other suitable template. This will be done so that the corners of the concrete do not chip
or break. The edges of the fresh concrete at the joints shall 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 shall be held firmly in the correct position as the concrete is
placed.
15. Waterstops
Waterstops shall be held firmly in the correct position as the concrete is placed. Joints in metal
waterstops shall be brazed or welded. Joints in rubber or plastic waterstops shall be cemented,
welded, or vulcanized as recommended by the manufacturer. Joints shall be watertight and of a
strength equivalent to that specified in Material Specification 537. Intersecting waterstop joints
shall be prefabricated and supplied by the same manufacturer providing the waterstop.
16. Removal of forms, supports, and protective coverings
Forms, supports, and protective coverings shall be removed as soon as practical after the concrete
has gained sufficient strength to support its own weight and superimposed loads. Removal shall
be done so that the concrete surface 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 shall 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 cast for 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 weight of the concrete member or
other superimposed loads may be removed after the concrete strength has reached the strength
specified in section 25.
Cumulative time—The total accumulated time, not necessarily continuous, that the air adjacent
to the concrete is above 50 degrees Fahrenheit and the specified concrete curing has occurred
concurrently will be determined. Forms may be removed after the total accumulated time shown:

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Accumulated form removal times
Forms Time 1/

Sides of slabs or beams 12 hours

Undersides of slabs or beams Clear span 2/
< 10 ft 4 days
10 - 20 ft 7 days
> 20 ft 14 days

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 that significantly 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 shall be 50 percent greater.
3/ Values apply to members not subject to significant horizontal loads. Additional time or
rebracing 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 shall be true and even, and shall be free from overtolerance
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 shall have the
following surface treatment unless otherwise specified:
• Repair defective concrete.
• Fill all form tie holes.

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• 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, shall 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 shall be repaired and filled as
specified in section 20.
18. Finishing unformed surfaces
All exposed surfaces of the concrete shall be accurately screeded to grade and then float finished
unless otherwise specified. The float finish shall result in a surface that has no irregularities of
more than 0.25 inch when checked with a template or straight edge that is 10 feet long.
All exposed surfaces of concrete shall be accurately struck off to grade after placement and
consolidation are completed. Following strikeoff, the surface shall be immediately smoothed by
darbying or bull floating before any free water has bled to the surface. The concrete shall then be
allowed to rest until the bleed water and water sheen 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 shall be finished with edging
tools. After edging and hand jointing is complete, all exposed surfaces shall be floated with wood
or magnesium floats. The floating should work the concrete no more than necessary to remove
screed, edger, and jointer marks and to produce a compact surface uniform in texture.
Water shall not be sprinkled or added to the surface of the concrete during the darbying, bull
floating, floating, or other finishing operations to facilitate finishing.
19. Curing
Freshly placed concrete shall be cured a minimum of 7 days in accordance with the recommended
practices set forth in this section. A curing process shall 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, shall 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 shall 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.

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• 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 shall not erode, mar, or otherwise damage the concrete.
Plastic film or paper shall meet the requirements of ASTM C171. Black covering shall 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 shall 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 be satisfactorily removed or can serve as a base
for the later application.
Curing compound shall be thoroughly mixed before applying and be agitated during application.
Except as otherwise specified in section 25, the compound shall 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
shall not be used 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 shall form a uniform, continuous, adherent
film that shall not check, crack, or peel and shall be free from pinholes or other imperfections.
All surfaces covered with curing compound shall 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 is damaged by subsequent construction operations during the curing period
shall be resprayed in the same manner as for the original application.
Water for curing shall 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 shall be removed to a depth of
1 inch below the surface of the concrete and their cavities repaired unless otherwise specifically
permitted or specified. Small cavities, large air holes, minor honeycombed areas, and other
superficial imperfections that require patching to meet the specified finish requirements shall be
thoroughly cleaned and filled. Holes left by bolts or straps that pass through the concrete section
shall be filled solid with a dense, well-bonded, nonshrink patching material. Dry-pack mortar and
replacement concrete shall 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 patching material shall 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 shall repair or replace concrete that does not meet the
requirements of this specification. Before starting any repair or replacement work, the contractor
shall prepare a written plan for the repair or replacement. The primary reference for material and
repair methods for the plan shall be the appropriate sections of the Repair and Maintenance

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chapter of the Concrete Manual, Bureau of Reclamation, U.S. Department of the Interior. The
repair plan shall 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 shall be included in the plan.
Repair material or replacement concrete shall have properties, color, and texture similar to and
compatible with the concrete being repaired or replaced. Repair or replacement concrete work
shall be performed only when the engineer is present.
Curing of repaired or replaced concrete shall 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 shall 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 to midnight.)
• 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 shall 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 shall apply unless otherwise specified:
a. When the cement is added to the mix, the temperature of the mixing water shall not exceed
140 degrees Fahrenheit nor shall the temperature of the aggregate exceed 150 degrees
Fahrenheit.
b. The temperature of the concrete at the time of placing shall 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
Greater than 72 40 – 60

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c. The minimum temperature of the concrete for the first 72 hours after placement shall not be
less than the minimum temperature shown above. Concrete structures shall be immediately
protected after concrete placement by covering, housing, insulating, or heating concrete
structures sufficiently to maintain the minimum temperature adjacent to the concrete
surface. If the minimum temperature requirements are not met and the concrete did not
freeze, 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 shall be vented to the outside of the enclosure.
The heat from heaters and ducts shall 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 shall be allowed to cool gradually. The
maximum decrease at the concrete surface in a 24-hour period shall not exceed 40 degrees
Fahrenheit.
22. Concreting in hot weather
Methods for concreting in hot weather shall 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 job-
site 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 per hour. The rate of moisture loss and
rate of cement hydration may be accelerated if one or a combination of the following 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 the placement operations, the following provisions shall apply:
a. The contractor shall 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 shall be continuously
moistened using fog sprays or other means to maintain adequate moisture during the time
between placement and finishing. Water shall not be sprinkled or added directly to the
surface of the concrete before finishing.

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c. Finishing of slabs and other exposed surfaces shall be started as soon as the condition of the
concrete allows and shall be completed without delay. Water shall 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 shall 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 shall be kept completely and continuously wet for the duration of the curing period
or until curing compound is applied in accordance to section 21.
e. Exposed and unformed concrete surfaces, especially flat work placed with large areas of
surface, shall be kept completely and continuously wet for the duration of the curing period
or until curing compound is applied in accordance to section 19. The concrete shall be
protected against thermal shock from rapid cooling (5 °F per hour 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 may 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 to vibration.
(3) Suspend placement until conditions improve.
(4) Restrict the removal of forms, repair, and patching to small areas that can be protected
with curing compound immediately.
The evaporation rate for flat work and slab construction may be determined by calculating the
evaporation rate from a shallow cake pan having a surface area of at least 1 square foot or by
other methods approved by the engineer or designated in section 25.
23. Acceptance of the concrete work
Acceptance of the concrete work will be a cumulative acceptance process based upon
progressively meeting the requirements of the specifications and drawings for:
• Fresh concrete
• Concrete strength and durability
• Structure dimensions
• Structure appearance

UT-Chief Toquer Dam, March
2024

(210-VI-NEH, April 2015) 31–22

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 concrete is 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 of concrete specified, the compressive strength of the concrete is
satisfactory if no individual strength test falls more than 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 of concrete 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) for the class of concrete specified.
The contractor shall take steps to increase the average of subsequent strength tests when the
average of any three consecutive 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 the need for additional quality assurance testing.
d. The contractor may core the concrete, have the cores tested by a certified testing laboratory
at the contractor'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.
e. Sampling and testing concrete by coring shall conform to section 4. The strength of the
concrete based upon concrete 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
specified compressive strength (f 'c).
(2) The compressive strength of any individual core does not fall below 75 percent of the
specified compressive strength (f 'c).
f. If method 2 from section 3 is specified, the engineer is responsible for the concrete job mix
design and the quality concrete that results from the job mix.

UT-Chief Toquer Dam, March
2024

(210-VI-NEH, April 2015) 31–23

The hardened concrete is satisfactory if the required batch tickets or other documentation
acceptable to the engineer 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, the concrete 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 shall meet the requirements of sections 17 and 18.
The dimensions of formed members, unless otherwise specified, are satisfactory if they conform
to the requirements of the specifications, the locations shown on the drawings, and are within
acceptable tolerances:
a. Variation from plumb for walls and column shall be not more than 0.2 percent of the total
wall or column height.
b. Variation from specified elevations for slabs, floors, or other horizontal members shall be
not 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 above-grade slabs shall not be 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 less than 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 overexcavation
outside the neat lines or pay limits is included in the measurement for payment where such
overexcavation is directed by the engineer to remove unsuitable foundation material. However,
this payment is only to the extent that the unsuitable condition is not a result of the contractor's
improper construction operations, as determined by the engineer.
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

UT-Chief Toquer Dam, March
2024

(210-VI-NEH, April 2015) 31–24

furnishing and placing reinforcing steel or furnishing and handling cement or other items listed
for payment elsewhere in the contract.
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 that type
of cement and such payment will constitute full compensation for furnishing and handling the
cement.
Method 3—For items of work for which specific unit prices or lump sum prices are established in
the contract, payment for these items will be made at the contract price and 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,
will be included in the payment for the item of 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.

UT-Chief Toquer Dam, March 2024 31–25

25. Items of work and construction details
The Bio-Preferred product categories listed in Section 1 of this specification are not applicable to
this project.
Items of work to be performed in conformance with the specification and the construction details
are:
Bid Items 20 - 26 – Reinforced Concrete
This item shall consist of furnishing and placing all reinforced concrete for the (20) Outlet Pipe
Encasement, (21) Outlet Dissipation Structure, (22) Spillway, (23) Intake Structure, (24) Gate
Hoist Structure, (25) Water Level Indicator, and (26) the Drain Headwall.
Cement shall be Type V Portland cement or Type 1L(HS) Portland limestone cement.
Concrete mix design shall be in accordance with Method 1, Section 3 Concrete mix design.
Concrete shall be Class 5000. The concrete mix shall have at least 610 pounds of cementitious
material per cubic yard and the ratio of water to cementitious materials shall be less than or equal
to 0.40.
Air Content shall be 4 to 7%.
Slump shall be 4 in. ±1 in. Concrete with a slump less than 3 inches may be used on surfaces with
slopes steeper than 3 horizontal to 1 vertical provided that the concrete is adequately consolidated
during placement.
The maximum size coarse aggregate shall be ¾-inch or 1-inch. Aggregates used for concrete shall
be hard, dense, clean materials conforming to the requirements of this specification and Material
Specification 522 – Aggregates for Portland Cement Concrete.
Construction joints shall be cleaned according to Method 2, Section 13, Construction joints.
Measurement and payment shall be in accordance with Method 1, Section 24 of this specification.
Payment shall constitute compensation for grates, drains, fences and other items associated with
the reinforced concrete bid items that are shown on the Construction Drawings and not paid under
other bid items. Payment shall also constitute full compensation for Subsidiary Item – Epoxy
Coated Steel Reinforcement that is associated with these bid items.

UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 34-1

Construction Specification 34—Steel Reinforcement

1. Scope
The work shall consist of furnishing and placing steel reinforcement for reinforced concrete or
pneumatically applied mortar.
2. Material
Steel reinforcement shall conform to the requirements of Material Specification 539, Steel
Reinforcement (for concrete). Before reinforcement is placed, the surface of the bars and fabric
and any metal supports shall be cleaned to remove any loose, flaky rust, mill scale, oil, grease, or
other undesirable coatings or foreign substances. Epoxy-coated steel reinforcement shall be free
of surface damage. After placement, the reinforcement shall 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
specification to accomplish the fabrication and placement of steel reinforcement shall be provided
by the contractor. Before reinforcement is placed, the contractor shall furnish four copies of any
such lists or diagrams to the contracting officer for approval. Acceptance of the reinforcement is
not based on approval of these lists or diagrams, but on inspection of the steel reinforcement after
it has been placed, tied, and supported and is ready to receive concrete.
4. Bending
Reinforcement shall be cut and bent in compliance with the requirements of the American
Concrete Institute Standard 315. Bars shall not be bent or straightened in a manner that will injure
or weaken the material. Bars with kinks, cracks, or improper bends will be rejected.
5. Splicing bar reinforcement
Method 1—Splices of reinforcement shall be made only 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, shall 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 shall be limited to those locations shown on the drawings.
Splice lengths shall be determined before fabrication and meet the requirements of ACI Standard
350, Building Code Requirements for Reinforced Concrete, based upon design information in
section 10 of this specification. Bar placement drawings and schedules shall be provided for
approval before fabrication. The drawings shall show all splice locations, layouts, and lap
dimensions.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 34-2

6. Splicing welded wire reinforcement
Unless otherwise specified, welded wire reinforcement shall be spliced in the following manner:
End-to-end—Adjacent sections shall be spliced end-to-end (longitudinal lap) by
overlapping a minimum of one full mesh plus 2 inches plus the length of the two end
overhangs. The splice length is measured from the end of the longitudinal wires in one
piece of fabric to the end of the longitudinal wire in the lapped piece of fabric.
Side-to-side—Adjacent sections shall be spliced side to side (transverse lap) a minimum
of one full mesh plus 2 inches. The splice length shall be measured from the centerline of
the first longitudinal wire in one piece of fabric to the centerline of the first longitudinal
wire in the lapped piece of fabric.
7. Placing
Reinforcement shall be accurately placed and secured in position to prevent its displacement
during the placement of concrete. Tack welding of bars is not permitted. Metal chairs, metal
hangers, metal spacers, and concrete chairs may be used to support the reinforcement. Metal
hangers, spacers, and ties shall be placed in 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 shall have a protective coating or
finish. The coating or finish can be hot dip galvanizing, epoxy coating, plastic coating, or
stainless steel. Metal chairs and spacers not fully covered by a protective coating or finish shall
have a minimum cover of 0.75 inch of concrete over the unprotected metal part. The exception is
that those with plastic coatings may have a minimum cover of 0.5 inch of concrete over the
unprotected metal part. Precast concrete chairs shall be manufactured of the same class of
concrete as specified for the structure and shall have 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 shall be clean and moist at the time concrete is
placed.
High density or structural plastic rebar accessories designed to ensure maximum concrete bond
may be substituted for metal or concrete accessories in spacer applications as approved by the
contracting officer. Exposure of plastic rebar accessories at the finished concrete surface shall be
kept to a minimum. Plastic rebar accessories, when used, shall be staggered along adjacent
parallel bars and shall be placed at intervals no closer than 12 inches. Plastic rebar accessories
shall not be used in concrete sections 6 inches or less in thickness.
Reinforcement shall not be placed until the prepared site has been inspected and approved. After
placement of the reinforcement, concrete shall not be placed until the reinforcement has been
inspected and approved by the contracting officer's technical representative (COTR).
8. Storage
Steel reinforcement stored at the work site shall 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.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 34-3

9. 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.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 34-4

Table 34–1 Standard reinforcing bars
- - Bar size designations - - Weight (lb/ft)
English Metric
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.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 34-5

Table 34–2 Rectangular welded wire reinforcement
- - - - - - - - - - Style designation 1/ - - - - -
- - - - -
Weight
by W-number by steel wire
gauge (former
designation)
(lb/100 ft2)

6 x 6 – W1.4 x W1.4 6 x 6 – 10 x 10 21
6 x 6 – W2.1 x W2.1 6 x 6 – 8 x 8 30
6 x 6 – W2.9 x W2.9 6 x 6 – 6 x 6 42
6 x 6 – W4.0 x W4.0 6 x 6 – 4 x 4 58
4 x 4 – W1.4 x W1.4 4 x 4 – 10 x 10 31
4 x 4 – W2.1 x W2.1 4 x 4 – 8 x 8 44
4 x4 – W2.9 x W2.9 4 x 4 – 6 x 6 62
4 x 4 – W4.0 xW4.0 4 x 4 – 4 x 4 85
4 x 12 – W2.1 x W0.9 2/ 4 x 12 – 8 x 12 25
4 x 12 – W2.5 x W1.1 2/ 4 x 12 – 7 x 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.

UT-Chief Toquer Dam, March 2024 34-6

10. Items of work and construction details
Items of work to be performed in conformance with the specification and the construction details
are:
Subsidiary Item– Epoxy Coated Steel Reinforcement
This item shall consist of furnishing and placing the reinforcing steel required for the reinforced
concrete structures. All reinforcing steel for the project shall be epoxy coated.
Reinforcement shall be grade 60 bars conforming to the requirements of ASTM A775. Concrete
cover over reinforcement shall be as shown on the Construction Drawings. If the concrete cover
is not shown on the Construction Drawings, the concrete cover over reinforcement bars shall be
in accordance with ACI 350.
The work shall include preparation of the bar schedules, lists, and diagrams. Bar schedules, lists
and diagrams for the structures shall be submitted to the Engineer at least fifteen (15) days before
delivery of the steel to the project site.
Reinforcement shall be continuous around all corners in all structures.
Splicing of bar reinforcement shall be by Method 1, Section 5 “Splicing bar reinforcement” of
this specification.
No separate payment shall be made for this item. Compensation for epoxy coated steel
reinforcement shall be subsidiary to the Reinforced Concrete bid items.

(210-VI-NEH, May 2001) 42–1

Construction Specification 42—Concrete Pipe Conduits and Drains
1. Scope
The work shall consist of furnishing and installing concrete pipe or concrete drain tile and the
necessary fittings as shown on the drawings.

2. Material
Reinforced concrete pressure pipe shall conform to the requirements of Material Specification
541, Reinforced Concrete Pressure Pipe, for the type and strength specified.

Concrete culvert pipe shall conform to the requirements of Material Specification 542, Concrete
Culvert Pipe, for the kind of pipe specified.

Concrete irrigation pipe, drainage pipe, and drain tile shall conform to the requirements of
Material Specification 543, Nonreinforced Concrete Pipe, for the kind of pipe or tile specified.

Pipe fittings shall conform to the requirements of the applicable pipe specifications.

Sealing compound for filling rubber gasket joints shall conform to the requirements of
Material Specification 536, Sealing Compound for Joints in Concrete and Concrete Pipe.

Hot-pour joint sealer shall conform to the requirements of Material Specification 536, Sealing
Compound for Joints in Concrete and Concrete Pipe.

Cold-applied sealing compound shall conform to the requirements of Material Specification
536, Sealing Compound for Joints in Concrete and Concrete Pipe.

Preformed sealing compound shall conform to the requirements of Material Specification 536,
Sealing Compound for Joints in Concrete and Concrete Pipe.

Joint packing shall be commercial grade oakum.

Preformed expansion joint filler shall conform to the requirements of Material Specification
535, Preformed Expansion Joint Filler.

Portland cement concrete for bedding and cradles shall conform to Construction Specification
31, Concrete for Major Structures, or Construction Specification 32, Structure Concrete.

3. Laying and bedding
Pipe and tile shall be laid to the line and grade shown on the drawings. Unless otherwise
specified, belled pipe shall be laid with the bells or grooves facing upstream. When precast pipe
risers and other similar precast pipe structures are installed before pipe installation, pipe may be
installed in the downstream direction with the belled end upstream. Adequate bell clearance in the
subgrade/bedding shall be provided.

(210-VI-NEH, May 2001) 42–2

Concrete cradles or bedding—Pipe to be cradled or bedded on concrete shall be set to the
specified line and grade and temporarily supported on precast concrete blocks or wedges until the
cradle or bedding concrete is placed. Concrete blocks or wedges used to temporarily support the
pipe during placement of bedding or cradle shall be of a class of concrete equal to or stronger
than that to be used in the bedding or cradle.the spigot shall be completely pulled into the bell and
the section of pipe shall be adjusted to line and grade.

Earth, sand, or gravel bedding—The pipe shall be uniformly bedded throughout its entire
length to the depth and in the manner specified on the drawings. The pipe shall be loaded
sufficiently during backfilling around the sides to prevent displacement.

Perforated pipe shall be laid with the perforations down and oriented symmetrically about a
vertical centerline. Perforations shall be clear of any obstructions when the pipe is laid.

Elliptical pipe and pipe with elliptical or quadrant reinforcement shall be laid so that the vertical
axis, as indicated by markings on the pipe, is in a vertical position.

4. Joints
Pipe joints shall conform to the details shown on the drawings and to the requirements of sections
5 and 6 of this specification applicable to the type of joint specified. Except where unsealed joints
are indicated, pipe joints shall be sound and watertight at the pressure specified.

5. Jointing bell and spigot pipe
Rubber gasket joint, pressure pipe
Just before the joint is connected, the connecting surfaces of the spigot and the bell or coupling
band, sleeve, or collar shall be thoroughly cleaned and dried. Also, the rubber gasket and the
inside surface of bell or coupling band, sleeve, or collar shall be lubricated with a light film of
soft vegetable soap compound (flax soap). The rubber gasket shall be stretched uniformly as it is
placed in the spigot groove to ensure a uniform volume of rubber around the circumference of the
pipe.

Method 1—The joint shall be connected by means of a pulling or jacking force so applied to the
pipe that the spigot enters squarely into the bell.

Method 2—The joint shall be connected in accordance with the manufacturer's
recommendations.

Use with either method—When the spigot has been seated to within 0.5 inch of its final position,
the position of the gasket in the joint shall be checked around the entire circumference of the pipe
using a metal feeler gauge. In any case where the gasket is found to be displaced, the joint shall
be disengaged and properly reconnected. After the proper position of the gasket has been
confirmed, the spigot shall be completely pulled into the bell and the section of the pipe shall be
adjusted to line and grade.

Rubber gasket joints, sewer, and culvert pipe or irrigation pipe
The pipe shall be joined in accordance with the gasket manufacturer's recommendations except as
otherwise specified.

(210-VI-NEH, May 2001) 42–3

Mastic sealed joints
At the time of assembly, the inside surface of the bell and the outside surface of the spigot shall
be clean, dry, and primed as recommended by the manufacturer of the sealing compound. A
closely twisted gasket of joint packing of the diameter required to support the spigot at the proper
grade and to make the joint concentric shall be made in one piece of sufficient length to pass
around the pipe and lap at the top. The gasket shall be laid in the bell throughout the lower third
of the circumference. The end of the spigot shall be laid in the bell throughout the lower third
of the circumference. The end of the spigot shall be laid on the gasket, and the spigot shall be
fully inserted into the bell so that the pipe sections are closely fitted and aligned. The gasket then
shall be lapped at the top of the pipe and thoroughly packed into the annular space between the
bell and the spigot.

Hot-pour joint sealer—The sealing compound shall be heated to within the temperature range
recommended by the manufacturer and shall not be overheated or subjected to prolonged heating.
After the joint is assembled with the pipe in its final location, a suitable joint runner shall be
placed around the joint with an opening left at the top.

Molten sealing compound shall be poured into the joint as rapidly as possible without entrapping
air until the annular space between bell and spigot is completely filled. After the compound has
set, the runner may be removed. Alternate joints may be poured before the pipe is lowered into
the trench. In this case the joint shall be poured with the pipe in a vertical position without the use
of the runner. The compound shall have thoroughly set before the pipe is placed in the trench, and
the pipe is handled so as to cause no deformation of the joint during placement.

Cold-applied sealing compound—The annular space between bell and spigot shall be completely
filled with the sealing compound. The compound shall be mixed on the job in accordance with
the manufacturer's recommendations and in relatively small quantities so that setting will not be
appreciable before application.

Preformed sealing compound—Joint packing is not required except as recommended by the
manufacturer of the sealing compound. Preformed strips or bands of the sealing compound shall
be applied to the bell and spigot before assembly of the joint in accordance with the anufacturer's
recommendations. Any compound extruded from the interior side of the joint during assembly
shall be trimmed even with the interior surface of the pipe.

Cement mortar sealed joints
Cement mortar for joints shall consist of one part by weight of portland cement and two parts by
weight of fine sand with enough water added to produce a workable consistency. At the time of
assembly, the inside surface of the bell and the outside surface of the spigot shall be clean and
moist.

With packing—A closely twisted gasket of joint packing of the diameter required to support the
spigot at the proper grade and to make the joint concentric shall be made in one piece of sufficient
length to pass around the pipe and lap at the top. The gasket shall be saturated with neat cement
grout, laid in the bell throughout the lower third of the circumference, and covered with mortar.
The end of the spigot shall be fully inserted into the bell so that the pipe sections are closely fitted
and aligned. A small amount of mortar shall be placed in the annular space throughout the upper
two-thirds of the circumference. The gasket then shall be lapped at the top of the pipe and
thoroughly packed into the annular space between the bell and the spigot. The remainder of the
annular space then shall be filled completely with mortar and beveled off at an angle of about 45
degrees with the outside of the bell. If the mortar is not sufficiently stiff to prevent appreciable
(210-VI-NEH, May 2001) 42–4

slump before setting, the outside of the joint thus made shall be wrapped with cheesecloth. After
the mortar has set slightly, the joint shall be wiped inside the pipe. If the pipe is too small for a
person to work inside, wiping may be done by dragging an approved swab through the pipe as the
work progresses.

Without packing—The lower part of the bell shall be filled with stiff mortar of sufficient
thickness to make the inner surface of the abutting sections flush. The spigot end of the pipe to be
joined shall be fully inserted into the bell so that the sections are closely fitted and aligned. The
remaining annular space between the bell and spigot shall then be filled with mortar and the
mortar neatly beveled off at an angle of about 45 degrees with the outside of the bell. After the
mortar has set slightly, the joint shall be wiped inside the pipe. If the pipe too small for a person
to work inside, wiping may be done by dragging an approved swab through the pipe as the work
progresses.

Unsealed joints
When unsealed joints are specified, they shall conform to the details shown on the drawings.

6. Joining tongue and groove pipe
Cement mortar sealed joint
Mortar shall be as specified for bell and spigot joints. The tongue end of the section being placed
shall be covered with mortar and firmly pressed into the groove of the laid section so that the
tongue fits snugly and truly in the groove and that mortar is squeezed out on both the interior and
exterior of the joint. Care shall be taken that no mortar falls from the groove end during the
abutting operation. Immediately after the pipe sections have been abutted, exposed external
surface mortar shall be pressed into the joint and any excess mortar removed. After this is done,
the interior surface of the joint shall be carefully pointed and brushed smooth and all surplus
mortar removed.

Mastic sealed joints
Strips or bands of preformed sealing compound shall be applied to the tongue and groove before
assembly of the joint in accordance with the manufacturer's recommendations. Any compound
extruded from the interior side of the joint during assembly shall be trimmed even with the
interior surface of the pipe.

Rubber gasket joints
The pipe shall be joined in accordance with the gasket manufacturer's recommendations except as
otherwise specified.

Unsealed joints
When unsealed joints are specified, they shall conform to the details shown on the drawings.

7. Banding
When external mortar bands are specified, they shall conform to the details shown on the
drawings.

8. Curing mortar joints and bands
The external surface of mortar joints shall be covered with moist earth, sand, canvas, burlap, or
other approved material and shall be kept moist for 10 days or until the pipe is backfilled. Earth
backfilling operations shall not begin until 24 hours after joints are finished.
(210-VI-NEH, May 2001) 42–5

Water shall not be turned into the conduit within 24 hours after the joints are finished.
Hydrostatic pressure shall not be applied to the conduit before 14 days after the joints are
finished.

9. Pressure testing
Method 1—Pressure testing of the completed conduit is not required.

Method 2—Before the concrete or earth backfill is placed around the conduit, the conduit 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 conduit and the standpipe shall be filled with water. The water level in the
standpipe shall be maintained a minimum of 10 feet above the invert of the upstream end of the
conduit for a period of not less than 2 hours. Any leaks shall be repaired and the conduit shall be
retested as described. The procedure shall be repeated until the conduit is watertight.

Method 3—Before the concrete or earth backfill is placed around the conduit, the conduit shall be
tested at the specified test pressure for a period of at least 2 hours. Any leaks shall be repaired,
and the conduit shall be retested. The procedure shall be repeated until the conduit is watertight.

Method 4—Before the concrete or earth backfill is placed around the conduit joint to be tested,
the joint shall be tested in accordance to ASTM C 1103, Standard Practice for Joint Acceptance
Testing of Installed Precast Concrete Pipe Sewer Lines. Any joints showing leaks shall be relaid
or repaired, and the joint shall be retested. The procedure shall be repeated until the joint passes
the test.

For methods 2, 3, and 4, the pipe joints shall show no leakage. Damp spots developing on the
surface of the pipe are not considered leaks.

10. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the
quantity of each kind, size, and class of pipe or tile is determined to the nearest 0.l foot by
measurement of the laid length along the invert centerline of the conduit. Payment for each kind,
size, and class of pipe or tile is made at the contract unit price for that kind, size, and class. Such
payment constitutes full compensation for furnishing, transporting, and installing the pipe or tile
complete in place.

Method 2—For items of work for which specific unit prices are established in the contract, the
quantity of each kind, size, and class of pipe or tile is determined as the sum of the nominal
laying lengths of the sections used. Payment for each kind, size, and class of pipe or tile is
determined as the sum of the nominal laying lengths of the sections used. Payment for each kind,
size, and class of pipe or tile is made at the contract unit price for that kind, size, and class. Such
payment constitutes full compensation for furnishing, transporting, and installing the pipe or
tile complete in place.

(210-VI-NEH, May 2001) 42–6

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 11 of this specification.
UT-Chief Toquer Dam and Reservoir, June 2024 42–7

11. Items of work and construction details
Items of work and construction details are:

Bid Item 27 – 15-inch Reinforced Concrete Pipe

This item shall consist of furnishing and installing the Reinforced Concrete Pipe (RCP) and end
sections to be installed beneath the West Access Road as shown on the Construction Drawings.

The RCP shall meet the requirements of ASTM C76 Class V pipe and the requirements of Material
Specification 542 – Concrete Culvert Pipe.

The pipe shall have bell and spigot joints and rubber gaskets installed in accordance with Method
1 of Section 5, “Jointing bell and spigot pipe.”

Pressure testing is not required (Method 1 of Section 9 of this specification).

Measurement and payment shall be in accordance with Method 2 of Section 10 of this specification,
and shall be a lump sum amount which shall include furnishing and installing the pipe and end
sections.

UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-1

Construction Specification 45—Plastic Pipe

1. Scope
The work consists of furnishing and installing plastic pipe (except corrugated polyethylene pipe)
and the necessary 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 and do 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 or rocks). The manufacturer's special handling requirements shall be strictly
observed. Special care shall be taken 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 this specification or as shown on the drawings.
The pipe foundation shall be excavated a minimum of 4 inches lower than the pipe grade shown
on the drawings or staked in the field whenever bedrock, boulders, cobbles, or other material that
may cause pipe damage is encountered at planned pipe grade.
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2024
(210-VI-NEH, January 2009) 45-2

5. Laying the pipe
Plastic pipe conduits complete with fittings and other related appurtenances shall be installed to
the lines and 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 the pipe 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.
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 a suitable 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 vertical centerline. Perforations shall be clear of any obstructions on the inside and outside of
the pipe when the pipe is approved by the engineer for backfill.
During installation, the pipe shall be firmly and uniformly bedded throughout its entire length, to
the depth and in the manner specified in section 14 of this specification or as shown on the
drawings. Bell-holes shall be placed in bedding material under bells, couplings, and other fittings
to assure the pipe is uniformly 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 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
be formed in the bedding. The depth of the groove shall be equal to or greater than 0.3 of the pipe
diameter.
Earthfill material used for earth bedding shall be free of rocks or stones greater than 1 inch in
diameter and earth clods greater than 2 inches in diameter.
Sand, gravel, or crushed rock bedding—When sand, gravel, or crushed rock bedding is
specified, the pipe 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
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-3

placed to a depth equal to or greater than 0.3 of the diameter of the pipe above the bottom of the
pipe.
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 is required. Earth haunching and initial backfill material shall consist of soil material that
is free of rocks, 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 that have a maximum thickness of about 6 inches and are compacted as specified
in section 14 of this specification or as shown on the drawings. During compaction operations,
care shall be taken to ensure that the tamping or vibratory equipment does not come in contact
with the pipe and the pipe is not deformed 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 the same 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 the backfill from the top of the initial backfill to the ground surface, including
mounding at the top of the trench. 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 the drawings.
Vehicles or construction equipment shall not be allowed to cross the pipe until the minimum earth
cover and 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
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-4

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 be either 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 effect 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.
When solvent cement joints are specified for PVC or ABS pipe and fittings, they shall be made in
accordance with the following ASTMs and the related appendix of each ASTM; D 2855 for PVC
pipe and 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 as recommended by the manufacturer.
Fittings for nonpressure pipe shall be of the same or similar material as the pipe and shall provide
the same 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 14 of this specification.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-5

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 is required, the contractor shall install an alternative thrust block provision. The
concrete thrust block shall have a thickness of one pipe diameter and a contact face area that shall
be formed against the pipe as shown on the drawings or specified in section 14 of this
specification. Backfill shall be placed on all sides of 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.
(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
installed vertically 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 the standpipe 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 a minimum 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
allowable leakage (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 and fittings 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.
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-6

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 the drawings.
(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 with water such that no air is entrapped during the filling operations.
b. The testing pressure specified in section 14 of this specification shall be continuously
maintained at 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
allowable leakage shall be in accordance with the following:

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

4 .19 .27 .33 .38
6 .29 .41 .50 .57
8 .38 .54 .66 .76
10 .48 .68 .83 .96
12 .57 .81 .99 1.15
14 .67 .95 1.16 1.34
15 .72 1.02 1.25 1.44
16 .76 1.07 1.32 1.52
18 .86 1.22 1.49 1.72
UT-Chief Toquer Dam, March
2024
(210-VI-NEH, January 2009) 45-7

1/ Computation basis
ND PL7,400=

where:
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 inch
d. When observed leakage exceeds the allowable, leaks shall be sealed by replacement of
pipe and fittings as necessary. The conduit shall be retested as described in this section.
The 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.
13. Measurement and payment
For items of work for which specific unit prices are established in the contract, the quantity of
each 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 the contract 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 the work. Payment for appurtenances listed separately in the bid
schedule is made at the contract prices for those items.
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 made subsidiary. Such items and
items to which they are made subsidiary are identified in section 14 of this specification.
UT-Chief Toquer Dam, March 2024 45-8

14. Items of work and construction details

Items of work and construction details are:

Bid Item 28 – 12-inch Toe Drain HDPE Pipe (solid and slotted)

This item shall consist of furnishing and installing the solid and slotted HDPE pipes along with
all necessary fittings as shown on the Drawings. The HDPE pipes and fittings shall be PE 4710.

The HDPE pipes shall be sized according to Iron Pipe Size (IPS) dimensions. HDPE pipe sections
shall be joined by butt heat fusion, flanged, or electrofusion couplings. Joining shall be completed
following the recommendations of the pipe manufacturer and joining equipment or joint product
manufacturer.

Unless otherwise approved by the Engineer, the 12-inch HDPE pipes shall have a dimension ratio
(DR) of 26.

Pressure testing is not required for this HDPE pipe (Method 1 of Section 12 of this specification).

Only small hand operated compaction equipment shall be allowed to travel on top of the pipeline
alignments until at least three feet of backfill is placed over the top of the pipe.

Measurement and payment shall be in accordance with Section 13 of this specification. Payment
shall constitute full compensation for Subsidiary Item – Camera Inspection that is associated with
this bid item.

Bid Item 29 – 16-inch Solid HDPE

This item shall consist of furnishing and installing the 16-inch solid HDPE pipe along with all
necessary fittings as shown on the Drawings. The HDPE pipe and fittings shall be PE 4710.

The HDPE pipe shall be sized according to Iron Pipe Size (IPS) dimensions. HDPE pipe sections
shall be joined by butt heat fusion, flanged, or electrofusion couplings. Joining shall be completed
following the recommendations of the pipe manufacturer and joining equipment or joint product
manufacturer.

The 16-inch solid pipe shall have a dimension ratio (DR) of 26.

Pressure testing is not required for this HDPE pipe (Method 1 of Section 12 of this specification).

Pipe bedding material shall meet the requirements for Earth Bedding specified in Section 6 of this
specification.

Initial and Final Backfill shall be in accordance with Section 7 of this specification. Lift thickness
shall not exceed 12 before compaction and the material shall be compacted to at least 93% of the
maximum density determined in accordance with ASTM D698.

UT-Chief Toquer Dam, March 2024 45-9

Only small hand operated compaction equipment shall be allowed to travel on top of the pipeline
alignments until at least three feet of backfill is placed over the top of the pipe.

Measurement and payment shall be in accordance with Section 13 of this specification. Payment
shall constitute full compensation for Subsidiary Item – Camera Inspection that is associated with
this bid item.

Bid Item 30 – Vent Pipes

This item shall consist of furnishing and installing the vent pipes along with all necessary fittings
as shown on the drawings. The HDPE pipes and fittings shall be PE 4710.

The HDPE pipes shall be sized according to Iron Pipe Size (IPS) dimensions. HDPE pipe sections
shall be joined by butt heat fusion, flanged, or electrofusion couplings. Joining shall be completed
following the recommendations of the pipe manufacturer and joining equipment or joint product
manufacturer.

The 12-inch and 14-inch HDPE vent pipes shall have dimension ratios (DR) of 11.

Pressure testing is not required for these HDPE pipes (Method 1 of Section 12 of this
specification).

Only small hand operated compaction equipment shall be allowed to travel on top of the pipeline
alignments until at least three feet of backfill is placed over the top of the pipe.

Payment for the vent pipes shall be made on a lump sum basis. Payment shall constitute full
compensation for Subsidiary Item – Galvanized Steel Vent Pipes.

Subsidiary Item – Camera Inspection

This item shall consist of providing video camera inspection of all HDPE pipelines. The Engineer
shall be present to observe all video inspection.

Video camera inspection shall be completed for these HDPE pipelines prior to substantial
completion of the project. In the event that the pipe is damaged, or debris is present, the camera
inspection shall be repeated following remedial work.

Camera inspection shall be subsidiary to the bid item with which it is associated.

UT- Chief Toquer Dam, June 2024 452-1

Construction Specification 452—Steel Pipe

1. Scope
The work shall consist of furnishing steel pipe complete with lining, fittings, and appurtenances.

2. Material
Steel pipe shall conform to the requirements of AWWA C 200, Steel Water Pipe, 6 Inches and
Larger. Steel pipe fittings shall conform to the requirements of ASTM A858 or A865.

Unless otherwise specified, special fittings and appurtenances shall be of the same material as the
pipe.

The steel pipe shall be lined with cement mortar meeting the requirements of AWWA C205. The
exterior of the pipe shall be coated with polyurethane applied in accordance with AWWA C222.
The polyurethane shall be applied in at least two coats and shall have a total thickness of at least
25 mils.

The ends of the pipe shall be beveled by the manufacturer for field welding except where flanges
will be installed. Flanges will be installed by the pipe supplier at the locations shown on the
Drawings.

3. Lining and Coating
The lining materials shall be shop applied in in accordance with the applicable AWWA standards.
The lining and Coating shall be held back from the joints to allow field welding.

4. Excavation
Excavation shall be in accordance with Construction Specification 21 or as specified in section 12
of this specification.

5. Laying and bedding the pipe
Pipe shall be installed to the line and grade shown on the drawings. Unless otherwise specified, the
pipe shall be installed so that there are no reversals of grade between joints, and shall be installed
in accordance with the manufacturer's recommendations. The pipe shall be firmly and uniformly
bedded to the depth and in the manner specified on the drawings. An ample bell hole working area
may be left at pipe joints to perform welding, coating, and other related activities. The bell hole
area shall then be bedded, as specified, before backfill operations.

The pipe shall be weighed down sufficiently to prevent its displacement from the bedding during
placement of the backfill under the haunches.

UT- Chief Toquer Dam, June 2024 452-2

6. Joints and connections
Pipe joints shall conform to the details shown on the drawings and shall be sound and watertight
during hydrostatic pressure testing.

Welded joints—Welding and welded joints shall conform to the welding procedure details and
requirements of AWWA Standard C206. Field welding shall be done in such a way as to avoid
burning the protective coating on the pipe.

Welded field joints shall be full penetration butt welded joints.

Flanged joints—All steel ring flanges shall be fabricated in accordance with AWWA Standard
C207. Gaskets shall be either a neoprene cloth insert 1/16 or 1/8 inch thick or red rubber 1/16
inch thick. The gasket shall be full face where used between flat face flange surfaces. All
flanged joints shall be made up tightly and shall not leak. Bolts used for flanged joints shall be
stainless steel

Fitting and coupling coatings—Compression couplings, mechanical couplings, and flanged
fittings shall be shop coated with polyurethane meeting the requirements of AWWA C222. All
bolts furnished for flanges, couplings, and other types of bolted connections shall be stainless
steel.

7. Field lining, coating, wrapping, and repair
At locations along the steel pipelines where shop application of the lining and coating materials is
impractical, lining and coating materials shall be applied in the field in accordance with the
requirements of the applicable AWWA specification.

8. Handling the pipe
The contractor shall furnish such equipment as is necessary to place the pipe without damaging the
pipe or coating. Coated pipe shall be handled in the manner specified in AWWA Standard C210.

9. Pressure testing
If pressure testing of the conduit is specified, it shall be performed as follows:
a. Placement of backfill before pressure testing shall be as specified in section 10 of this
specification.
b. Before pressure testing, the pipeline shall be flushed and cleaned.
c. The pipeline shall not be pressure tested until concrete in the anchor and thrust blocks has
attained the minimum specified compressive strength.
d. The total conduit or section of the conduit, to be tested shall be filled with clean water at the
rate specified and tested at the pressure specified in section 12 of this specification.
e. The section of conduit being tested shall be allowed to stand full of water for at least 24
hours before the start of pressure and leakage test. Test pressure shall be held constant for 8
hours. If the amount of water loss exceeds the limit specified, the leaks shall be repaired and
the conduit shall be retested. The procedure shall be repeated until the amount of water loss
is within the limits specified in section 12 of this specification.
UT- Chief Toquer Dam, June 2024 452-3

10. Backfill
Method 1—Backfill, in accordance with Construction Specification 23 and section 12 of this
specification, shall be made only in sufficient 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
and horizontal angle points, road crossings, and thrust blocks. Backfill shall be placed in
such a way that the conduit and joints will not be subject to displacement or damage.
b. All joints and connections shall be completely exposed for visual inspection during testing,
except at locations that may be exempt as outlined in the previous exemption.

Method 2—Backfill, in accordance with Construction Specification 23 and section 12 of this
specification, shall be to its final depth as shown on 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 to
repair any leakage when water loss exceeds the amount specified in section 12 of this specification.
After pressure testing is satisfactorily completed, the backfill shall be placed in accordance with
Construction Specification 23 and section 12 of this specification.

11. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the
quantity of each type and size of pipe is determined to the nearest 0.1 foot by measurement of the
installed length of pipe along the centerline of the pipe. Payment for each type and size of pipe is
made at the contract unit price for that type and size of pipe. Such payment constitutes full
compensation for furnishing, transporting, installing, and testing the pipe, including the necessary
fittings and all other items necessary and incidental to the completion of the work.

Method 2— For items of work for which specific unit prices are established in the contract, the
quantity of each size, type and class of fitting will be determined by the number of each installed
unless included as part of another bid item. Payments for each size and type of fitting will be made
at the contract unit price for the size and type of fitting. Such payment will constitute full
compensation for furnishing, transporting and installing the fitting complete in place including
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

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 12 of this specification.

UT- Chief Toquer Dam, June 2024 452-4

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

Bid Item 31 – 36-inch Steel Pipe

This item shall consist of furnishing and installing the 36-inch steel pipe as shown on the
Construction Drawings.

Steel pipe shall be manufactured using steel having a yield strength of at least 50 ksi. Two lengths
of the pipe shall be fabricated with flange fittings as shown on the Drawings.

Cement mortar lining shall be kept moist during storage, shipping, and installation to limit
shrinkage cracking. The supplier shall provide a polyethylene or other suitable bulkhead on the
ends of the pipe and on all special openings to prevent drying of the lining. All bulkheads shall
remain intact during shipping and storage.

Unless otherwise approved by the Engineer, cement used in the mortar lining shall meet the
requirements of ASTM C150 Type V. Aggregate used in the mortar lining shall be “Fine
Aggregate” as defined by ASTM C33.

Pressure testing shall be performed in accordance with Section 9 of this specification. The pipe
shall be tested prior to installation of encasement concrete. The test pressure shall be 100 psi.
Allowable pipe leakage shall be calculated in accordance with the procedure specified in
Construction Specification 45.

Method 1 of Section 11 of this specification “Measurement and Payment,” shall apply.

UT – Chief Toquer Dam, March
2024
(210-VI-NEH, May 2001) 53-1

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,
Ductile-Iron Pipe. Thickness class of pipe and rated working pressure shall be as specified in
section 9 of this specification 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 and uniformly bedded within the trench throughout the entire length of the
pipe section to the depth and in the manner 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
the pressures 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
is damaged 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
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2024
(210-VI-NEH, May 2001) 53-2

attained the minimum specified compressive strength unless other specified methods of
thrust restraint are provided.
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 this specification.
e. The section of conduit being tested shall be allowed to stand full of water for a minimum of
24 hours 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 9 of this specification, the leak(s) shall be repaired or otherwise corrected and the
conduit shall be re-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
in sufficient 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
and horizontal 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
shown on 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 to
correct 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 of pipe along the crown centerline of the conduit. Payment for each size and thickness class
of pipe is made at the contract unit price for that size and thickness class of pipe. Such payment
constitutes full compensation for furnishing, transporting, handling, and installing the pipe and
necessary fittings and appurtenances 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 made subsidiary are identified in section 9 of this specification.

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53-3

9. Items of work and construction details

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

Bid Item 32 –Ductile Iron Pipe and Fittings

The work will consist of furnishing and installing all ductile iron pipe and fittings at the downstream
end of the outlet conduit shown on the Construction Drawings.

The pipe shall be Pressure Class 350.

The ductile iron pipe conduit shall be pressure tested with the 36-inch welded steel pipe.

Backfill shall be in accordance with Method 1 of Section 7.

Payment for this bid item shall be made on a lump sum basis. Payment shall constitute full
compensation for Subsidiary Item – Butterfly Valves.

UT- Chief Toquer Dam, June 2024 460-1

Construction Specification 460 – Miscellaneous Pipeline
Appurtenances

1. Scope
This section of the specifications shall apply to all miscellaneous pipeline appurtenances including
meters, gate valves, butterfly valves, air valves, blow-offs, outlet assemblies, and all other
miscellaneous appurtenances as required.
The Contractor shall furnish and install all valves, fittings, joint restraints, manholes, manhole
covers, concrete, valve boxes, risers, vents, headwalls, screens, etc. necessary to make a functioning
appurtenance as shown on the plans.
2. Concrete
All concrete and reinforcing steel (e.g. for air valve supports, etc.) shall meet the requirements of
Construction Specification 31 with the exception that f'c = 3,500 psi concrete and Grade 60
reinforcing steel may be used.
3. Precast Concrete Manholes, Vaults and Covers
Precast Concrete Manhole Sections. All precast sections, including base sections, riser sections,
cones, grade rings, and flat slab tops, shall conform to "Standard for Precast Reinforced Concrete
Manhole Sections" (ASTM Designation C 478) and to the dimensions shown on the plans. Flat slab
manhole top sections shall be designed for an H-20 loading. Cement used in concrete manholes
shall be Type V Portland cement. Cones shall be concentric or eccentric as called for on the plans.
Grade rings shall be standard product, manufactured particularly for use in manhole construction
and sized to fit the cones on which they are to be placed. Wall thickness shall be not less than that
of the cone. Grade rings shall be not less than 2 inches high, nor more than 6 inches high. All
precast components shall have tongue and groove ends. Each manhole section shall be set plumb.
Sections of various heights shall be used in order to bring the top of the manhole ring and cover to
the finished surface elevation shown on the plans. Sufficient mortar or joint sealing compound shall
be placed between sections to provide a watertight seal.
Precast Concrete Vaults. All precast sections, including base sections, riser sections, and flat slab
tops, shall be constructed in accordance with the requirements of ASTM C858 and the Construction
Drawings. Flat slab top sections shall be designed for an H-20 loading. Cement used in concrete
vaults shall be Type V Portland cement. All precast components shall have tongue and groove ends.
Each vault section shall be set plumb and level. Sections of various heights shall be used in order
to bring the top of the vault to the finished surface elevation shown on the plans. Sufficient mortar
or joint sealing compound shall be placed between sections to provide a watertight seal.
Manhole Covers and Frames. The manhole covers and frames shall be heavy duty and shall
conform to ASTM A-48, Class 30. Bearing surfaces shall be machined to flat, plane surfaces which
provide for full contact between frame and cover. The total combined weight of the frame and cover
shall not be less than 360 lbs.
All frames and covers shall have an access opening of not less than 30 inches and shall be vented
with at least 0.5 square feet minimum clear opening.
UT- Chief Toquer Dam, June 2024 460-2

4. Air Valves
Air valves shall be furnished and installed where shown on the drawings to the size and dimensions
shown in the detail drawings.
Where combination air-release/vacuum valves are called for, the body, cover, and frame shall be
cast iron, the float and trim shall be stainless steel, and the seat shall be Buna-N. The valve shall
also be rated at 250-psi minimum and shall be capable of allowing air to enter pipe under vacuum.
All air valves shall be a combination air-release / vacuum valve by APCO, or Engineer approved
equal.
Air valves shall be furnished with shutoff valves and spacing nipples and shall be capable of
normal, gentle closure regardless of the initial velocity of the pipeline fluid. The valve shall be
mounted as shown on the plans.
5. Valves
Gate Valves. Except as otherwise provided herein, gate valves shall conform to the "Standard for
Gate Valves for Ordinary Water Works Service" (AWWA C 509). Valves shall be of the iron
bodied, resilient wedge, except as otherwise shown, counterclockwise opening, and provided with
a 2 inch square operating nut, or hand wheel, as shown. Valves with non-rising stems shall have O-
ring seals. Valves with outside screw and yoke shall be provided with stuffing boxes. Unless
otherwise specified all interior parts of gate valves, including discs, shall be constructed of bronze
conforming to the requirements contained in Subsection 2.9(a)(4). Gate valves shall be furnished
with flanged ends, hub ends, or with "Ring-Tite" or approved equal ends as shown.
Gate valves 20 inch and larger in diameter shall be manufactured in accordance with AWWA
Standard C-500-80. Valves shall have mechanical joint or flanged ends, as indicated on the plans,
and shall have a clear waterway equal to the full nominal diameter of the valve. Valves shall be
double disc parallel seat type with non-rising stems, and provided with a 2” square nut. Valves shall
be installed with horizontal stems, and equipped with bronze rollers, tracks, and scrapers. All valves
20-inch and larger shall be furnished with valved bypass mounted directly to valve body with cast
iron flanged connections. All gate valves shall be fusion bonded epoxy lined and coated. Gate
valves shall be as manufactured by Mueller, Pratt, Kennedy, or approved equal.
Butterfly Valves. All butterfly valves shall be of the tight closing, rubber-seat type with rubber
seats that are securely fastened to the valve body. No metal-to-metal seating surfaces shall be
permitted. Valves shall be bubble-tight at rated pressures with flow in either direction, and shall be
satisfactory for applications involving valve operation after long periods of inactivity. Valve discs
shall rotate 90 degrees from the full open position to the tight shut position. Valves 20 inches and
smaller shall meet the requirements of AWWA Standard C504 for Class 150B. The manufacturer
shall have manufactured tight-closing, rubber-seat butterfly valves for a period of at least five years.
Valve bodies shall be constructed of cast iron ASTM A126 Class B (for flanged end valves) or
ASTM A48 Class 40 for wafer-type valves. Flange drilling shall be in accordance with ANSI B16.1
standard for cast iron flanges. Two trunnions for shaft bearings shall be integral with each valve
body. Body thickness shall meet the requirements of AWWA Standard C504.
Valve discs shall be constructed of alloy coast iron ASTM A436 Type I (Ni-Resist). Shafts of all
valves shall be turned, ground, and polished. Valve shafts shall be constructed of 18-8 Type 304 or
Type 316 stainless steel. Shaft diameters must meet minimum requirements established by AWWA
Standard C504 for Class 150B.
UT- Chief Toquer Dam, June 2024 460-3

Valve seats shall be of synthetic compound. Valves shall have seats that are simultaneously molded
in, vulcanized, and bonded to the body. Seat bond must withstand 75 pounds pull under test
procedure ASTM D429, Method B.
Valves shall be fitted with sleeve-type bearings. Bearings shall be corrosion-resistant and self-
lubricating. Bearing load shall not exceed 1/5 of the compressive strength of the bearing or shaft
material.
Packing shall be self-adjusting Chevron type.
Valve operators shall conform to AWWA C504.
Manual operators shall be of the traveling nut, self-locking type and shall be designed to hold the
valve in any intermediate position between fully open and fully closed without creeping or
fluttering. Operators shall be equipped with mechanical stop-limiting devices to prevent over-travel
of the disc in the open and closed positions. Valves shall close with a (clockwise) rotation.
Operators shall be fully enclosed and designed to produce the specified torque with a maximum
pull of 80 pounds on the hand wheel or chain wheel. Operator components shall withstand the hand
wheel or chain wheel. Operator components shall withstand an input of 450 foot-pounds at extreme
operator position without damage.
Valve Boxes. All valves not inside a structure shall be provided with a cast iron valve box of
extension sleeve type, and the correct adjustable height to bring the top of the valve box flush with
the ground surface. The valve box shall be not less than 5 inches in diameter, shall have a minimum
thickness of 3/16 inch, and shall be provided with suitable base and cover. The word
"IRRIGATION" shall be cast on the cover. There shall be furnished one "T" handle operating
wrench for each five new valves installed on this project.
Valve boxes shall be installed, plumbed, and properly positioned to allow access of the operating
wrench. To insure that box is not displaced, the backfill shall be hand mechanically tamped for a
distance of 5 feet each way along the trench.
All valve boxes not located within asphalt paved streets shall be cast in concrete pads. The concrete
pads shall be as shown on the plans.
All valve boxes greater than 4 feet in length shall be equipped with a wrench nut and an extension
stem in such a way to permit valve operation with a 6-foot long T –wrench handle.
6. Bolts
Unless otherwise shown, nuts and bolts shall be a zinc plated and shall conform with the
"Specifications for Low-Carbon Steel Externally and Internally Threaded Standard Fasteners",
Grade B (ASTM A307), or "Specifications for Carbon Steel Bars Subject to Mechanical Property
Requirements" (ASTM A306) or Threaded parts of ASTM Designation A36 and shall meet the
following additional requirements: (1) the nut materials shall be free-cutting steel; and (2) the nuts
shall be capable of developing the full strength of the bolts. Threads shall be Coarse Thread Series
conforming to the requirements of the American Standard for Screw Threads. All bolts shall have
hexagon heads, and nuts and bolts shall be Heavy Hexagon Series.
7. Mechanical-Type Couplings
Mechanical type couplings shall be designed for a water working pressure equal to the design
pressure for the pipe on which they are to be installed, and shall be equipped with a Grade H rubber
UT- Chief Toquer Dam, June 2024 460-4

gasket for water service. Couplings shall be Gustin-Bacon or Victaulic, Style 44 or Style 77, or
equal. Buried couplings shall be epoxy coated.
Sleeve-Type Couplings
Sleeve-type couplings shall be Smith-Blair Type 411, Dresser Style 38, or approved equal, and
shall be of steel without pipe stop, and shall be in sizes to fit the pipe and fittings shown. The middle
ring shall be not less than 1/4" in thickness and may be either 5 or 7 inches long. Buried sleeve-
type couplings shall be provided with Type 304 stainless steel bolts, and all surfaces shall be epoxy-
coated at the factory.
Mechanical Joint & Flange Installation
Mechanical joints and flange connections shall be installed in accordance with the Manufacturer’s
recommended procedure. Flange faces shall be centered and aligned to each other before
assembling and tightening bolts. In no case shall the flange bolts be used to draw the flanges into
alignment. Bolt threads shall be lubricated, and flat washers shall be fitted under the flange nuts.
Bolts shall be evenly tightened according to the tightening pattern torque step recommendations of
the Manufacturer. At least 1 hour after initial assembly, flange connections shall be re-tightened
following the tightening pattern and torque step recommendations of the Manufacturer. The final
tightening torque shall be 100 ft-lbs or less as recommended by the Manufacturer.
8. Pipe Handling
When lifting with slings, only wide fabric choker slings shall be used to lift, move, or lower pipe
and fittings. Wire rope or chain shall not be used. Slings shall be of sufficient capacity for the load,
and shall be inspected before use. Worn or defective equipment shall not be used.
9. Manhole & Valve Adjustment to Grade
Frames and covers of the existing sewer manholes and water and air valves shall be adjusted to
final finish grade in accordance with the provisions outlined in the latest edition of said "Standard
Specifications", these specifications and the Engineer's direction.
Adjusting the manhole frame and cover or valve lid will include placing a concrete collar around
the manhole frame or valve lid to the finish grade. Neither the concrete collar, the frame nor the
manhole lid shall deviate in any direction from the existing finish grade by more than 1/8 inch.
Existing manhole frames and covers, if salvaged undamaged, may be reused. If damaged, a new
frame and/or cover shall be furnished. Full compensation for furnishing new cast iron frames and
covers for the sewer manholes shall be considered as included in the contract price bid for adjusting
sewer manholes and valves, and no additional allowance will be given therefore.
10. Painting and Coatings
General. The Contractor shall furnish all labor, material and equipment necessary to complete the
painting and to provide protective coatings as specified or required. All coating thicknesses
described herein refer to dry-film thickness.
Epoxy Coating
a. General. Where specified or shown, an epoxy coating shall be applied as specified herein.
b. Color. The color shall be approved by the Owner prior to application.
UT- Chief Toquer Dam, June 2024 460-5

Material. Except as otherwise provided herein, the material used shall be 100% powder epoxy and
shall by Three-M Company "Scotchcoat", Michigan Chrome and Chemical Company "Miccron
650 or 651", or approved equal. Where in the Engineer's opinion, because of the nature of the item
being coated, it would be impossible to use the powder epoxy method without causing damage to
the item, the use of a liquid epoxy will be permitted. Said liquid epoxy shall be Three-M Company
No. 306, Keysite 740, or approved equal.
Surface Preparation. The surface shall be blast-cleaned in accordance with SSPCSP-5 (White
Metal Blast Cleaning). The grit size used shall be as recommended by the epoxy manufacturer. All
joints shall be ground smooth before blasting.
Application. Application of the epoxy coating shall be in accordance with the manufacturer's
instructions; provided that, if liquid epoxy is permitted, it shall be applied in not less than 3-spray-
coats to give the required total thickness.
Thickness of Coating. The minimum dry coating thickness shall be 8 mils, provided, however,
that the thickness of coating in the grooves for valves or fittings designed to receive a rubber gasket
shall be approximately 5 mils.
Inspection. Coating thickness shall be checked with a non-destructive magnetic type thickness
gage. Coating integrity shall be tested with a sponge testing unit operating at approximately 60
volts. All pinholes shall be marked, repaired, and retested. No pinholes or other irregularities will
be permitted in the final coating.
Field Repairs. If small local repairs are necessary, they shall be made using the same liquid epoxy
with which the item was initially coated. The surface must first be hand tool-cleaned in accordance
with SSPC-SP-2 (Hand Tool Cleaning). The repair epoxy material shall be applied in accordance
with the manufacturer's instructions.
11. Measurement and Payment
For items of work for which specific unit prices are established in the contract, the quantity of each
size, type and class of appurtenance will be determined by the number of each installed unless
included as part of another bid item. Payments for each size and type of appurtenance will be made
at the contract unit price for the item. Such payment will constitute full compensation for
furnishing, transporting and installing the appurtenance complete in place including 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
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 to which they are made subsidiary are identified in Section 12 of this specification.

UT- Chief Toquer Dam, June 2024 460-6

12. Items of Work and Construction Details
Items of work to be performed in conformance with the specification and construction details are:
Bid Item 33 – 5-Foot Drain Manholes
This item shall consist of furnishing and installing the 5-foot diameter precast manholes along the
toe drain that are greater than 5 feet tall as shown on the Construction Drawings. The “Painting and
Coating” section of this specification is not applicable.
Measurement and payment shall be in accordance with section 11 of this specification and shall
include steps, grating, cover, vented lid and all other items shown on the drawings or necessary for
proper installation and operation.
Bid Item 34 – 5-Foot Access Manholes
This item shall consist of furnishing and installing the 5-foot tall and 5-foot diameter precast access
manholes shown on the Construction Drawings. The “Painting and Coating” section of this
specification is not applicable.
Measurement and payment shall be in accordance with section 11 of this specification and shall
include steps, grating, cover, vented lid, and all other items shown on the drawings or necessary
for proper installation and operation.
Bid Item 35 – 8-Foot Access Manhole
This item shall consist of furnishing and installing the 8-foot precast manhole shown on the
Construction Drawings. The “Painting and Coating” section of this specification is not applicable.
Measurement and payment shall be in accordance with section 11 of this specification and shall
include steps, grating, cover, vented lid and all other items shown on the drawings or necessary for
proper installation and operation.
Subsidiary Item – Butterfly Valves
This item shall consist of furnishing and installing the butterfly valves at the downstream end of
the outlet conduit shown on the Construction Drawings. Payment for the butterfly valves is
subsidiary to the Ductile Iron Pipe and Fittings bid item.

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(210-VI-NEH, January 2014) 61–1

Construction Specification 61-—Rock Riprap

1. Scope
The work shall consist of the construction of rock riprap revetments and blankets, including filter
or bedding where specified.
2. Material
Rock riprap shall conform to the requirements of Material Specification 523, Rock for Riprap, or
if so specified, shall be obtained from designated sources. It shall be free from dirt, clay, sand,
rock fines, and other material not meeting the required gradation limits.
At least 30 days before rock is delivered from other than designated sources, the contractor shall
designate 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 shall provide the contracting officer's technical representative (COTR) free access
to the source for the purpose of obtaining samples for testing. The size and grading of the rock
shall be as specified in section 8.
Rock from approved sources shall be excavated, selected, and processed to meet the specified
quality and grading 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 rock is shaped midway between a sphere and a cube, typical size/weight relationships
are:
Sieve size
of rock
Approx. weight
of rock
Weight of test pile
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 shall be performed in accordance with ASTM D5519, Test Method A or B.
The analysis shall be performed at the work site on a test pile of representative rock. The mass of
the test pile shall be at least 20 times the mass of the largest rock in the pile The results of the test
shall be compared to the gradation required for the project. Test pile results that do not meet the
construction specifications shall be cause for the rock to be rejected. The test pile that meets
contract requirements shall be left on the job site as a sample for visual comparison. The test pile
shall be used as part of the last rock riprap to be placed.
Filter or bedding aggregates when required shall conform to Material Specification 521,
Aggregates for Drainfill and Filters, unless otherwise specified. Geotextiles shall conform to
Material Specification 592, Geotextile.

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(210-VI-NEH, January 2014) 61–2

3. Subgrade preparation
The subgrade surface on which the rock riprap, filter, bedding, or geotextile is to be placed shall
be cut or filled and graded to the lines and grades shown on the drawings. When fill to subgrade
lines is required, it shall consist of approved material and shall conform to the requirements of the
specified class of earthfill.
Rock riprap, filter, bedding, or geotextile shall not be placed until the foundation preparation is
completed and the subgrade surface has been inspected and approved.
4. Equipment-placed rock riprap
The rock riprap shall be placed by equipment on the surface and to the depth specified. It shall 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 shall be delivered and placed in a
manner that ensures the riprap in place is reasonably homogeneous with the larger rocks
uniformly distributed and firmly 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 shall be placed in a manner to prevent damage to structures. Hand placing is required
as necessary to prevent damage to any new and existing structures.
5. Hand placed rock riprap
The rock riprap shall be placed by hand on the surface and to the depth specified. It shall be
securely bedded with the larger rocks firmly in contact one to another without bridging. Spaces
between the larger rocks shall be filled with smaller rocks and spalls. Smaller rocks shall not be
grouped as a substitute for larger rock. Flat slab rock shall be laid on its vertical edge except
where it is laid like paving stone and the thickness 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
material shall be placed on the prepared subgrade surface as specified. Compaction of filter or
bedding aggregate is not required, but the surface of such material shall be finished reasonably
smooth and free of mounds, dips, or windrows.
7. Measurement and payment
For items of work for which specific unit prices are established by the contract, the volume of
each type of rock riprap and filter or 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, filter, or bedding. Such
payment is considered full compensation for completion of the work.
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 8.

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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.

UT- Chief Toquer Dam, March 2024 61–4

8. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Bid Items 36 – Rock Riprap, Liner
The work shall consist of borrowing, processing, hauling, and placing the 12-inch rock riprap
shown on the Construction Drawings.
Rock riprap shall meet the classification requirements shown on the Construction Drawings.
Rock riprap shall be basalt rock processed from materials borrowed from the Basalt Borrow area
or from the on-site stockpiles. Riprap shall also include other rock types meeting the requirements
of Rock Type 1 as defined in Material Specification 523 that are processed from on-site
stockpiles.
Measurement and payment shall be in accordance with Section 7 of this specification. Payment
for this item shall include all work necessary to furnish, transport, and install the rock riprap at
the locations shown on the Construction Drawings or directed by the Engineer.

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(210-VI-NEH, May 2001) 63-1

Construction Specification 63—Treatment of Rock Surfaces

1. Scope
This work consists of preparing and cleaning the designated rock surfaces, including the specified
dental excavation, and the furnishing and placing of the specified treatment material for either
dental or slurry grout.

2. Material
Portland cement shall conform to the requirements of Material Specification 531 for the type
specified in section 10 of this specification.

Pozzolans conforming to the ASTM C 618, Class C or F, may be used in amounts not to exceed
25 percent, based on absolute volume, to substitute for an equal amount of portland cement in the
concrete grout mixture, unless otherwise specified in section 10 of this specification.

Aggregates shall conform to the requirements of Material Specification 522, Aggregates for
Portland Cement Concrete, except that the grading for coarse aggregate shall be as specified in
section 10 of this specification.

Water shall be clean and free from injurious amounts of oil, acid, alkali, organic matter, or other
deleterious substances.

Admixtures, when specified, shall be of the type and quality specified in section 10 of this
specification.

Curing compound shall conform to the requirements of Material Specification 534, Concrete
Curing Compound.

3. Preparation and cleaning
After excavation of the overburden has been completed, the rock surfaces shall be thoroughly
cleaned and dewatered. All loose rock, ledges, and overhangs exposed during preparation of the
rock surfaces shall be removed. Surfaces exceeding the slope limitations specified in section 10
of this specification shall be eliminated by excavation or by filling with concrete as described in
section 7 of this specification.

Dental excavation shall consist of the removal of all soil and soft or loose rock from cracks,
fissures, holes, and solution channels exposed during excavation activities. The extent of the
dental excavation shall be as shown on the drawings with onsite adjustments as determined by the
engineer.

Rock surfaces shall be cleaned by air-water cutting, water jetting, wire brush scrubbing, or other
suitable methods determined necessary to obtain an acceptable surface. No surface treatment
material shall be applied until rock surfaces have been inspected and approved.

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(210-VI-NEH, May 2001) 63-2

Rock surfaces shall be free of standing or running water during the placement of surface
treatment material.

4. Design of surface treatment material
The treatment material and mix proportions shall be as specified in section 10 of this
specification. During the surface treatment operation, the engineer may require adjustment of the
mix proportions. The mix shall not be altered without the approval of the engineer.

5. Handling and measurement of material
Material shall be stockpiled and batched by methods that prevent segregation or contamination of
aggregates and ensure accurate measurement and proportioning of the mix ingredients.

Except as otherwise provided in section 10 of this specification, cement and aggregates shall be
measured as follows:
a. Cement shall be measured by weight or in bags of 94 pounds each. When cement is
measured in bags, no fraction of a bag shall be used unless properly weighed.
b. Aggregates shall be measured by weight. Mix proportions shall be based on saturated,
surface-dry weights. The batch weight of each aggregate shall be required saturated,
surface-dry weight plus the weight of the surface moisture it contains at the time of
batching.
c. Water shall be measured, by volume or weight, to an accuracy within 1 percent of the total
quantity of water required for the batch.
d. Admixtures shall be measured within a limit of accuracy of 3 percent.

6. Mixers and mixing
The mixer, when operating at capacity, shall be capable of combining the ingredients of the
concrete into a thoroughly mixed and uniform mass and of discharging the mix with a satisfactory
degree of uniformity.

The mixer shall be operated within the limits of the manufacturer's guaranteed capacity and speed
of rotation.

The time of mixing, after all cement and aggregates are combined in the mixer, shall be a
minimum of 1 minute for mixers having a capacity of 1 cubic yard or less. For larger capacity
mixers, the minimum time shall be increased 15 seconds for each cubic yard or fraction thereof of
additional capacity. The batch shall be so charged into the mixer that some water enters before
the cement and aggregates, with the balance of the mixing water introduced into the mixer before
a fourth of the total mixing time has elapsed.

No mixing water in excess of the amount required by the approved job mix shall be added to the
grout mix during mixing or hauling or after arrival at the delivery point.

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(210-VI-NEH, May 2001) 63-3

7. Conveying and placing
Surface treatment material shall be delivered to the site and placed within 1.5 hours after the
introduction of the cement to the aggregates. In hot weather or under conditions contributing to
accelerated stiffening of the concrete, the time between the introduction of the cement to the
aggregates and complete discharge of the concrete shall be a maximum of 45 minutes. The
engineer may allow a longer period if the setting time of the concrete is increased a corresponding
amount by the addition of an approved set-retarding admixture. In any case concrete shall be
conveyed from the mixer to the final placement as rapidly as practical by methods that prevent
segregation of the aggregates, loss of mortar, or both.

Concrete shall not be allowed to free fall more than 5 feet unless suitable equipment is used to
prevent segregation.

Surface treatment material shall not be placed until the rock surfaces have been inspected and
approved by the engineer.

All cracks, fissures, solution channels, and other surfaces within the designated area shall be
treated as shown on the drawings. Surfaces to be treated shall be kept moist for at least 2 hours
before treatment.

Concrete shall be filled against any specified remaining rock surfaces that exceed the slope
limitations and shall be shaped so that no part of the finished surface exceeds these limitations.

Material placed in cracks, fissures, and solution channels shall be consolidated by vibration,
spading, or tamping as necessary to assure complete filling of the void.

8. Curing and protection
Method 1—The surface of treatment material shall be prevented from drying for a minimum
curing period of 7 days after placement. Exposed surfaces shall be maintained in a moist
condition continuously for the 7-day curing period or until curing compound has been applied as
specified in this section. Moisture shall be maintained by sprinkling, flooding, or fog spraying or
by covering with continuously moistened canvas, cloth mats, straw, sand, or other acceptable
material. Water or moist covering shall be used to protect the concrete treatment during the curing
process without causing damage to the treatment surface by erosion or other mechanisms that
may cause physical damage.

The concrete treatment material may be coated with an approved curing compound as an
alternative method to maintaining a continuous moisture condition during the curing period. The
compound shall be sprayed on the moist treatment surfaces as soon as free water has disappeared
and all surface finishing has been completed. The compound shall be applied at a minimum
uniform rate of 1 gallon per 175 square feet of surface and shall form a continuous adherent
membrane over the entire treated surface. Curing compound shall not be applied to surfaces
requiring bond to subsequently placed grout or concrete. If the membrane is damaged during the
curing period, the damaged area shall be resprayed at the rate application specified for the
original treatment.

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(210-VI-NEH, May 2001) 63-4

Backfilling operations shall not commence for a minimum period of 24 hours following the
placement of concrete treatment unless otherwise specified.

Method 2—A minimum earth cover of 1.5 feet depth shall be placed and compacted before the
rock surface treatment material (concrete) has established an initial set. The earth cover may be
placed on the concrete with a dragline or hoe, or it can be bladed onto the treated surface by
lightweight dozer or similar equipment operating from a covered and compacted surface.
Compaction shall be accomplished by pneumatic-tired equipment or by an alternative method that
provides an equivalent density.

Use with either method—No backfill material shall be placed until the treated surfaces have been
inspected and approved by the engineer.

Surface treatment material shall not be placed when the daily minimum temperature is less than
40 degrees Fahrenheit unless facilities are provided to ensure that the temperature of the material
is maintained at a minimum temperature of 50 degrees Fahrenheit and not greater than 90 degrees
Fahrenheit during placement and the curing period. Concrete treatment material shall not be
placed on a frozen surface. When freezing conditions prevail, rock surfaces to be treated must be
covered and heated to within a range of 50 to 90 degrees Fahrenheit for a minimum period of 24
hours before placing concrete treatment material.

9. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the
area of rock surfaces to be prepared, cleaned, and treated is measured to the nearest square yard
within the limits established by the engineer. The volume of surface treatment material placed
within the established limits is computed to the nearest 0.1 cubic yard of concrete placed.
Payment is made at the contract unit price for surface preparation, cleaning, and installation of
surface treatment material. Such payment constitutes full compensation of all labor, equipment,
material, and all other items necessary and incidental to the completion of the work.

Method 2—For items of work for which specific unit prices are established in the contract, the
area of rock surfaces to be prepared, cleaned, and treated will not be measured. The volume of
surface treatment material delivered and properly installed to treat rock surfaces is determined to
the nearest 0.1 cubic yard. Areas to be treated are shown on the drawings with the final extent of
rock surface treatment to be determined by the engineer. The volume of any waste or otherwise
unsuitable material is determined by procedures established by the engineer and deducted from
the volume of concrete delivered to the site. Payment is made at the contract unit price for surface
preparation, cleaning, and installation of surface treatment material. Such payment constitutes full
compensation of all labor, equipment, material, and all other items necessary and incidental to the
completion of the work.

All methods—For each load of concrete delivered to the site for placement as rock treatment
material, the contractor shall furnish to the engineer a delivery ticket at the time of delivery, This
ticket shall provide as a minimum: Weights in pounds of cement, aggregates (fine and coarse),
pozzolan (if used), and water; weight in ounces of air-entraining agent; time of loading; and, the
revolution counter reading at the time batching was started.

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2024
(210-VI-NEH, May 2001) 63-5

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.

UT -Chief Toquer Dam, March
2024
(210-VI-NEH, May 2001) 63-6

10. Items of work and construction details

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

Bid Item 37 – Foundation Preparation

This item shall consist of all work required to treat rock foundation areas. Unless otherwise
directed by the Engineer, the work shall include excavation of the cutoff trench foundation to a
depth of 1 foot below the top of the plastic concrete slot trench.

Measurement and payment shall be in accordance with Method 1, Section 9 of this specification.
Compensation for excavation shall be subsidiary to the foundation preparation work. Pay limits
shall be the limit of bedrock surfaces encountered within the excavations where Rock Foundation
Preparation work is directed by the Engineer.

Bid Item 38 – Dental Concrete

This item shall consist of furnishing and placing all dental concrete in accordance with the
requirements shown on the construction drawings or as directed by the Engineer.

Cement for dental concrete shall be Type V Portland Cement or Type 1L(HS) Portland limestone
cement.

Concrete mix design shall be in accordance with Method 1, Section 3 Concrete Mix Design.

Dental concrete shall have a 28-day compressive strength of at least 2,500 psi.

Unless otherwise approved by the Engineer, the slump for dental concrete shall be 3 ± 1 inches.

Air entrainment is not required for dental concrete.
The maximum size coarse aggregate for dental concrete shall be not be greater than 1-inch.
Curing shall be performed in accordance with either Method 1 or Method 2 of Section 8 of this
specification.

Measurement and payment shall be in accordance with Method 1, Section 9 of this specification.
Payment for this item shall constitute full payment for quality control of dental concrete, which is
subsidiary.

Bid Item 39 – Grout

This item shall consist of furnishing and placing all grout used for foundation treatment in
accordance with the requirements shown on the construction drawings or directed by the
Engineer.

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2024
(210-VI-NEH, May 2001) 63-7

Cement for slush grout shall be Type V Portland cement or Type 1L(HS) Portland limestone
cement.
The slush grout shall be composed of neat cement grout or cement, sand, and water. The ratio of
materials will typically be 1 bag (94 lbs) cement mixed with 7.5 gallons of water (1:1 ratio, by
volume); however, the ratio may vary to suit field conditions, and will be directed by the
Engineer. The ratio of sand to cement shall not exceed two parts sand to one part cement.
Adequate water shall be mixed thoroughly into the cement or cement and sand mixes to produce a
workable mix for proper placement, as directed by the Engineer. Actual grout mixes may range in
consistency from very thin to thick. The grout mixture shall be prepared by using a mechanical
mixer and shall be used within ½ hour after the mixer is charged with water.
Curing shall be performed in accordance with either Method 1 or Method 2 of Section 8 of this
specification.

Measurement and payment shall be in accordance with Method 1, Section 9 of this specification,
except that the volume of grout shall be measured to the nearest cubic foot.

UT- Chief Toquer Dam, March 2024 471-1

Construction Specification 471—Water Control Gates

1. Scope
The work consists of furnishing and installing water control gates including gate stems, hoists,
lifts, and other appurtenances. The water control gates shall be of cast iron or stainless steel
fabrication as specified in Section 6 of this specification. Cast iron gates shall be fabricated and
installed in accordance with section “2. Cast Iron Gates” of this specification. Stainless steel gates
shall be fabricated and installed in accordance with section “3. Stainless Steel” of this
specification. Sections 4, 5 and 6 are applicable to cast iron and stainless steel gates.

2. Cast Iron Gates

2-1. Material
The gates furnished shall conform to the requirements of Material Specifications 571, 572, and
573, as appropriate, and as specified in Section 6 of this specification and on the drawings. All
gates shall be furnished complete with hoisting equipment and other specified appurtenances.

3. Stainless Steel Gates

3-1. Material
The gates furnished shall be manufactured in accordance with the most recent version of AWWA
C561. Unless otherwise approved by the Engineer, the materials shall meet the following
requirements:

Frame, Slide, Reinforcing Members, and Self-contained Yokes: Type 304L or 316L stainless
steel meeting the requirements of ASTM A240/A240M.

Stems and Retainer Bars: Type 304 or 316 stainless steel meeting the requirements of ASTM
A276.

Fasteners: ASTM F593/F594 Alloy Group 1 or 2 (Type 304 or 316).

Invert Seals and Compression Load Pads: 60 durometer neoprene or EPDM meeting the
requirements of ASTM D2000.

Side Seals: Ultra High Molecular Weight (UHMW) Polymer meeting the requirements of ASTM
D4020.

Top wedges: Stainless Steel meeting the requirements of ASTM A351-CF8M, Type 304 or 316.

Pedestals, Wall Brackets and Stem Guide Brackets: Stainless Steel meeting the requirements of
ASTM A276, Type 304 or 316.

Stem Guide Bushings: Silicon Bronze meeting the requirements of ASTM B584, Alloy 873.

UT- Chief Toquer Dam, March 2024 471-2

3-2. Design and Fabrication
All gates shall be furnished complete with hoisting equipment and other specified appurtenances.

Design working stresses shall not exceed one half of the yield strength and shall not exceed one
fourth of the ultimate strength of the materials used for fabrication

The gate frame shall be flat back, embedded, channel mounted, or thimble mounted as shown on
the Drawings. The frame shall be an integral unit of brake form and structural shapes, rigidly
assembled to form the waterway openings. Holes shall be provided for mounting on anchor bolts.
Seats and seals shall be secured to the frame in a manner to insure they will remain in place, free
from distortion or loosening during the life of the gate. Seat contact pressure shall not exceed
600psi at the design head.

Gate slides shall be designed for the maximum seating and unseating heads stated in Section 6 of
this specification or shown on the Drawings and gate slides shall be at least ¼ inch thick.
Deflection under full head shall be limited to 1/720 of the span. The stem connector clips or stem
block pocket shall be welded to the slide. Gates over 24” wide shall have adjustable top wedges
in order to prevent deflection in the slide resulting from over closure.

Flush bottom slide gates shall incorporate a flush-bottom seal that is mechanically fastened to the
bottom frame invert member. Press fit seals are not acceptable.

Side seals shall be securely fastened to the frame with formed stainless steel retainers and shall be
replaceable and adjustable without removing the gate from the installed position. A compression
load pad shall be set behind the UHMW seal to allow for a self-adjusting seal system. The face of
the UHMW guide that is in contact with the cover bar shall have a machined or extruded groove,
in order to create a raised surface on each side, to allow for secondary adjustment of the seal
clamp force.

Self-contained gates shall be provided with a yoke designed to withstand the thrust of the
operator. Yoke deflection shall not exceed 1/360 of the gate width or ¼ inch, whichever is less, at
maximum operating load. The yoke head channels shall be welded to the gate frame. The
channels shall be sufficiently spaced to allow removal of the gate slide.

The operating stem shall be of a size to safely withstand, without buckling or permanent
distortion, the stresses induced by normal operating forces. In addition, the stem shall be designed
to transmit in compression at least 2 times the rated output of the floor stand or bench stand with
a 40-pound effort on the crank or handwheel. The threaded portion of the stem will have cold
rolled threads of the double lead Acme type. Stainless steel couplings, threaded and keyed to the
stems, will join stems of more than one section. All threaded and keyed couplings of the same
size will be interchangeable. Manually operated, rising stem type gates will be provided with an
adjustable stop collar on the stem to prevent over-opening of the gate.

Gates 48 inch and wider and having widths greater than twice their height shall be provided with
two operators connected by a tandem shaft for simultaneous operation.

Stem guides must be spaced at sufficient intervals to adequately support the stem. The inside
diameter of the guide shall be 1/8 inch to ¼ inch larger than the outside diameter of the stem.
Stem guide spacing will not exceed an L/r ratio of 200. If specified in Section 6 of this

UT- Chief Toquer Dam, March 2024 471-3

specification or shown on the Drawings, the stems shall be encased in an oil filled encasement
pipe. The oil used to fill the stems shall be vegetable oil or another bio-degradable oil
recommended by the gate manufacturer.

Manually operated lifts shall be handwheel or geared crank type as described in Section 6 of this
specification or shown on the Drawings. Lifts shall operate the gate with a maximum pull of 40 lb
on the handwheel or crank. All lifts shall have thrust bearings, bronze lift nuts, and a bronze stop
nut to limit the downward travel of the stem and slide. All geared lifts shall have cast or ductile
iron housings and cast or fabricated pedestals. All lifts shall be rising stem type. Lifts shall be
grease lubricated and regreasable through grease zerks. Oil bath lifts are not acceptable.

Electric motor operated lifts shall have precision reduction gearing enclosed in weatherproof
housing. The operator shall be designed to raise the gate at a rate of approximately 10 to 14
inches/min. Integral controls shall include a control power transformer, reversing controller,
torque switches, limit switches, internal atmospheric controls to prevent condensation, open-
stop-closed push-buttons, and gate position indicator. Where applicable, the controls shall also
include a local-off remote selector switch. Motor reduction helical gear and pinion shall be of
heat- treated alloy steel. Final reduction worm shall be of alloy steel and worm gear of machined,
high-tensile strength bronze. All gearing shall be proportioned for 100% overload condition.
Operator shall have a de-clutch lever and handwheel for manual operation.

A clear, polycarbonate plastic stem cover and indicator shall be provided on each slide gate
operator, and the cover must be securely fastened to the gate operator. Stem indication shall be
provided to denote gate level. The covers shall be capped, vented, and of sufficient length to
allow full travel of the gate.

3-3. Finishes
The gate manufacturer shall be responsible for shop prime and finish painting of all cast iron and
steel accessories supplied with the gates. All coatings shall conform to VOC Emission
Regulations in effect at the manufacturing location and at the project site to allow touch up or
recoating to be performed with the same products.

Submerged surfaces shall be cleaned to SSPC SP10, dry, and grease-free prior to painting in
conformance with the paint manufacturer’s instructions. Non-submerged surfaces shall be
cleaned to SSPC SP6.

Stainless steel gates and accessories shall not be painted.

All cast iron and steel accessories shall receive a primer and finished coat with a high-solids
epoxy coat or approved equal for potable water use. Primer and finished coats shall be applied in
the manufacturer’s shop.

The coating shall be approved for contact with drinking water by the NSF, EPA, or other
appropriate governing agencies. Number of coats, mil thickness, and surface preparation shall be
in accordance with the paint manufacturer’s recommendations for that application.

UT- Chief Toquer Dam, March 2024 471-4

4. Cast Iron and Stainless Steel Gates

4-1. Installing gates
The contractor shall install the gates in a manner that prevents leakage around the seats and
binding of the gates 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 and maintained in alignment during concrete placement.

Concrete surfaces against which rubber seals will bear or against which flat frames or plates are
to be installed 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.

4-2. Installing hoists and lifts
Gate stems, stem guides, and gate lifts shall be carefully aligned so that the stem shall be parallel
to the guide bars or angles on the gate frame following installation.

4-3. 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.

4-4. 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 the gate 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.

5. 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
included in 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 6 of this specification.

UT- Chief Toquer Dam, March 2024 471-5

6. Items of work and construction details

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

General

The successful bidder shall furnish to the Engineer within thirty (30) days from the day of award,
two sets of installation drawings and instructions and two sets of data showing the manufacturer’s
name, model number, and other means of identifying or describing the equipment for the slide
gates. Calculations demonstrating that the equipment was designed for the specified seating
and/or unseating heads must also be submitted. This information shall be provided to the
Engineer at least thirty (30) days prior to gate fabrication and will be used to assist the Engineer
in deciding adequacy of the equipment as to the intended purpose, performance, reliability and
durability.

Bid Item 40 – 36-inch Slide Gates

This item shall consist of furnishing and installing the 36-inch slide gates, thimbles, gate stems,
and other associated appurtenances shown on the Construction Drawings. The gates must be
supplied by a manufacturer approved in writing by the Engineer. Approved gate manufactures
include (listed in alphabetical order): 1) Hydro Gate Company, Denver, Colorado; 2) Rodney
Hunt Inc., Orange, Massachusetts; and 3) Waterman Industries, Exeter, California. The
Contractor may submit the qualifications of alternate gate suppliers to the Engineer for
consideration of approval to supply the slide gates.

The gates shall be a self-contained heavy duty cast iron gates designed for a seating head of at
least 110 feet. The gates shall be equipped with rising type stems. The gates shall be Type MHS-1
as defined in Material Specification 571 – Slide Gates. The stems and all fasteners shall be
stainless steel unless otherwise approved by the Engineer.

The gate wall thimbles shall be cast iron with square openings. The thimbles shall be E type with
a depth of 12 inches. The upstream faces of the thimbles shall be machined to provide flat
surfaces for the gate seats.

The gate stems shall be supplied with oil filled encasement pipes. The stems shall be fully
encased within the encasement pipe except near the top and bottom where the encasement pipe
would conflict with the operation of the gate. The encasement pipes shall be galvanized or
stainless steel. A biodegradable oil, such as vegetable oil, recommended by the manufacturer
shall be used to fill the annular space between the gate stems and the stem encasement pipes. The
encasement pipes shall be fabricated and assembled to contain the oil without leaking.

All metal work used for the gate stem supports shown on the Construction Drawings shall be
galvanized steel or stainless steel.

Measurement and payment will be in accordance with Section 7 of this Specification. Payment
will include cleaning and painting metal work. Payment shall also include furnishing and
installing all gate supports and pedestals shown on the Construction Drawings or recommended
by the gate manufacturer.

UT-Chief Chief Toquer Dam, May 2024 40−1
Construction Specification 490 – Instrumentation

1. Scope

The work shall consist of furnishing and installing instrumentation required for the project.

2. Materials

The instrumentation furnished shall conform to the requirements specified in Section 5 of this
specification and the drawings.

3. Installation

The Contractor shall install instrumentation in the presence of and under the direct supervision of the
Engineer.

4. Measurement and payment

Payment will be made on a lump sum basis for all instrumentation shown on the drawings or described in
Section 5 of this specification. Such payment will constitute full compensation for all labor, materials,
equipment and all other items necessary and incidental to the completion of the work including furnishing
and installing all specified appurtenances and fittings.

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 to
which they are made subsidiary are identified in Section 5 of this Specification.

UT-Chief Chief Toquer Dam, May 2024 40−2
5. Items of work and construction details

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

Bid Item 41 – Instrumentation

This item shall include all labor, equipment and materials necessary to install the piezometers, instrument
conduit attached to the water level indicator, instrument box near the water level indicator, and survey
monuments shown on the Construction Drawings.

Air or water pressure shall not be applied while drilling through embankment materials. Unless otherwise
approved by the Engineer, drilling through the embankment materials shall be performed using hollow
stem auger or sonic methods.

Measurement and payment will be in accordance with Section 4 of this Specification.

UT-Chief Toquer Dam, May 2024 492–1
Construction Specification 492—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 cutes and abrasions shall be carefully trimmed and coated with copper
naphthenate preservative containing a minimum 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 the surface 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. After assembly, any unfilled holes shall
be plugged with tightly fitting wooden plugs that have been treated with preservative as specified.

3. Setting posts
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 the posts.

Earth backfill around posts shall be thoroughly tamped in layers not thicker than 4 inches and
shall completely 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 the ground. Backfill, either earth or concrete, shall be crowned-up around posts at the
ground surface.

Posts set in concrete shall be protected against disturbance for a period of at least 24 hours
following concrete placement. The concrete shall be protected from freezing for at least 3 days
following placement.

4. Corner Assembly
Unless otherwise specified in Section 11, corner assemblies shall be installed at all points where
the fence alignment changes 15 degrees or more.
UT-Chief Toquer Dam, May 2024 492–2
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 a straight fence) shall be installed at the following
locations:

a. In straight fence sections, at intervals not to exceed 500 feet.
b. At any point where the vertical angle described by two adjacent reaches of wire is
upward and exceeds 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.
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 three tightly 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 and at 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 applied with a tool designed for that purpose. The Western Union splice
shall have no less than eight wraps 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 the wire being spliced.

8. Stays
Stays shall be attached to fencing at the spacing outlined in Section 11 or as shown on the
Drawings to ensure maintenance of the proper spacing of the fence wire strands.

9. Crossing at Depressions and Watercourses
Where fencing is installed parallel to the ground surface, the line posts subject to uplift shall be
anchored.

UT-Chief Toquer Dam, May 2024 492–3
a. If the fence wire or netting is installed parallel to the ground surface, the line posts
subject to uplift shall 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 either side of the depression, extra length posts shall be used to allow normal post
embedment. Unless otherwise specified, excess spaced between the bottom of the fence
and the ground shall be closed with extra strands of bared 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 of the 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 the work, 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 of the fence, excluding gate openings. Payment is made at the contract unit price for the
specified height of fence. 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 to which they are made subsidiary are identified in section 11 of this specification.
UT-Chief Toquer Dam, May 2024 492–4
11. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:

Bid Item 42 – 33-foot Gate
A 33-foot wide access gate shall be installed at the Bench Lake borrow site at the approximate
location shown on the Drawings. The location of the gate will be staked in the field by the
Engineer.

Payment for this item shall be made on a lump sum basis in accordance with Method 2 as
described in Section 5 of this specification. Payment shall include all materials, equipment, and
labor necessary for installation of the gate.

Bid Item 43 – Field Fence
A fence shall be installed at the Bench Lake borrow area at the locations shown on the Drawings.
The fence will be left in place at the end of the project.

Payment for this item shall be made in accordance with Method 1 as described in Section 10 of
this specification. Payment shall include all materials, equipment, and labor necessary for
installation of the fence.
UT-Chief Toquer Dam, May
2024
(210-VI-NEH, January 2009) 94-1

Construction Specification 94—Contractor Quality Control

1. Scope
The work consists of developing, implementing, and maintaining a quality control system to
ensure that the 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 the test specifications cited in the contract. Testing equipment shall be properly adjusted and
calibrated at the start 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 and maintained by qualified operators as prescribed in the manufacturer's
operating instructions, the references specified, and as specified in section 10 of this specification.
All equipment and materials used in 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, and document the final results. The identification of the quality control
personnel and their duties and authorities shall be submitted to the Engineer in writing within 15
calendar days after notice of award.
Method 2—The contractor shall develop, implement, and maintain a system adequate to achieve
the specified 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 the Engineer. 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 testing and inspection requirements. The plan
provided shall be consistent with the planned performance in the contractor'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 Engineer within 15 calendar days after notice of award. The
contractor shall not proceed with any construction activity that requires inspection until the
written plan is approved by the Engineer.
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
UT-Chief Toquer Dam, May
2024
(210-VI-NEH, January 2009) 94-2

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 and processes being used will result in work that complies with the
contract; and, who has authority to take prompt action to remove, replace, or correct such work or
products not in compliance. Off-site testing laboratories shall be certified or inspected by a
nationally recognized entity. The Contractor shall submit to the Engineer, for approval, laboratory
certification or inspection information. The Contractor shall submit to the Engineer, 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 and apart from line supervision and who report directly to management. A competent
person is one who is experienced 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 shall be certified or inspected by a nationally
recognized entity. The Contractor shall submit to the Engineer, for approval, laboratory
certification or inspection information. The contractor shall submit to the Engineer, 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 Engineer before any work begins and discuss the contractor's
quality control system. The Engineer 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 work and corrective actions taken. All records shall be on forms approved by the Engineer, 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
Engineer, 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.
UT-Chief Toquer Dam, May
2024
(210-VI-NEH, January 2009) 94-3

e. The determination that the material or item met the contract provisions and documentation
that the engineer was notified.
f. For deficient work, the nature of the defects, specifications not met, corrective action
taken, and results 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, the original 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 Engineer shall be given free access to all testing equipment, facilities, sites, and related
records for the duration of the contract.
9. Payment
For items of work for which lump sum prices are established in the contract, payment is prorated
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 the final 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.
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.
UT-Chief Toquer Dam, May 2024 94-4

10. Items of work and construction details
Items of work to be performed in conformance with the specification and the construction details
are:
Bid Item 44 – Quality Control
Provide a quality control system in accordance with Method 2 of Section 3.
Provide quality control personnel in accordance with Method 2 of Section 4.
The contractor shall establish and maintain quality control inspection and testing that they deem
necessary to ensure the work is performed as shown on the Construction Drawings and described
in the Construction Specifications and Material Specifications. At a minimum, the contractor’s
quality control program shall include:

Material Test Minimum Frequency
Zone I Particle Size Distribution (ASTM D6913)
Atterberg Limits (ASTM D4318)
In-Place Density (ASTM D6938 or D1556)
1 test per 5,000 yd3
1 test per 5,000 yd3
1 test per 1,000 yd3
Zone IA Particle Size Distribution (ASTM D6913)
Atterberg Limits (ASTM D4318)
In-Place Density (ASTM D6938 or D1556)
1 test per 5,000 yd3
1 test per 5,000 yd3
1 test per 1,000 yd3
Zone II Particle Size Distribution (ASTM D6913)
In-Place Density (ASTM D6938 or D1556)
1 test per 200 yd3
1 test per 100 yd3
Zone III Particle Size Distribution (ASTM D6913)
In-Place Density (ASTM D6938 or D1556)
1 test per 200 yd3
1 test per 100 yd3
Zone IV Particle Size Distribution (ASTM D5519 Method A) 1 test per 20,000 yd3
Zone IVA Particle Size Distribution (ASTM D6913)
Atterberg Limits (ASTM D4318)
In-Place Density (ASTM D6938 or D1556)
1 test per 3,000 yd3
1 test per 3,000 yd3
1 test per 500 yd3
Zone V Particle Size Distribution (ASTM D6913)
Atterberg Limits (ASTM D4318)
In-Place Density (ASTM D6938 or D1556)
1 test per 10,000 yd3
1 test per 10,000 yd3
1 test per 1,000 yd3
Reinforced Concrete ACI II (or approved equal) Inspection

Slump (ASTM C143), Air Content (ASTM C231 or
C173), Temperature (ASTM C1064), and
Compressive Strength (ASTM C39)
Prior to each concrete
placement

1 test per placement
Riprap Particle Size Distribution (ASTM D5519 Method A) 1 test per 5,000 yd3
Dental Concrete Slump (ASTM C143), Air Content (ASTM C231 or
C173), Temperature (ASTM C1064), and
Compressive Strength (ASTM C39)

1 test per 100 yd3
Geomembrane Liners Material Properties specified in Material Specification
594
Non-destructive seam tests per Construction
Specification 97
Per GRI GM13

All seams
Acceptance of materials will be based on Quality Assurance (QA) testing performed by the
Engineer, which will be separate from the Quality Control (QC) testing performed by the
Contractor. In the event that there are inconsistencies between QA and QC testing, the Engineer
and Contractor will work together in good faith to identify the contributing testing procedures.
Measurement and payment shall be in accordance with Section 9 of this specification.
UT- Chief Toquer Dam, June 2024 (210-VI-NEH, January 2014) 95–1

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, and handling 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 the drawings. 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 area and 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 in designated
area(s).
The geotextile shall be joined by overlapping a minimum of 18 inches (unless otherwise specified)
and secured 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 and across 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 unless otherwise specified.
UT- Chief Toquer Dam, June 2024 (210-VI-NEH, January 2014) 95–2

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 removed and restored to the original approved condition. The
repair shall consist of a patch of the same type of geotextile being used and overlaying the existing
geotextile. When the geotextile seams are required to be sewn, the overlay 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 the
damaged geotextile. Geotextile panels joined by overlap shall have the patch extend a minimum of
2 feet from the edge 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 the specified 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 to the 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 a loose manner permitting conformation to the surface irregularities when the
roadway fill material is placed on its surface. In no case shall material be dropped on
uncovered geotextile from a height of more than 5 feet. 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
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 the covered surfaces only, disregarding that required for anchorage, seams,
and overlaps. Payment is made at the contract unit price. Such payment constitutes full
compensation for the completion of the work.
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 7 of this specification.
UT- Chief Toquer Dam, June 2024 (210-VI-NEH, January 2014) 95–3

7. Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:
Bid Item 45 – Class I Non-Woven Geotextile
The work shall consist of furnishing and placing the non-woven geotextile at all locations where
geotextile is shown on the Construction Drawings except beneath the reservoir liner near the left
abutment of the dam. Non-woven geotextile shall be placed as slope protection in accordance with
the requirements of Section 5 of this specification.
Non-woven geotextile shall be placed in accordance with the requirements for geotextiles used as
slope protection. The geotextiles used for the project conform to the requirements for Class 1 Non-
Woven as defined in Material Specification 592.
Measurement and payment shall be in accordance with Section 6 of this specification. Measurement
shall be made on a square yard basis. Payment for this item shall include all work necessary to
furnish, transport, and install the non-woven geotextile at the locations shown on the Construction
Drawings or directed by the Engineer.
Bid Item 46 – 16 oz. Non-Woven Geotextile
The work shall consist of furnishing and placing non-woven geotextile weighing at least 16 oz/yd2
beneath the reservoir liner near the left abutment of the dam as shown on the Construction
Drawings. The geotextile shall be placed as slope protection in accordance with the requirements
of Section 5 of this specification. The geotextile shall meet or exceed the following requirements:
Grab Tensile Strength (ASTM D4632): 380 lbs
Trapezoidal Tear Strength (ASTM D4533): 145 lbs
Puncture Strength (ASTM D6241): 1,080 lbs
Ultraviolent light (ASTM D4355): 70% retained strength after 500 hours
Non-woven geotextile shall be placed in accordance with the requirements for geotextiles used as
slope protection.
Measurement and payment shall be in accordance with Section 6 of this specification. Measurement
shall be made on a square yard basis. Payment for this item shall include all work necessary to
furnish, transport, and install the non-woven geotextile at the locations shown on the Construction
Drawings or directed by the Engineer.
Subsidiary Item – Non-Woven Fabric and Geogrid
The work shall consist of furnishing and placing the non-woven fabric and geogrid required for
construction of the Bench Lake borrow area access. Non-woven fabric meeting the requirements
for Class 1 Non-Woven geotextile, as defined in Material Specification 592, shall be placed on the
roadway subgrade. Placement shall meet the requirements for road stabilization described in
Section 5 of this specification. Mirifi BXG11 (or an approved equal) geogrid shall be placed on the
non-woven geotextile.
Section 6 of this specification is not applicable. This item of work is subsidiary to the Bench Lake
Access bid item.
UT - Chief Toquer Dam, May 2024 (210-VI-NEH, May 2001)

96-1

Construction Specification 96—Field Office

1. Scope
This work shall consist of furnishing and maintaining a field office for the exclusive use of the
engineer and other employees of the owner.

2. Logistics
The approximate location of the office shall be as shown on the drawings. Office space provided
under this contract item shall be separated from any space used by the contractor for other
purposes.

The field office and appurtenances shall be set up, equipped, and made ready for use within 20
days of the receipt of the written Notice to Proceed, unless otherwise specified in section 5. The
field office and appurtenances shall remain the property of the contractor and shall be maintained
in good condition and appearance until completion of the contract work.

When a mobile field office facility is furnished, it shall be leveled, blocked, and anchored in
accordance with Standard A 225.1 of Manufactured Home Installations, 1987 of the National
Conference of States on Building Codes and Standards, Inc., or the requirements of the local
government that has jurisdiction.

The contractor shall install, provide, and maintain all utilities except telephone service as outlined
in section 5. Contractor shall provide access to the telephone company and authorization for the
installation of telephone service for the use of NRCS and their agents. Utility service maintenance
may include heating fuel, electricity, water, and sewer. Contractor shall provide a sanitary facility
(toilet) in accordance with the minimum OSHA Safety and Health Requirements for use by
NRCS and their agents (see table 96–1, footnote 1).

The contractor shall provide and maintain a reasonable access road to the field office location
together with parking for a minimum of four vehicles in the proximity of the field office site.

Upon completion and acceptance of the project work, the contractor shall remove the field office
from the project site and, unless otherwise directed, shall restore all areas affected by the field
office installation, including the entrance road and parking areas, to a condition equal to or better
than existed before installation of the field office.

3. Materials and furnishings
The contractor shall furnish all materials and furnishings as set forth below:
a. Provide the type of field office as specified in section 5 of this specification.
b. The field office shall include, or possess as a minimum, the features shown below and as
specified in table 96–1 for the office type specified:
(1) Be provided with all items in a clean, usable condition.
(2) Be structurally sound, entirely enclosed, secure, and waterproof.
(3) Have a ceiling height of not less than 7 feet.
UT - Chief Toquer Dam, May 2024 (210-VI-NEH, May 2001)

96-2

(4) Be attractively painted on the outside with a finished interior.
(5) Be provided with two exterior doors except type C office shall have one door. The
doors shall be equipped with dead-bolt type cylinder locks, including four keys for
each lock. Exterior lock and hasps, or equivalent, shall also be provided for each door.
(6) Windows shall be equipped with screens and with provisions for opening and closing.
Latches or other approved locking provisions to secure the windows shall be provided.
(7) Window blinds shall be available and provided for all windows.
(8) Be provided with adequate artificial lighting to provide an average of 50 candlepower
to all work areas within the office. Overhead lamps for each desk and drafting table
shall be provided. Electric service shall be continuous for the period the field office is
being used to service this contract. Electric lights and power service shall be supplied
with at least four grounded duplex convenience outlets installed in each room.
(9) Be provided with an approved heating system capable of maintaining a temperature
of at least 70 degrees Fahrenheit throughout the office during the periods of cold
weather that can be expected to occur during the construction period.
(10) Be provided with an approved air conditioner(s) with a minimum capacity of 15,000
BTUs for each office room.
(11) Be provided with an electric or gas water heater with a 5-gallon minimum capacity.
c. The field office shall be furnished with the following listed minimum equipment in good
condition and as specified in table 96–1:
(1) Desk(s) shall have a minimum of two drawers on each side and have minimum
surface dimension of 30 inches by 60 inches. A standard office chair with arm rests
and casters shall be provided with each desk.
(2) A slant-top adjustable height drafting table, with approximate dimensions of 36
inches wide by 60 inches long and a 36-inch height, and an adjustable height drafting
stool.
(3) Work table with the approximate dimensions of 30 inches wide by 60 inches long
and 30 inches high, a portable meeting table with approximate dimensions of 36
inches wide by 72 inches long and 30 inches high, and at least six folding or stacking
office chairs.
(4) Closets with a minimum clear height of 7 feet and approximately 24 inches by 30
inches equipped with two adjustable and removable shelves.
(5) Bookcases or built-in shelving equivalent to five 4-foot-long shelves, each 10-inches
wide and 12-inches high, suitably located to reflect an office environment.
(6) One two-burner propane or natural gas stove or electric grill that can accommodate
two 12-inch diameter pans. Heating capacity shall be adequate to remove soil
moisture to meet the requirements of the ASTM quick-dry method.
(7) Underwriters Laboratory approved wall-mounted fire extinguisher with a minimum
rating of 10 ABC.
(8) Minimum of one 16-unit first aid kit approved or certified by the American Red
Cross or equivalent.
(9) Four-drawer, locking, fireproof metal file cabinet with two keys provided.
(10) Electrical refrigerated cold water drinking equipment supplied with potable drinking
water and disposable cups for the duration of the contract.
(11) Racks for hanging drawings, together with holders or clamps, to accommodate 24- by
36-inch maximum size sheets.
(12) Nonskid steps and landing platform with safety handrail for each entrance.
(13) One inside and usable sanitary facility (flush type) located within a private room.
(14) One utility sink approximately 24 inches by 24 inches equipped with hot and cold running water.
UT - Chief Toquer Dam, May 2024 (210-VI-NEH, May 2001)

96-3

(15) One microwave oven with specifications as listed in footnote 2 to table 96–1.
d. Before mobilizing and setting up the field office, the contractor shall prepare and submit
detailed plans of the office to the engineer.
e. The contractor shall provide access to the engineer for visual verification that the office
and equipment meet contract requirements before mobilizing the field office to the work
site.

4. Payment
This item is not measured, but is paid at the contract lump sum price established for this bid item
in the contract, including mobilization and demobilization. The following progress payment
schedule applies unless other provisions are outlined in section 5 of this specification:
• 40 percent of the lump sum price bid will be payable for the first monthly progress
payment following satisfactory delivery and setup complete with full service installed.
• 10 percent of payment will be retained to cover the removal of service and demobilization
following completion of the work and will be included in the final payment.
• 50 percent remaining will be prorated over the balance of the contract in accordance with
the planned construction schedule.

Payment as described herein is full compensation for all labor, material, supplies, equipment,
rental fees, utility charges (excluding telephone service charges), and incidentals required to
provide, equip, maintain, insure, and cleanup the site following demobilization of the field office
unit.

UT- Chief Toquer Dam, May 2024 96-4

5. Items of work and construction details

Table 96–1 Equipment for field office types

Equipment - - - - - - - - - - - - - - - - - - - Field office type - - - - - - - - - - - - - - - - - - -
A B C

Floor space (ft2) 480 (2 rooms) 360 (2 rooms) 120 (1 room)
Window space (ft2) 66 50 30
Air conditioning Yes Yes Yes
Desk and chair 3 2 1
Rack for drawings 1 1 - - -
Work tables 2 1 1
Meeting table 1 1 - - -
Drafting table and stool 2 1 - - -
4-drawer file (D label) metal file cabinet 2 1 - - -
Folding/office chairs 10 8 4
Electric water cooler 1 1 1
Inside sanitary facility 1 1/ 1 1/ 1 1/
Oven, microwave 1 2/ 1 2/ - - -
Cupboards, closets, etc. 3/ 3/ 3/
2-burner stove 1 1 - - -
Fire extinguisher 1 1 1
First aid kit (16 unit) 1 1 1
Utility sink 1 1 - - -
Window blinds Yes Yes No
Electrical service Yes4/ Yes4/ 4/
Desk and table lamps Yes Yes No
1/ Exterior self-contained sanitary facilities within 100 feet of the office with maintenance service is an option.
2/ A variable power microwave oven with minimum inside dimensions of 12 inch by 10 inch by 10 inch. The
maximum power setting on the microwave oven shall operate at approximately 650 watts. The microwave oven
shall have at least one power setting that operates at between 300 and 400 watts.
3/ Reasonable number for the size of the office.
4/ A generator to provide electric service for heating, lighting, and equipment is sufficient. Contractor is responsible
for maintenance, fuel supplies, and service. The generator fuel supply must be adequate for operation during non-
working periods, including nights and weekends.

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

General

The word “Engineer” shall be substituted at the locations within this specification referring to the
NRCS.

Bid Item 47 – Field Laboratory

This item shall include furnishing one laboratory to be located within the Construction Limits
shown on the Construction Drawings. The laboratory must be located within 100 feet of the field
office presently at the project site.

Relocating the field office and laboratory will be necessary for installation of the reservoir liner.
The contractor shall submit a plan for relocation to the Engineer for approval.

UT- Chief Toquer Dam, May 2024 96-5

The Engineer will direct some of the required furnishings be installed in the field office currently
at the project site.

Internet service shall be provided to the field office.

The field laboratory shall be a Field Office Type B, and shall be a separate facility from the field
office.

The field laboratory shall have counters and electrical hookups that can support the field
laboratory equipment to be supplied by the Engineer, including:
a. Lab oven: 115V, 60 Hz. 19200 watts, 36” x 36” x 24”, 200 lbs
b. Digital scales: 115V, 24” x 18” counter space
c. Rotary sieve sifter: 115V, 60 Hz, 30” x 24” floor space (not placed on countertop)
d. Vibrating hammer for density testing: 115V, 60 Hz, 24” x 30” floor space

The contractor is required to provide electrical service to the field office currently at the project
site. The electrical service requirements provided in Table 96-1 are applicable to the field office.

The Engineer is responsible for cleaning the laboratory.

The Contractor is responsible for sanitary facility service, snow removal, maintenance and
electric service.

The Contractor is responsible for obtaining any required inspections by utilities or government
authorities such as electrical safety or fire inspections.

Payment for this bid item shall be made in accordance with Section 4 of this specification.
Payment shall include all labor, equipment, and materials used for mobilization, set up, utility
service, maintenance, relocation, and demobilization of the office and laboratory facilities.

UT-Chief Toquer Dam, May 2024 97-1

Construction Specification 97—Geomembrane Liner

1. Scope
The work consists of furnishing and installing a geomembrane liner, including appurtenances, cover soil, and
concrete pads.

2. Material
The liner, welding rod, vent covers, pipe boots, gaskets, metal battens, clamps, bolts, embed channel,
adhesive, and sealant shall conform to the requirements of Material Specification 594, the applicable
provisions in this specification, and details as shown on the drawings.

3. Shipping and storage
Liner material shall be delivered, handled, and stored according to the manufacturer's recommendations. Liner
material shall be stored and protected from puncture, dirt, grease, excessive heat, exposure to ultraviolet
radiation, or other damage.

Damaged liner material shall be repaired or replaced. Liner material that cannot be satisfactorily repaired to
comply with the requirements of Material Specification 594 shall be removed from the job site.

4. Subgrade preparation
Subgrade soils shall be compacted to provide a smooth, firm, and unyielding foundation. All subgrade
surfaces shall be free of organic material, rocks larger than 3/8 inch, angular rocks, or other sharp objects.
Surface deformations shall not exceed 1 inch. Standing water, mud, and snow shall be removed prior to liner
placement.

The liner shall not be placed until the subgrade has been approved by the engineer.

5. Anchor trench
The anchor trench provides permanent anchoring for the liner and shall be constructed in accordance with the
drawings. The trench corners shall be slightly rounded to prevent sharp bends in the liner.

If sloughing of the trench occurs, the sloughed soils shall be removed and necessary repairs shall be made to
provide a smooth trench wall. Standing water, mud, and snow shall be removed prior to liner placement and
trench backfill.

Soil material used for backfilling the trench shall meet the requirements specified in section 4 of this
specification. The trench shall be backfilled in two equal lifts and compacted by rolling with rubber-tired
equipment or manually directed compaction equipment.

6. Liner placement
The liner shall be installed with a minimum of handling by using a spreader bar assembly attached to a front-
end loader, track-hoe bucket, or by other methods recommended by the liner manufacturer. The liner shall be

UT-Chief Toquer Dam, May 2024 97-2

placed parallel to the direction of maximum slope. During installation, the liner shall be secured with
sandbags to protect it from wind uplift forces. The liner shall be seamed and secured by the end of each
workday.

Construction equipment shall not be allowed to operate directly on the liner.

The liner shall not be placed during foggy conditions, precipitation events, or in the presence of excessive
winds. High-Density Polyethylene (HDPE) and Linear Low-Density Polyethylene (LLDPE) liners shall not
be placed when the temperature is less than 50 degrees Fahrenheit. Polypropylene (PP) liners shall not be
placed when the temperature is less than 40 degrees Fahrenheit. Polyvinyl Chloride (PVC) liners shall not be
placed when the temperature is less than 40 degrees Fahrenheit or greater than 105 degrees Fahrenheit.
Ethylene Propylene Diene Monomer (EPDM) liners shall not be placed when the temperature is less than zero
degrees Fahrenheit or greater than 120 degrees Fahrenheit.

The liner shall be loosely laid over the subgrade with sufficient slack to accommodate thermal expansion and
contraction. Each panel shall be laid out and positioned to minimize the number and length of liner seams and
in accordance with the manufacturer’s recommendations. The methods used to place panels shall minimize
wrinkles especially along field seams. Wrinkles shall not exceed 6 inches in height or "fold over" during soil
cover placement or other load application. When specified in section 16 of this specification or recommended
by the manufacturer, a geosynthetic rub sheet shall be used under the liner when dragging or moving the
panels.

Seam overlap—Liner panels shall have a minimum seam overlap of 4 inches for hot wedge welding, hot air
welding, chemical fusion welding, adhesive seams, inseam tape, and cover strip seams. A minimum seam
overlap of 3 inches shall be used for extrusion-welded seams. Upslope panels shall overlap downslope panels
to produce a shingle effect for drainage.

7. Seaming methods
HDPE, LLDPE, PP—The primary method of seaming shall be hot wedge fusion welding. Fillet extrusion
welding shall be used for repairs, T-seams, and detail work. Hot air fusion or chemical fusion welding may be
used for PP. Seaming shall not be performed when the ambient sheet temperature is below 45 degrees
Fahrenheit or above 90 degrees Fahrenheit.

PVC—Seams shall be joined using hot wedge fusion welding, hot air fusion welding, chemical fusion
welding, or an adhesive. Special precautions, as recommended by the manufacturer, shall be taken for seam
joining if the ambient sheet temperature is above 105 degrees Fahrenheit. Seam joining shall not be performed
when the ambient sheet temperature is below 40 degrees Fahrenheit or above 140 degrees Fahrenheit.

EPDM—Seams shall be joined using double-faced inseam tape or a cover strip recommended by the
manufacturer. Seaming shall not be performed when the ambient sheet temperature is below zero degrees
Fahrenheit or above 120 degrees Fahrenheit.

8. Seaming procedures
Seaming shall extend to the outside edge of the liner to be placed in the anchor trenches. Seaming shall not be
conducted in the presence of moisture, dust, dirt, standing water, or soft subgrade. Seaming procedures shall
be in accordance with the liner manufacturer’s recommendations.

Hot wedge welding—Hot wedge welding shall be accomplished by a double-wedge fusion welder that

UT-Chief Toquer Dam, May 2024 97-3

produces a double track weld. Welding equipment and accessories shall be in accordance with the liner
manufacturer’s recommendations. The welder shall be calibrated at least once per day at the beginning of
each seaming period.

Fillet extrusion welding—Extrusion welding equipment and accessories shall be in accordance with the liner
manufacturer’s recommendations. The extrusion welder shall be calibrated at least once per day at the
beginning of each seaming period. To ensure proper bonding of the extrusion weld, edges of the patch
material and the adjacent liner shall be properly abraded by a light grinding. This operation shall be done no
more than 15 minutes before the welding operation. The abrasion process shall remove no more than 10
percent of the material thickness.

Hot air welding—Hot air welding shall be accomplished by a single- or double-tracked fusion welder.
Welding equipment and accessories shall be in accordance with the liner manufacturer's recommendations.
The welder shall be calibrated at least once per day at the beginning of each seaming period.

Chemical fusion welding—The chemical fusion agent shall be applied to both panels by a squeeze bottle or
paintbrush. The width of application shall be a minimum of 2 inches. Pressure shall be applied to the seam in
accordance with the liner manufacturer’s recommendations to provide adequate contact between the panels.
Excess agent extruded from the seam shall be immediately removed.

Adhesive—Adhesive shall be approved by the manufacturer and consist of material with a life expectancy
similar to that of the liner material. The adhesive shall be applied to both panels by a paintbrush or other
approved method. The adhesive shall cover the entire seam overlap. Pressure shall be applied to the seam in
accordance with the liner manufacturer’s recommendations to provide adequate contact between the panels.
Excess adhesive extruded from the seam shall be immediately removed.

Inseam tape—A primer shall be applied to both panels by a scrub pad or other approved method
recommended by the manufacturer. The primer shall cover the entire seam overlap. As soon as the primer has
flashed, install the tape on the bottom sheet, remove tape backing, lap the top sheet over the tape, and roll
with sufficient pressure to provide adequate contact between the panels.

Cover strip—A primer shall be applied to both panels by a scrub pad or other approved method recommended
by the manufacturer. The top sheet shall be lapped over the bottom sheet and rolled to provide contact
between the panels. Additional primer shall be applied to cover the entire seam overlap. As soon as the primer
has flashed, install the cover strip and roll it with sufficient pressure to provide adequate contact between the
cover strip and the panels.

9. Seam testing
Field seams shall be nondestructively tested over their full length. Seam testing shall be performed as the
work progresses.

Nondestructive seam testing—Air pressure tests shall be performed in accordance with ASTM D 5820 on all
double-track fusion seams. The air pressure test equipment and procedures shall conform to this specification
and the liner manufacturer's recommendations. Pressurize the air channel to 25 to 30 pounds per square inch
for HDPE, LLDPE, and PP liners, 15 to 25 pounds per square inch for 30 mil PVC liners, and 20 to 30
pounds per square inch for 40 mil PVC liners.

Monitor any pressure drops for 5 minutes. A loss of pressure in excess of 4 pounds per square inch for HDPE,
LLDPE, and PP liners, 5 pounds per square inch for 30 mil PVC liners, 4 pounds per square inch for 40 mil

UT-Chief Toquer Dam, May 2024 97-4

PVC liners, or a continuous loss of pressure is an indication of a leak. The location of all defective seams
shall be marked and repaired.

Vacuum box tests shall be performed in accordance with ASTM D 5641 on all seams and repairs made by
extrusion welds and may be used on PP chemical fusion welds. Vacuum box tests shall not be used on PVC
liner seams. The location of all defective seams shall be marked and repaired.

Air lance tests shall be performed in accordance with ASTM D 4437 on single-track fusion welds, chemical
fusion welds, and on adhesive PVC seams and EPDM seams, and may be used on PP chemical fusion seams.
The location of all defective seams shall be marked and repaired.

Destructive seam testing—If specified in section 16 of this specification, seam samples shall be cut at no
more than one sample per 500 feet of weld for destructive seam testing. All destructive seam samples shall be
tested in shear and peel modes in accordance with ASTM D 6392 to verify seams meet the requirements of
Material Specification 594.

10. Repairs
All defective liner areas and failed seams shall be repaired and retested.

Tears, punctures, material defects—All tears, punctures, and material defects in the liner shall be repaired by
installing a patch over the defective area. Surfaces of the liner to be patched shall be cleaned before the repair.
All patches shall be of the same liner material and extend a minimum of 6 inches beyond the edges of the
defect area. All patches shall have rounded corners and shall be seamed to the liner. Holes that are less than
0.25 inch in diameter on HDPE, LLDPE, and PP liners shall be repaired by a bead of extrudent.

Seam repair—Failed seams shall be repaired by installing a cap strip over the entire length of failed seam.
The cap strip shall be of the same liner material and shall extend beyond the failed seam a minimum of 6
inches in all directions. Alternatively, the upper flap may be extrusion welded to the liner along the entire
length of the failed seam.

11. Appurtenances
The liner shall be mechanically attached to pipe, concrete, or steel structures as shown in the drawings and
according to liner the manufacturer’s recommendations.

Pipe boots—Factory fabricated pipe boots shall be used as specified in section 16 of this specification. Pipe
boots fabricated in the field shall be from the same material as the liner. The boots shall be welded and
clamped to pipes of the same material as the liner. They shall be clamped to other types of pipe as shown in
the drawings, or as recommended by the manufacturer, to provide a leak-free attachment.

Metal battens—Metal battens shall meet the requirements of Material Specification 594 and shall be installed
according to the drawings and the liner manufacturer's recommendations. The battens shall be bolted to
concrete by bolts on 6-inch intervals to create a leak-free connection under submerged conditions. Bolt
spacing may be increased to 12 inches for connections above the fluid level.

Embed channel—Embed channel shall meet the requirements of Material Specification 594 and be installed
according to drawings and the liner manufacturer's recommendations. The embed channel shall be
prefabricated to the dimensions shown on the drawings. All sections of the channel shall be continuously
welded to subsequent sections before installation in the concrete forms. All corners shall be miter cut and

UT-Chief Toquer Dam, May 2024 97-5

welded on all sides.

12. Gas vents and drainage
Gas vent flaps vent pipes, and drainage systems shall be installed as specified in section 16 of this
specification and as shown on the drawings.

13. Cover soil
If specified in section 16 of this specification, cover soil and placement method shall be in accordance to the
drawings and shall conform to this specification and the liner manufacturer's recommendations. Cover soils
shall meet the same requirements as specified for subgrade soils in section 4 of this specification. Cover soil
placement shall be performed by a loader or bulldozer with ground pressure of less than 8 pounds per square
inch. Cover soil shall not be dropped onto the liner from a height of more than 3 feet. Following construction
of an access ramp, the soil shall be placed from the bottom of the slope upward. Construction equipment or
machinery shall not operate directly on the liner. Cover soil shall be placed during the coolest part of the day.

14. Placement of concrete
Concrete placement for ramps and other appurtenances shall be in accordance with the drawings and as
specified in section 16 of this specification. All reinforcing steel shall be placed on flat-footed plastic rebar
chairs. All rebar splices shall be fully tied. On slopes, concrete shall be placed from the bottom of the slope to
the top and have a slump as specified in section 16 of this specification. Internal vibrators shall be used to
consolidate concrete. Metal shovels and rodding shall not be used to consolidate or place the concrete.
Concrete forms shall be held in place by methods that avoid damaging the liner.

15. Measurement and payment
For work for which specific unit prices are established in this contract, the quantity of liner installed shall be
determined to the nearest square foot by measurement of the covered surfaces only, disregarding that for
anchorage, seams, and overlaps. Payment for items listed separately in the contract bid schedule shall be made
at the contract price for those items. Such payment shall constitute full compensation for furnishing, shipping,
and installing the liner including all pipe boots or shirts, mechanical attachments to pipes and structures, and
other items necessary and incidental to the completion of the work.

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 16 of this specification.

UT-Chief Toquer Dam, May 2024 97-6

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

Bid Item 49 – Geomembrane Liner, Smooth HDPE

This item shall consist of furnishing all materials, equipment, and labor required to install the HDPE reservoir
liner shown on the Construction Drawings. Subgrade, cover material, anchor trenches, and appurtenances
shall be constructed as shown on the Construction Drawings.

The HDPE liner shall have a nominal thickness of 60 mils. The liner installed on slopes 5H:1V (Horizontal:
Vertical) or steeper shall be textured on both sides.

Vehicles and construction equipment shall not operate directly on the liner. At least 1 foot of cover soil shall
be placed prior to operation of any vehicles or equipment on the liner. Pressure applied to the liner shall not
cause rutting or yielding of the subgrade, and shall not exceed 5 pounds per square inch. Pressure on the liner
shall be calculated assuming loads from wheels or tracks are spread 0.5H:1V (Horizontal:Vertical) from the
ground surface (i.e. the load from a wheel with 1-foot by 1-foot ground contact shall be assumed to be
distributed over an area 2 feet by 2 feet at a depth 1 foot below the ground surface, resulting in a maximum
allowed wheel load of 2,880 lbs after one foot of cover soil is installed; and the load from a wheel with 1.5-
feet by 2-feet ground contact shall be assumed to be distributed over an area 5.5 feet by 6 feet at a depth 4 feet
below the ground surface, resulting in a maximum allowed wheel load of 23,760 lbs. after four feet of cover
soil is installed).
Measurement and Payment shall be in accordance with section 15 of this specification. Seaming,
appurtenances, seam testing, Subsidiary Item – Quality Control, Subsidiary Item – Reservoir Liner
Foundation Proof Roll, and other work associated with installation of the liner shall be subsidiary to this bid
item.

Bid Item 50 – Geomembrane Liner, LLDPE

This item shall consist of furnishing all materials, equipment, and labor required to install the LLDPE
reservoir liner shown on the Construction Drawings. Subgrade, cover material, anchor trenches, and
appurtenances shall be constructed as shown on the Construction Drawings.

The LLDPE liner shall have a nominal thickness of 60 mils. LLDPE shall be textured on both sides.

The equipment loading requirements (maximum applied pressure of 5 psi) for the HDPE liner are applicable
to the LLDPE liner.

Measurement and Payment shall be in accordance with section 15 of this specification. Seaming,
appurtenances, seam testing, Subsidiary Item – Quality Control, Subsidiary Item – Reservoir Liner
Foundation Proof Roll, and other work associated with installation of the liner shall be subsidiary to this bid
item.

MATERIAL SPECIFICATIONS

Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
521–1(210–VI–NEH, January 2014)
Material Specification 521—Aggregates for Drainfill and Filters
1. Scope
This specification covers the quality of mineral aggre-
gates for the construction of drainfill and filters.
2. Quality
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 free-
draining properties of the aggregates.
Coarse aggregate may be crushed limestone or other
material that has limestone particles included. Ag-
gregates from crushed limestone shall be thoroughly
washed and screened to remove limestone dust, lime-
stone 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 lime-
stone.
Aggregates shall be tested for soundness according
to ASTM Method C88 and shall have a weighted aver-
age loss in 5 cycles of not more than 12 percent when
sodium sulfate is used or 18 percent when magnesium
sulfate is used.
3. Grading
Drainfill and filter aggregates shall conform to the
specified grading limits after being placed or after
being compacted when compaction is specified. Grad-
ing shall be determined by ASTM Method C136. The
percentage of material finer than the No. 200 sieve
shall be determined by the method in ASTM Designa-
tion C117.
4. Storing and handling
Drainfill and filter aggregates shall be stored and han-
dled by methods that prevent segregation of particle
sizes or contamination by mixing with other material.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)522–1
1. Scope
This specification covers the quality of fine aggregate
and coarse aggregate for use in the manufacture of
portland cement concrete.
2. Quality
Aggregate shall conform to the requirements of ASTM
Specification C33 for the specified sizes. Aggregates
that fail to meet any requirement may be accepted
only when either:
a. The specified alternate conditions of accep-
tance can be proven before the aggregates are
used on the job and within a period such that
no work under the contract will be delayed by
the requirements of such proof,
or
b. The specification for concrete expressly con-
tains a provision of special mix requirements to
compensate for the effects of the deficiencies.
3. Reactivity with alkalies
The potential reactivity of aggregates with the alkalies
in cement shall be evaluated by petrographic exami-
nation and, where applicable, the chemical method
of test, ASTM Designation C289, or by the results of
previous tests or service records of concrete made
from similar aggregates from the same source. The
standards for evaluating potential reactivity shall be as
described in ASTM Specification C33, appendix A1.
Aggregates indicated by any of the above to be poten-
tially reactive shall not be used except under one of
the following conditions:
a. Applicable test results of mortar bar tests made
according to ASTM Method C227 are available
which indicate an expansion of less than 0.10
percent at 6 months in mortar bars made with
cement containing not less than 0.8 percent
alkalies expressed as sodium oxide; or
b. Concrete made from similar aggregates from
the same source has been demonstrated to be
sound after 3 years or more of service under
conditions of exposure to moisture and weath-
er similar to those anticipated for the concrete
under these specifications.
Aggregates indicated to be potentially reactive, but
within acceptable limits as determined by mortar 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.
4. Storing and handling
Aggregates of each class and size shall be stored and
handled by methods that prevent segregation of par-
ticles sizes or contamination by intermixing with other
material.
Material Specification 522—Aggregates for Portland Cement
Concrete
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
523–1(210–VI–NEH, January 2014)
1.Scope
This specification covers the quality of rock to be used
in the construction of rock riprap.
2.Quality
Individual rock fragments shall be dense, sound, and
free from cracks, seams, and other defects conducive
to accelerated weathering. Except as otherwise speci-
fied, the rock fragments shall be angular to subround-
ed. The least dimension of an individual rock fragment
shall be not less than one-third the greatest dimension
of the fragment. ASTM D4992 provides guidance on
selecting rock from a source.
Except as otherwise provided, the rock shall be tested
and shall have the following properties:
Rock type 1
•Bulk specific gravity (saturated surface-
dry basis)—Not less than 2.5 when tested
in accordance 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 shall
not be more than 10 percent when sodium
sulfate is used or more than 15 percent when
magnesium sulfate is used.
Rock type 2
•Bulk specific gravity (saturated surface-
dry basis)—Not less that 2.5 when tested
in accordance 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 shall
be not more than 20 percent when sodium
sulfate is used or more than 25 percent when
magnesium sulfate is used.
Rock type 3
•Bulk specific gravity (saturated surface-
dry basis)—Not less than 2.3 when tested
in accordance 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 shall
be not more than 20 percent when sodium
sulfate is used or more than 25 percent when
magnesium sulfate is used.
3.Methods of soundness testing
Rock cube soundness—The sodium or magnesium
sulfate soundness test for all rock types (1, 2, or 3)
shall 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 shall 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 D5121. The
samples shall further be reduced in size by sawing the
slabs into cubical blocks. The thickness of the slabs
and the size of the sawed fragments shall be deter-
mined by the size of the available test apparatus and
as necessary to provide, after sawing, the approximate
100-gram samples. The cubes shall undergo five cycles
of soundness testing in accordance with ASTM D1512.
Internal defects may cause some of the cubes to break
during the sawing process or during the initial soaking
period. Do not test any of the cubes that break during
this preparatory process. Such breakage, including an
approximation of the percentage of cubes that break,
shall be noted in the test report.
Material Specification 523—Rock for Riprap
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
523–2 (210–VI–NEH, January 2014)
After the sample has been dried following completion
of the final test cycle and washed to remove the so-
dium sulfate or magnesium sulfate, the loss of weight
shall 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.
The test report shall show the percentage loss of the
weight and the results of the qualitative examination.
Rock slab soundness—When specified, the rock
shall also be tested in accordance with ASTM D5240.
Deterioration of more than 25 percent of the number
of blocks shall be cause for rejection of rock from
this source. Rock shall also meet the requirements for
average percent weight loss stated below.
• For projects located north of the Number 20
Freeze-Thaw Severity Index Isoline (fig. 523–1).
Unless otherwise specified, the average percent
weight loss for Rock Type 1 shall not exceed 20
percent when sodium sulfate is used or 25 per-
cent when magnesium sulfate is used. For Rock
Types 2 and 3, the average percent weight loss
shall not exceed 25 percent for sodium sulfate
soundness or 30 percent for magnesium sulfate
soundness.
• For projects located south of the Number 20
Freeze-Thaw Severity Index Isoline, unless
otherwise specified, the average percent weight
loss for Rock Type 1 shall not exceed 30 per-
2020
Figure 523–1 Number 20 freeze-thaw severity index isoline (map approximates the map in ASTM D5312)
Material Specification 523 Rock for Riprap (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
523–3(210–VI–NEH, January 2014)
cent when sodium sulfate is used or 38 percent
when magnesium sulfate is used. For Rock
Types 2 and 3, the average percent weight loss
shall not exceed 38 percent for sodium sulfate
soundness or 45 percent for magnesium sulfate
soundness.
4. Field durability inspection
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 demon-
strated to be sound after 5 years or more 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.
A rock source may be rejected if the rock from that
source deteriorates in 3 to 5 years under similar use
and exposure conditions expected for the rock to be
installed under this specification, even though it meets
the testing requirements stated above.
Deterioration is defined as the loss of more than one-
quarter of the original rock volume, or severe crack-
ing that would cause a block to split. Measurements
of deterioration are taken from linear or surface area
particle counts to determine the percentage of deterio-
rated blocks. Deterioration of more than 25 percent of
the pieces shall be cause for rejection of rock from the
source.
5. Grading
The rock shall conform to the specified grading limits
after it has been placed within the matrix of the rock
riprap. Grading tests shall be performed, as necessary,
according to ASTM D5519, Method A, B, or C, as ap-
plicable.
Material Specification 523 Rock for Riprap (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)531–1
Material Specification 531—Portland Cement
1. Scope
This specification covers the quality of Portland ce-
ment.
2. Quality
Portland cement shall conform to the requirements
of ASTM Specification C150 for the specific types of
cement. When Type I Portland cement is specified,
Type IS Portland blast-furnace slag cement or Type IP
Portland-pozzolan cement conforming to the require-
ments of ASTM Specification C595 may be used unless
prohibited by the specifications.
When air-entraining cement is required, the contrac-
tor shall furnish the manufacturer's written statement
providing the source, amount, and brand name of the
air-entraining component.
3. Storage at the construction site
Cement shall be stored and protected at all times from
weather, dampness, or other destructive elements. Ce-
ment that is partly hydrated or otherwise damaged will
not be accepted.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
532–1(210–VI–NEH, April 2015)
Material Specification 532—Supplementary Cementitious
Materials
1. Scope
This specification covers the quality of supplementary
cementitious materials for concrete.
2. Quality
Fly ash used as a partial substitution of Portland
cement shall conform to the requirements of ASTM
C618, Class Cor F except the loss on ignition shall not
exceed 3 percent, unless otherwise specified. Lot-to-lot
variation in the loss on ignition shall not exceed 1 per-
cent. When specified, fly ash shall conform to one or
more of the supplementary optional physical require-
ments listed in ASTM C618.
Blast-furnace slag used as a partial substitution of
portland cement shall conform to ASTM Standard
C989 for ground granulated blast-furnace slag.
Silica fume used as a partial substitution of Portland
Cement shall conform to ASTM C1240.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
533–1(210–VI–NEH, November 2005)
Material Specification 533—Chemical Admixtures for Concrete
1. Scope
This specification covers the quality of chemical ad-
mixtures for manufacturer of portland cement con-
crete.
2. Quality
Air-entraining admixtures shall conform to the require-
ments of ASTM Specification C260.
Water-reducing and/or retarding admixtures shall con-
form to the requirements of ASTM Specification C494,
Types A, B, D, F, or G.
Plasticizing or plasticizing and retarding admixtures
shall conform to ASTM C494, Types F or G, or C1017
as applicable.
Accelerating or water-reducing and accelerating ad-
mixtures shall be noncorrosive and conform to the
requirements of ASTM Specification C494, Types Cand
E. The manufacturer shall provide long-term test data
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
534–1(210–VI–NEH, January 2009)
results from an independent laboratory verifying that
the product is noncorrosive when used in concrete
exposed to continuously moist conditions.
1. Scope
This specification covers the quality of liquid mem-
brane-forming compounds suitable for spraying on
concrete surfaces to retard the loss of water during
the concrete curing process.
2. Quality
The curing compound shall meet the requirements of
either ASTM Specification C309 or C1315. If Type 1 is
specified, a fugitive dye shall be used.
3. Delivery and storage
All curing compounds shall be delivered to the site of
the work in the original container bearing the name of
the manufacturer and the brand name. The compound
shall be stored in a manner that prevents damage to
Material Specification 534—Concrete Curing Compound
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
536–1(210–VI–NEH, amend. 32, January 2014)
Material Specification 536—Sealing Compound for Joints for
Concrete and Concrete Pipe
1. Scope
This specification covers the quality of sealing com-
pound for filling joints in concrete pipe and concrete
structures.
2. Type
The compound shall be a cold-application material
unless otherwise specified and shall be a single com-
ponent or multiple component type.
3. Quality
The sealing compound shall conform to the require-
ments of one of the following specifications:
• ASTM Specification C990—Joints for concrete
pipe, manholes, and precast box sections using
preformed flexible joint sealants.
• ASTM Specification C877—External sealing
bands for noncircular concrete sewer, storm
drain, and culvert pipe.
• ASTM Specification D6690—Standard Specifi-
cation for Joint and Crack Sealants, Hot Ap-
plied, for Concrete and Asphalt Pavements.
• ASTM Specification C920—Elastomeric joint
sealants for cold applied sealing and caulking
of joints on mortar and concrete structures not
subject to fuel spills. Use type S or M, grade NS
for vertical joints; type S or M, grade P or NS
for horizontal joints. For class 25, use type M.
The sealing compound if used with other joint mate-
rial, such as fillers or gaskets, shall be compatible.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)537–1
1. Scope
This specification covers nonmetallic waterstops for
use in joints of concrete structures.
2. Classification
Classes—Nonmetallic waterstops shall be of the fol-
lowing classes, as specified:
Class I shall be fabricated of either natural or
synthetic rubber.
Class II shall be fabricated of vinyl chloride
polymer or copolymer.
Types—Nonmetallic waterstops may be either split
or solid and shall conform to the following types, as
specified (see fig. 537–1):
Type A shall have ribbed anchor flanges and
a smooth web. Flanges may be of uniform
thickness or may have either a converging or a
diverging taper toward the edges.
Type B shall have ribbed anchor flanges and
a smooth web containing a hollow tubular
center bulb having a wall thickness equal to at
least one-half the web thickness, and the inside
diameter (D) specified in the specifications or
shown on the drawings. Flanges may be of uni-
form thickness or may have either a converging
or a diverging taper toward the edges.
Type Cshall have a single, circular bulb-type
anchor flange at each edge and a smooth web.
Type Dshall have a single, circular bulb-type
anchor flange at each edge and a smooth web
containing a hollow tubular center bulb having
a wall thickness equal to a least one-half the
thickness of the web, and the inside diameter
(D) specified in the contract.
Type E shall have ribbed anchor flanges and a
web molded or extruded in the form of a round
or U-shaped bulb of the dimensions specified
in the contract or shown on the drawings. The
web bulb shall be connected at the open-end of
the U by a thin membrane having a minimum
thickness of 1/64 inch and a maximum thick-
ness of 1/5 of the web thickness and design to
prevent infiltration of wet concrete into the
bulb and to tear when expansion of the joint
occurs. Flanges may be of uniform thickness
or may have either a converging or a diverging
taper toward the edges. Auxiliary positioning
or nailing flanges may be provided as long as
the functioning of the web bulb is not altered.
Material Specification 537—Nonmetallic Waterstops
Figure 537–1 Types of nonmetallic waterstops
D
D
W
Type A
Type B
Type C
Type D
Type E
Type F
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)537–2
Material Specification 537 Nonmetallic Waterstops (continued)
Type F shall have ribbed anchor flanges with
at least two extra heavy ribs designed to resist
displacement of the waterstop during concrete
placement on each flange, and a smooth web
having a positioning or nailing flange attached
at the center.
Type G shall be of special design conforming
to the details shown on the drawings.
Sizes—Waterstops of types A through F shall be of the
sizes specified in the specifications or shown on the
drawings and listed in table 537–1 of this specification.
Type G waterstops shall have the dimensions shown
on the drawings.
3. Physical requirements
The extruded or molded material shall exhibit the
properties specified herein when tested by the meth-
ods specified in section 4 of this specification.
Class I waterstops
• Hardness as determined by the Shore A durom-
eter method shall be a minimum of 60.
• Specific gravity shall be a maximum of 1.2.
• Tensile strength shall be a minimum of 2,500
pounds per square inch.
• Ultimate elongation shall be a minimum of 450
percent.
• Compression set shall be a maximum of 30
percent.
• Water absorption in weight measurements shall
not exceed 5 percent.
• Decrease in tensile strength and ultimate elon-
gation after aging shall not exceed 20 percent.
• There shall be no sign of failure due to brittle-
ness at a temperature of minus 35 degrees
Fahrenheit.
Class II waterstops
• Hardness as determined by the Shore A durom-
eter method shall be a minimum of 60.
• Specific gravity shall be a maximum of 1.4.
• Tensile strength shall be a minimum of 1,400
pounds per square inch.
• Ultimate elongation of the web shall be a mini-
mum of 280 percent, and the flanges shall be a
minimum of 200 percent.
• There shall be no sign of failure due to flange
brittleness at a temperature of 0 degrees Fahr-
enheit nor of web brittleness at a temperature
of minus 35 degrees Fahrenheit.
Table 537–1 Sizes of waterstops
Size
designation
Web thickness
(T) (inches)
Width (W)
(inches)
1 1/16 5 1/4
2 3/32 3 3/4
3 3/32 4
4 3/32 5 1/4
5 3/32 6
6 1/8 4
7 1/8 5 1/4
8 1/8 6
9 5/32 4
10 5/32 4 1/2
11 5/32 9
12 3/16 4
13 3/16 5
14 3/16 6
15 3/16 9
16 1/4 6
17 1/4 9
18 3/8 5
19 3/8 6
20 3/8 9
21 1/2 6
22 1/2 9
23 1/2 12
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)537–3
• Decrease in either tensile strength or ultimate
elongation after accelerated extraction shall
not exceed 15 percent.
• Results of alkali exposure:
a. After immersion for 7 days, the sample shall
exhibit no loss of weight and a maximum
weight gain of 0.25 percent, and the hard-
ness measured by the Shore A durometer
method shall not vary more than 5 points
either plus or minus from the untreated
sample.
b. After immersion for 30 days, the sample
shall exhibit no loss of weight and a maxi-
mum weight gain of 0.40 percent, and the
dimensions of the treated sample shall not
vary by more than 1 percent from the un-
treated sample.
4. Test methods
Testing shall be conducted by the methods cited
herein. All cited test methods are included in ASTM as
follows:
a. Hardness shall be determined by ASTM D2240.
b. Specific gravity shall be determined by ASTM
D792.
c. Tensile strength shall be determined by ASTM
D412 for Class I waterstops and ASTM D638 for
Class II waterstops.
d. Ultimate elongation shall be determined by
ASTM D412 for Class I waterstops and ASTM
D638 for Class II waterstops.
e. Compression set shall be determined by ASTM
D395.
f. Water absorption shall be determined by ASTM
D570.
g. Tensile strength and ultimate elongation after
aging shall be determined by ASTM D412 for
Class I waterstops and ASTM D638 for Class II
waterstops.
h. Brittleness shall be determined by ASTM D746
for Class II waterstops.
i. Accelerated extraction shall be accomplished
by procedures outlined by United States Army
Corps of Engineers (USACE), Concrete Re-
search Division (CRD) C572 under the follow-
ing conditions:
(1) Samples shall not be less than 1/16 inch
nor more than 1/8 inch in thickness.
(2) The immersion medium shall be a solution
prepared by dissolving 5 grams of chemi-
cally pure sodium hydroxide and 5 grams
of chemically pure potassium hydroxide in
1 liter of water.
(3) The samples shall be immersed in the
medium for 14 days at a temperature of
145 degrees Fahrenheit, plus or minus 5
degrees Fahrenheit.
(4) During the period of immersion, air shall
be gently bubbled through the medium
from a 0.25-inch diameter glass tube at an
approximate rate of one bubble per sec-
ond.
(5) Fresh medium shall be provided each day.
(6) Samples need not be dipped in acetone.
j. The effects of alkalies shall be determined by
USACE CRD C572 under the following condi-
tions:
(1) Sample shall have a maximum thickness of
0.25 inch.
(2) The immersion medium shall be as de-
scribed for accelerated extraction above.
(3) Fresh medium shall be provided every
7days.
(4) The samples shall be immersed in the me-
dium for 30 days.
(5) Samples need not be dipped in acetone.
5. Condition
Waterstops shall be extruded or molded in such a
manner that the material is dense and homogeneous
throughout and free from voids, tears, thins, inden-
tations, or other imperfections. Unless otherwise
Material Specification 537 Nonmetallic Waterstops (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)537–4
specified, waterstops shall be symmetrical in shape
and uniform in dimensions and shall be furnished in
continuous strips a minimum length of 50 feet. Factory
splices shall have a minimum tensile strength of 50
percent of the unspliced section.
6.Packaging and storing
Waterstops shall be packaged and stored by methods
that provide protection from prolonged exposure to
direct sunlight and/or excessive heat.
Material Specification 537 Nonmetallic Waterstops (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
539–1(210–VI–NEH, amend. 32, January 2009)
1. Scope
This specification covers the quality of steel reinforce-
ment for reinforced concrete.
2. Quality
All reinforcement shall be free from loose or flaky rust,
soil, oil, grease, paint, or other deleterious matter.
Steel bars for concrete reinforcement shall be grade
40, 50, or 60 deformed bars conforming to one of the
following specifications:
• Deformed and plain billet-steel bars for con-
crete reinforcement—ASTM A615
• Rail-steel deformed bars for concrete reinforce-
ment—ASTM A996
• Axle-steel deformed bars for concrete rein-
forcement—ASTM A996
Dowels shall be plain round bars conforming to the
same specifications listed above for steel bars.
Fabricated deformed steel bar mats for concrete
reinforcement shall conform to the requirements of
ASTM A184.
Plain steel welded wire reinforcement for concrete
reinforcement shall conform to the requirements of
ASTM A185.
Deformed steel welded wire reinforcement for
concrete reinforcement shall conform to the require-
ments of ASTM A497.
Epoxy-coated steel bars for concrete reinforcement
shall conform to the requirements of ASTM A775.
3. Dimensions of welded wire reinforcement
Gauges, diameters, spacing, and arrangement of wires
for welded steel wire fabric shall be as defined for the
specified style designations.
4. Storage
Steel reinforcement inventories at the site of the work
shall be stored above the ground surface on platforms,
skids, or other supports and shall be kept clean and
protected from mechanical injury and corrosion.
Material Specification 539—Steel Reinforcement (for concrete)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
542–1(210–VI–NEH, November 2005)
1. Scope
This specification covers the quality of nonreinforced
and reinforced concrete culvert pipe.
2. Nonreinforced pipe
Nonreinforced concrete culvert pipe shall conform to
the requirements of ASTM Specification C 14 for the
class of pipe specified.
3. Reinforced pipe
Round pipe—Round reinforced concrete culvert pipe
shall conform to the requirements of ASTM Specifica-
tion C 76 or ASTM C 655 for the class of pipe specified.
Arch pipe—Reinforced concrete arch culvert pipe
shall conform to the requirements of ASTM Specifica-
tions C 506 for the class of pipe specified.
Material Specification 542—Concrete Culvert Pipe
Elliptical pipe—Reinforced concrete elliptical cul-
vert pipe shall conform to the requirements of ASTM
Specification C 507 for the class of pipe specified.
4. Reinforced box sections
Reinforced concrete box sections shall be manufac-
tured meeting the requirements of ASTM Specification
C 1433.
5. Rubber gasket joints
When rubber gasket joints are specified, the joints and
gaskets shall conform to the requirements of ASTM
Specification C 443.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
547–1(210–VI–NEH, amend. 32, January 2009)
1. Scope
This specification covers the quality of Poly Vinyl
Chloride (PVC), Polyethylene (PE), High Density Poly-
ethylene (HDPE), and Acrylonitrile-Butadiene-Styrene
(ABS) plastic pipe, fittings, and joint materials.
2. Material
Pipe—The pipe shall be as uniform as commercially
practicable in color, opaqueness, density, and other
specified physical properties. It shall be free from vis-
ible cracks, holes, foreign inclusions, or other defects.
The dimensions of the pipe shall be measured as pre-
scribed in ASTM D2122.
Unless otherwise specified, the pipe shall conform to
the requirements listed in this specification and the
applicable reference specifications in table 547–2, the
requirements specified in Construction Specification
45, Plastic Pipe, and the requirements shown on the
drawings.
Fittings and joints—Fittings and joints shall be
of a schedule, SDR or DR, pressure class, external
load carrying capacity, or pipe stiffness that equals or
exceeds that of the plastic pipe. The dimensions of
fittings and joints shall be compatible with the pipe
and measured in accordance with ASTM D2122. Joint
and fitting material shall be compatible with the pipe
material. The joints and fittings shall be as uniform as
commercially practicable in color, opaqueness, den-
sity, and other specified physical properties. It shall be
free from visible cracks, holes, foreign inclusions, or
other defects.
Fittings and joints shall conform to the requirements
listed in this specification, the requirements of the
applicable specification referenced in the ASTM or
AWWA specification for the pipe, the requirements
specified in Construction Specification 45, and the
requirements shown on the drawings.
Solvents—Solvents for solvent welded pipe joints
shall be compatible with the plastic pipe used and
shall conform to the requirements of the applicable
specification referenced in the ASTM or AWWA specifi-
cation for the pipe, fitting, or joint.
Gaskets—Rubber gaskets for pipe joints shall con-
form to the requirements of ASTM F477, Elastomeric
Seals (Gaskets) for Jointing Plastic Pipe.
3. Perforations
When perforated pipe is specified, perforations shall
conform to the following requirements unless oth-
erwise specified in Construction Specification 45 or
shown on the drawings:
a. Perforations shall be either circular or slots.
b. Circular perforations shall be 1/4 ± 1/16-inch
diameter holes arranged in rows parallel to the
axis of the pipe. Perforations shall 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 shall be as shown in
table 547–1.
Material Specification 547—Plastic Pipe
Table 547–1 Perforations
Nominal
pipe size
(in)
Minimum number of rows Minimum
opening/foot
(in2)circular slot
4 2 2 0.22
6 4 2 0.44
8 4 2 0.44
10 4 2 0.44
12 6 2 0.66
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
547–2 (210–VI–NEH, amend. 32, January 2009)
Rows shall be arranged in two equal groups at
equal distance from the bottom on each side of
the vertical centerline of the pipe. The lower-
most rows of perforations shall be separated by
an arc of not less than 60 degrees or more than
125 degrees. The uppermost rows of perfora-
tions shall be separated by an arc not to exceed
166 degrees. The spacing of rows between
these limits shall be uniform. The minimum
number of rows shall be as shown in table
547–1.
c. Slot perforations shall be symmetrically located
in two rows, one on each side of the pipe cen-
terline. Slot perforations shall be located within
the lower quadrants of the pipe with slots no
wider than 1/8 inch and spaced not to exceed
11 times the perforation width. Minimum perfo-
ration opening per lineal foot of pipe shall be as
shown in table 547–1.
d. On both the inside and outside of the pipe,
perforations shall be free of cuttings or frayed
edges and of any material that would reduce
the effective opening.
Material Specification 547 Plastic Pipe (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
547–3(210–VI–NEH, amend. 32, January 2009)
Table 547–2 Pipe specification
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 and fittings ...............................................................................................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 and fittings ................................................................................................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 interior and fittings ...........................................................................ASTM F949
Pressure pipe, 4-inch through 12-inch for water distribution ........................................................................AWWA C900
Water transmission pipe, nominal diameters 14-inch through 36-inch .........................................................AWWA C905
Polyethylene (PE) plastic pipe
Schedule 40...........................................................................................................................................................ASTM D2104
12 to 60-inch annular corrugated profile-wall polyethylene (PE) pipe and fittings ....................................ASTM F2306
SIDR-PR based on controlled inside diameter.................................................................................................ASTM D2239
Schedules 40 and 80 Based on outside diameter .............................................................................................ASTM D2447
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
Plastic pipe, schedules 40 and 80 ......................................................................................................................ASTM D1527
Composite sewer pipe .........................................................................................................................................ASTM D2680

Material Specification 547 Plastic Pipe (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
553–1(210–VI–NEH, January 2014)
1. Scope
This specification covers the quality of ductile iron
pipe and fittings.
2. Pipe
Ductile iron pipe shall conform to the requirements
of ANSI/AWWA C151/A21.51, Ductile Iron Pipe, Cen-
trifugally Cast in Metal Molds or Sand Lined Molds for
Water or Other Liquids, and ANSI/AWWA C115/A21.15,
Flanged Ductile Iron Pipe with Threaded Flanges.
3. Fittings
Ductile-iron pipe fittings shall conform to the require-
ments of ANSI/AWWA C110/A21.10, Ductile Iron and
Gray Iron Fittings, 3 through 48 inch, for Water and
Other Liquids, and ANSI/AWWA C153/A21.53, Ductile
Iron Compact Fittings, 3 through 12 inch, for Water
and Other Liquids.
4. 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, Rubber Gasket Joints for Ductile Iron
and Gray Iron Pressure Pipe and Fittings.
5. Lining
Interior lining for ductile-iron pipe and fittings shall
conform to the requirements of ANSI/AWWA C104/
A21.4, Cement Mortar Lining for Ductile Iron Pipe and
Fittings for Water.
6. Encasement
Encasement for ductile iron pipe and fittings shall
conform to the requirements of ANSI/AWWA C105/
A21.5, Polyethylene Encasement for Ductile Iron Pipe
for Water and Other Liquids.
Material Specification 553—Ductile Iron Pipe
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
571–1(210–VI–NEH, amend. 32, January 2009)
1. Scope
This specification covers the quality of metal slide
gates for water control.
2. Class and type of gate
The class of gate is expressed as a numerical symbol
composed of the seating head and unseating head. The
two numbers are separated by a hyphen with the seat-
ing head listed first. For this purpose, the heads shall
be expressed in terms of feet of water. Gates shall be
of the specified types as defined:
Light duty
Type MLS-1 Cast iron with cast iron seat facings
Type MLS-2 Fabricated metal
Moderate duty
Type MMS-1 Cast iron with bronze seat facings, cast
iron or galvanized structural steel guides,
and galvanized steel, bronze, or stainless
steel fasteners.
Type MMS-2 Cast iron with bronze seat facings, cost
iron or stainless steel guides, and bronze
or stainless steel fasteners. Guides and fas-
teners are stainless steel, when specified.
Heavy duty
Type 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, frame, guides,
and yokes, and are fitted with stainless
steel seat facings, wedges, wedge seat
facings, stems and fasteners; and auste-
nitic cast iron stem blocks or thrust nuts.
Type MHS-3 Have austenitic gray cast iron slides,
frames, guides, and yokes, and are fitted
with nickel-copper alloy seat facings,
wedges, wedge seat facings, stems and
fasteners; and austenitic cast iron stem
blocks or thrust nuts.
3. Quality of material
Material for slide gates and appurtenances shall con-
form to the requirements of the applicable specifica-
tions listed below for the alloy, grade, type, or class of
material and the condition and finish appropriate to
the structural and operational requirements.
Material ASTM specification
Cast iron and gray cast iron .....................A48, Class 30
A126, Class B
Austenitic cast iron..................................................A436
Structural steel shapes, plates, ...............................A36
and bars
Cold rolled steel .......................................................A108
Carbon steel bars .......................................A108 or A575
Stainless steel ................................................A167, A276,
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, 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, ..........................B127
strip
Nickel-copper alloy rod or bar ...............................B164
Rubber for gaskets and seals D395, D412,
D471, D572, or D2240
Galvanizing (zinc coating) shall conform to the re-
quirements of Material Specification 582.
Material Specification 571—Slide Gates
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
571–2 (210–VI–NEH, amend. 32, January 2009)
4. Fabricated metal gates (light duty gates)
Fabricated metal gates shall be built to withstand the
seating head expressed by the gate class designation.
Unless otherwise specified, the gates shall be galva-
nized steel with flat-back frames.
5. Cast iron gates (light duty gates)
The frame shall be cast iron of the specified type. The
front face shall be machined to receive the gate guides.
The gate slide shall be cast iron and shall be fabri-
cated to withstand the seating and unseating heads
expressed by the gate class designation as defined in
section 2 of this specification.
Grooves shall be cast on the vertical sides of the slide
to match the guide angles.
The gates guides shall be galvanized structural steel
and shall be fabricated to withstand the total thrust of
the gate slide from water pressure and wedge action
under maximum operating conditions.
Wedges and wedge seats shall have smooth bearing
surfaces. Wedges may be cast as integral parts of the
slide. Removable wedges and wedge seats shall be fas-
tened to the slide, frame, or guides by means of suit-
able studs, screws, or bolts and shall be firmly locked
in place after final adjustment. Each interacting set of
wedge and wedge seat shall be adjustable as needed to
ensure accurate and effective contact. Adjusting bolts
or screws shall be bronze or galvanized steel.
Seat facings shall be machined to a smooth finish to
ensure proper watertight contact.
6. Frame or seat (moderate and heavy duty
gates)
The frame shall be cast iron and of the specified type.
The front face shall be machined to receive the gates
guides, and the rear face shall be machined as required
to match the specified attaching means. For heavy duty
gates, a dovetailed groove shall be machined on the
perimeter of the front face to receive the seat facing.
7. Gate slide (moderate and heavy duty
gates)
The gate slide shall be cast iron, rectangular in shape,
and shall have horizontal and vertical stiffening ribs of
sufficient section to withstand the seating and unseat-
ing heads expressed by the gate class designation as
defined in section 2 of this specification. For heavy duty
gates, a dovetailed groove shall be machined on the
perimeter of the slide face to receive the seat facing.
Tongues shall be machined on the vertical sides of the
slide along its entire height to match the guide grooves
and angles with a maximum clearance of 1/16 inch for
gates smaller than 54 inches by 54 inches, and 1/8 inch
for larger gates.
A nut pocket with reinforcing ribs shall be integrally
cast on the vertical centerline and above the horizontal
centerline of the slide. The pocket shall be of a shape
adequate to receive a flat-backed thrust nut or stem
block and shall be built to withstand the opening and
closing thrust of the stem.
8. Gate guides (moderate and heavy duty
gates)
The gate guides shall be built to withstand the total
thrust of the gate slide from water pressure and wedge
action. The gate guides shall be cast iron for heavy
duty gates.
Grooves shall be machine-in cast iron guides to re-
ceive the tongue on the gate slide throughout the
entire length of the guide.
The guides shall be of adequate length to retain a mini-
mum of one-half the height of the gate slide when the
gate is fully opened.
9. Wedges and wedge seats (moderate and
heavy duty gates)
Pads for supporting wedges, wedge seats (or blocks),
and wedge loops (or stirrups) shall be cast as integral
parts of the gate frame, slide, or guides and shall be
accurately machined to receive those parts.
Material Specification 571 Slide Gates (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
571–3(210–VI–NEH, amend. 32, January 2009)
Wedges and wedge seats shall have smooth bear-
ing surfaces for moderate duty gates and shall 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 shall be
fastened to the gate slide, frame, or guides with suit-
able studs, screws, or bolts and shall be firmly locked
in place after final adjustment. Each interacting set of
wedge and wedge seat shall be adjustable as needed to
ensure accurate and effective contact.
10. Seat facing
Moderate duty gates—Seat facings shall be ma-
chined to a smooth finish to ensure proper watertight
contact. Bronze facings shall be securely attached by
welding or other approved methods.
Heavy duty gates—Seat facings shall be pressed or
impacted into the machined dovetailed grooves on the
gate slide and frame and machined to a smooth finish
to ensure proper watertight contact.
11. Yoke
When a self-contained gate is specified, the yoke shall
be of such design as to withstand the loads resulting
from normal operation of the gate. For moderate and
heavy duty gates, cast iron yokes shall be provided
with machined pads for connecting to the ends of gate
guides and to receive the stem thrust cap or hand-
wheel lift.
12. Flush bottom seal (heavy duty gate)
When a flush bottom sealing gates is specified, a solid,
square-corner type rubber seal shall be provided at
the bottom of the gate opening. It shall be securely
attached either to the bottom of the slide or to the
frame. Metal surfaces bearing on the rubber seal shall
be smooth and rounded as necessary to prevent cut-
ting of the seal during gate operation.
13. Gate stem and lift (or hoist)
The gate stem and lift/hoist shall be of the specified
type, size, and capacity and, if hand operated, shall be
capable of moving the gate slide under normal condi-
tions, following unseating from the wedging device,
with a pull on the handwheel or crank of not more
than 25 pounds with the specified seating and/or un-
seating head of water against the gate.
Unless otherwise specified, the stem shall be carbon
steel and shall be furnished in sections as necessary to
permit reasonable ease in installation. Couplings shall
be bolted, pinned, or keyed to the stem. The stem shall
be furnished with rolled or machine-cut 29 degree
Acme threads of sufficient length to completely open
the gate. The threads shall 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 and heavy duty gates, the stem shall be
threaded for connection to the stem block or thrust
nut on the gate slide.
The lift shall be compatible with the type of stem
furnished. Unless otherwise specified, the lift nut shall
be cast bronze for light and moderate duty gates and
cast manganese bronze for heavy duty gates and shall
be fitted with ball or roller thrust bearings designed to
withstand the normal thrust developed during open-
ing and closing of the gate at the maximum operat-
ing heads. All gears, sprockets, and pinions shall be
machine-cut, with ratios and strength adequate to
withstand expected operating loads. Sufficient grease
fittings shall be provided to allow lubrication of all
moving parts. An arrow and the word "open" shall be
cast on the rim of the handwheel or on the lift housing
to indicate the direction of gate opening. Unless other-
wise specified, the lift for the nonrising-stem gate shall
be provided with an indicator capable of showing both
when the gate is fully open and when it is fully closed
for the moderate and heavy duty gates.
Provisions shall be made to prevent stem rotation
within the stem block or thrust nut or at the connec-
tion of the gate slide.
Material Specification 571 Slide Gates (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
571–4 (210–VI–NEH, amend. 32, January 2009)
Stop collars shall be provided to prevent overtravel in
opening and closing the gate.
14. Stem guides
Unless otherwise specified, stem guides shall be cast
iron for light duty gates and cast iron with bronze
bushed collars for moderate and heavy duty gates.
They shall be fully adjustable in two directions.
15. Wall thimble (moderate and heavy duty
gates)
When a wall thimble is specified, it shall be of the
same cast iron used in the gate frame and of the sec-
tion, type, and depth specified. The front flange shall
be machined to match the gate frame and drilled and
tapped to accurately receive the gate attachment
studs.
Gaskets or mastic to be installed between the thimble
and the gate frame shall conform to the recommenda-
tions of the gate manufacturer and shall be furnished
with the thimble.
16. Fasteners
Unless otherwise specified, all anchor bolts and other
fasteners shall 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 for heavy
duty gates. All anchor bolts, assembly bolts, screws,
nuts, and other fasteners shall 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 shall be furnished with two nuts
to facilitate installation.
17. Installation instructions
Before installation, the contractor shall provide the
engineer with the manufacturer's complete installation
data, instructions for adjustments, and drawings or
templates showing the location of all anchor bolts for
each gate.
18. Painting
When specified, gates and accessories shall be painted
by the designated paint system.
19. Certification
The supporting data submitted to the engineer shall
include the name of the manufacturer, the manufac-
turer's model number (for standard catalogue items),
or the seating and unseating heads for which the gate
is designed together with such drawings and specifica-
tions as may be necessary to show that the gate con-
forms to the requirements of this specification.
Material Specification 571 Slide Gates (continued)
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
581–1(210–VI–NEH, November 2005)
1. Scope
This specification covers the quality of steel and alumi-
num alloys.
2. Structural steel
• Structural steel shall conform to the require-
ments of ASTM A36.
• High-strength low-alloy structural steel shall
conform to ASTM A242 or A588.
• Carbon steel plates of structural quality to be
bent, formed, or shaped cold shall conform the
ASTM A283, Grade C.
• Carbon steel sheets of structural quality shall
conform to ASTM Standard A1011, Grade 40, or
A1008, Grade 40.
• Carbon steel strip of structural quality shall
conform to ASTM Standard A1011, Grade 36.
3. Commercial or merchant quality steel
Commercial or merchant quality steel shall conform to
the requirements of the applicable ASTM listed below:
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
4. Aluminum alloy
Aluminum alloy products shall conform to the require-
ments of the applicable ASTM standard listed below.
Unless otherwise specified, alloy 6061-T6 shall be
used.
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
5. Bolts
Steel bolts shall conform to the requirements of ASTM
Standard A307. If high-strength bolts are specified,
they shall conform to the requirements of ASTM A325.
When galvanized or zinc-coated bolts are specified,
the zinc coating shall conform to the requirements of
ASTM Standard A 153 except that bolts 0.5 inch or less
in diameter may be coated with electro-deposited zinc
or cadmium coating conforming to the requirements
of ASTM Standard B 633, Service Condition SC 3, or
ASTM B 766, unless otherwise specified.
6. Rivets
Unless otherwise specified, steel rivets shall conform
to the requirements of ASTM Specification A31, Grade
B. Unless otherwise specified, aluminum alloy rivets
shall be Alloy 6061 conforming to the requirements of
ASTM Standard B 316.
7. Welding electrodes
Steel welding electrodes shall conform to the require-
ments of American Welding Society Specification AWS
A5.1, "Specification for Mild Steel Covered Arc-Weld-
ing Electrodes," except that they shall be uniformly
and heavily coated (not washed) and shall be of such
a nature that the coating does not chip or peel while
being used with the maximum amperage specified by
the manufacturer.
Aluminum welding electrodes shall conform to the
requirements of American Welding Society Specifi-
cation AWS A5.10, "Specification for Aluminum and
Aluminum-Alloy Welding Rods and Bare Electrodes."
Material Specification 581—Metal
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
(210–VI–NEH, May 2001)582–1
Material Specification 582—Galvanizing
1. Scope
This specification covers the quality of zinc coatings
applied to iron and steel productions.
2. Quality
Zinc coatings shall conform to the requirements of
ASTM A 123 for Zinc (Hot-Dip Galvanized) Coatings
on Iron and Steel Products or as otherwise specified
in the items of work and construction details of the
Construction Specification.
ASTM A 123 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 centri-
fuged (or otherwise handled to remove excess galva-
nizing bath metal).
Items to be centrifuged or otherwise handled to
remove excess zinc shall meet the requirements of
ASTM A 153, except bolts, screws, and other fasten-
ers 0.5 inch or less in diameter may be coated with
electro-deposited zinc or cadmium coating conforming
to the requirements of ASTM B 766, coating thickness
Class 5, Type III, or ASTM B 633, Service Condition
SC-3, unless otherwise specified.
Part 642
National Engineering Handbook
National Standard Material
Specifications
Chapter 3
591–1(210–VI–NEH, January 2009)
1. Scope
This specification provides the minimum quality re-
quirements for the material used in the construction of
field fences.
2. Wire gauge
When the size of steel wire is designated by gage num-
ber, the diameter shall be as defined for U.S. Steel Wire
Gauge.
3. Fencing
Fencing material shall conform to the requirements of
ASTM A 121 for barbed wire, ASTM A 116 for woven
wire, ASTM A 390 for poultry fence or netting, and
ASTM A 854 for high-tensile wire. Barbed wire and
woven wire shall be class 3 zinc coated as specified in
ASTM A 641 unless otherwise specified. High-tensile
wire shall have type I zinc coating unless otherwise
specified.
4. Stays, fasteners, and tension wire
Stays and fasteners shall conform to the requirements
of the appropriate ASTM for the fencing material spec-
ified unless otherwise specified. Tension wires shall
have a tensile strength not less than 58,000 pounds per
square inch. Stays, fasteners and tension wire shall
have class 3 zinc coating as specified in ASTM A 641
unless otherwise specified.
5. Wood fence posts and braces
Unless otherwise specified, wood posts shall be natu-
rally rot resistant, preservative-treated, or other wood
of equal life and strength. At least half the diameter
or diagonal dimension of naturally rot resistant posts
shall be in heartwood. Provide new wood posts that
are sound, free from decay with all limbs trimmed
substantially flush with the body. All posts shall be
substantially straight throughout their full length.
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
shall be pressure treated in conformance with Material
Specification 585, Wood Preservatives and Treatment.
Wood braces shall be of wood material equal to or bet-
ter than construction grade Douglas fir. Wood braces
shall be pressure treated in conformance with Material
Specification 585.
6. Steel fence posts and braces
Steel fence posts and braces shall conform to the
requirements of ASTM A 702 for steel fence posts and
ASTM A 53 for bracing pipes. Posts with punched tabs
for fastening the wires shall not be installed.
7. Concrete fence posts
Concrete fence posts shall be manufactured to the
specified requirements of size, shape, and strength.
8. Panel gates
Panel gates shall be the specified types, sizes, and qual-
ity and shall include the necessary fittings required for
installation. Gates shall be of rigid construction free
from sag or twist. The fittings shall consist of not less
than two hinges and one latch or galvanized chain for
fastening. Latches shall be of such design that a pad-
lock may be used for locking. All fittings shall not be
of lesser quality than the gate manufacturer's standard.
9. Wire gates
Wire gates shall be the type shown on the drawings,
constructed in accordance with specifications, at the
locations, and to the dimensions shown on the draw-
ings. The material shall conform to the kinds, grades,
and sizes specified for new fence, and shall include the
necessary fittings and stays.
10. Staples
Staples required to secure the fence wire to wood
posts shall be 9-gauge galvanized wire with a minimum
length of 1.5 inches for soft woods and a minimum
length of 1 inch for close-grain hardwoods.
11. Galvanizing
All iron and steel fencing material, except as otherwise
specified, shall be zinc coated by the hot dip process
meeting the requirements of Material Specification
582. Clips, bolts, and other small hardware may be pro-
tected by electro-deposited zinc or cadmium coating.
Material Specification 591—Field Fencing Material
Chapter 3 National Standard Material
Specifications
Part 642
National Engineering Handbook
592–1

(210–642–H, Amend.2, Sept. 2018) (
Material Specification 592—Geotextile

1. Scope
This specification covers the quality of geotextile, including geotextile for temporary silt fence.
2. General Requirements
Fiber (thread and yarn) used in the manufacture of geotextile must consist of synthetic polymer composed
of a minimum of 85 percent by weight polypropylene, polyester, polyamide, polyethylene, polyolefin, or
polyvinylchloride. The fiber must be formed into a stable network of filaments retaining dimensional
stability relative to each other. 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 to ultraviolet light. Geotextile,
other than that used for temporary silt fence, must conform to the requirements in tables 592–1 or 592–2,
as applicable. Geotextile used for temporary silt fence must conform to ASTM D6461.

Thread used for factory or field sewing must be of a color contrasting to the color of the fabric and made of
high-strength polypropylene, polyester, or polyamide material. It must be as resistant to ultraviolet light as
the geotextile being sewn.
3. Classification
There are two geotextile classifications, woven and nonwoven. Geotextile for temporary silt fence may be
either woven or nonwoven. Slit film woven geotextile may not be used except for temporary silt fence.

Woven geotextiles are made from fabric that is formed by the uniform and regular interweaving of the
threads or yarns in two directions. Woven fabrics must be manufactured from monofilament yarn formed
into a uniform pattern with distinct and measurable openings, retaining their position relative to each
other. The fabric must have a selvedge edge or otherwise be finished to prevent unraveling.

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 geotextile must have distinct but
variable small openings, retaining their position relative to each other when bonded. The use of heat- or
resin-bonded nonwovens is restricted as specified in note 2 of table 592-2.
4. Sampling and Testing
The geotextile must conform to tables 592–1, 592–2, or ASTM D6461 as applicable for the product type
shown on the label. Documentation described in either a. or b. below is required to verify the product meets
the specified requirements:

a. 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.

b. Test data from the geotextile production run for each of the specified tests listed in tables 592–1, 592–
2, or ASTM D6461, as applicable.
5. Shipping and Storage
Each roll of geotextile must be labeled or tagged to clearly identify the brand, class, and the individual
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.

Chapter 3 National Standard Material
Specifications
Part 642
National Engineering Handbook
(210–642–H, Amend.2, Sept. 2018)

Material Specification 592 Geotextile (continued)

Table 592–1 Requirements for woven geotextiles 1/

Property Test method Class I Class II Class III Class IV
Grab tensile strength
(lb)
ASTM D4632 247 minimum 180 minimum 180 minimum 315
Elongation at failure
(%)
ASTM D4632 <50 <50 <50 <50

Trapezoidal tear
strength (lb)

Puncture strength
(lb)

Ultraviolet stability
(% retained strength)

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

1/ All values are minimum average roll values (MARV) in the weakest principal direction, unless otherwise noted. 2/ Maximum average roll value.
3/ Note: CWO is a USACE reference.
ASTM D4533 90 minimum 67 minimum 67 minimum 112 minimum
ASTM D6241 495 minimum 371 minimum 371 minimum 618 minimum
ASTM D4355 50 minimum 50 minimum 50 minimum 70 minimum

Chapter 3 National Standard Material
Specifications
Part 642
National Engineering Handbook
592–3

(210–642–H, Amend.2, Sept. 2018) (

Material Specification 592 Geotextile (continued)
Table 592–2 Requirements for nonwoven 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 minimum
Elongation at
failure (%)
ASTM D4632 50 minimum 50 minimum 50 minimum 50 minimum
Trapezoidal tear
strength (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 ASTM D4355 50 minimum 50 minimum 50 minimum 50 minimum
(retained strength) (%)

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

1/ All values are minimum average roll values (MARV) in the weakest principal direction, unless otherwise noted.
2/ Needle punched geotextiles may be used for all classes. Heat-bonded or resin-bonded geotextiles may be used for class IV only. 3/ Maximum average roll value.

(210-642-H, Amend. 2, Sept. 2018) 594-1
Material Specification 594—Geomembrane Liner

1. Scope
This specification covers the quality of high-density polyethylene (HDPE), linear low-density polyethylene
(LLDPE), ethylene propylene diene terpolymer (EPDM), poly vinyl chloride (PVC), flexible polypropylene
(fPP), and coated tape polyethylene (cPE) geomembrane liners and seams, gaskets, metal battens, bolts, embed
channels, clamps, and sealant.

2. Material
Liner—The liner must have a nominal thickness as specified. The liner must be manufactured to be suitable for
use in the specified exposed or buried conditions. It must conform to the requirements of this specification,
Construction Specification 97, and the requirements shown on the drawings.

Gaskets, metal battens, clamps, bolts, embed channels, welding rod, adhesive, and sealant—Gasket material
must be neoprene, closed-cell medium, 0.25 inch thick, with adhesive on one side, or other gasket material, as
recommended by the liner manufacturer. Metal battens must be 0.25-inch-thick by 2-inch-wide stainless steel,
unless otherwise specified. Clamps must be 0.5-inch-wide stainless steel. Bolts must be stainless steel. The embed
channel and welding rod must be compatible with the liner, as recommended by the manufacturer. Adhesive must
be as recommended by the manufacturer and must consist of material with a life expectancy similar to the liner
material. Sealant must be as recommended by the manufacturer. Silicone sealant may not be used with PVC liner
materials.

Vents and pipe boots—Vents and pipe boots must be compatible with the liner, as recommended by the
manufacturer the liner.

3. Liner properties
The liner must be manufactured from virgin polymers and other compounding materials. Regrind, reworked, or
trim materials must be from the same manufacturer and the same formulation as the liner. Recycled materials will
not be allowed. The liner must be uniform in color, thickness, and surface texture. The liner must be resistant to
fungal or bacterial attack and free of cuts, abrasions, holes, blisters, contaminants, and other imperfections.

HDPE —The HDPE liner must meet the requirements specified in Geosynthetics Research Institute (GRI) Test
Method GM13. Selected property values are reproduced in tables 594–1 and 594–2 for smooth and textured
HDPE, respectively.

LLDPE—The LLDPE liner must meet the requirements specified in GRI Test Method GM17 (smooth and
textured LLDPE) and GM25 (reinforced LLDPE). Selected property values are reproduced in tables 594–3
through 594–5 for smooth, textured, and reinforced LLDPE, respectively.

A reinforced LLDPE liner consists of one ply of reinforcing polyester (scrim) between two sheets of LLDPE. The
polyester scrim must be of an open weave that permits strike-through of the LLDPE.

EPDM—The EPDM liner must meet the requirements specified in ASTM D 7465. Selected property values are
reproduced in tables 594–6 and 594–7 for nonreinforced and reinforced EPDM, respectively.

PVC—The PVC liner must meet the requirements specified in ASTM D 7176. Selected property values are
reproduced in table 594–8.

fPP—The fPP liner must meet the requirements specified in ASTM D7613. Selected property values are
reproduced in tables 594–9 and 594–10 for nonreinforced and reinforced fPP, respectively.

(210-642-H, Amend. 2, Sept. 2018) 594-2

A reinforced fPP liner consists of one ply of reinforcing polyester (scrim) between two sheets of fPP. The
polyester scrim must be of an open weave that permits strike-through of the fPP.

cPE — The cPE liner must meet the requirements specified in GRI Test Method GM30 and in table 594-11. The
cPE liner is manufactured from woven HDPE scrim (tape) with a PE coating on both sides.

Table 594–1 Requirements for Smooth HPDE Liner

Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil

Density, g/cc ASTM D 1505/D 792 0.940 0.940 0.940

Tensile properties: ASTM D 6693
Yield strength, lb/in (Type IV) 63 84 126
Break strength, lb/in 114 152 228
Yield elongation, % 12 12 12
Break elongation, % 700 700 700

Tear resistance, lb ASTM D 1004 21 28 42

Puncture resistance, lb ASTM D 4833 54 72 108

Carbon black content, % ASTM D 1603 2.0–3.0 2.0–3.0 2.0–3.0

Seam properties**: ASTM D 6392
Shear strength, lb/in 57 80 120
Peel strength, lb/in 45 60 91
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.
** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

(210-642-H, Amend. 2, Sept. 2018) 594-3
Table 594–2 Requirements for Textured HDPE Liner

Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil

Density, g/cc ASTM D 1505/D 792 0.940 0.940 0.940

Asperity height, mils ASTM D 7466 10 10 10

Tensile properties: ASTM D 6693
Yield strength, lb/in (Type IV) 63 84 126
Break strength, lb/in 45 60 90
Yield elongation, % 12 12 12
Break elongation, % 100 100 100

Tear resistance, lb ASTM D 1004 21 28 42

Puncture resistance, lb ASTM D 4833 45 60 90

Carbon black content, % ASTM D 1603 2.0 – 3.0 2.0 – 3.0 2.0 – 3.0

Seam properties**: ASTM D 6392
Shear strength, lb/in 57 80 120
Peel strength, lb/in 45 60 91
* All values, unless specified otherwise, are minimum average roll values as reported by the specified test method. ** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

Table 594–3 Requirements for Smooth LLDPE Liner

Property Test methods Requirements* - - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil

Density, g/cc ASTM D 1505/D792 0.939 0.939 0.939

Tensile properties: ASTM D 6693
Break strength, lb/in (Type IV) 114 152 228
Break elongation, % 800 800 800

Tear resistance, lb ASTM D 1004 16 22 33

Puncture resistance, lb ASTM D 4833 42 56 84

Carbon black content, % ASTM D 1603 2.0 – 3.0 2.0 – 3.0 2.0 – 3.0

Seam properties**: ASTM D 6392
Shear strength, lb/in 45 60 90
Peel strength, lb/in 38 50 75
* All values, unless otherwise specified, are minimum average roll values as reported for each test method.
** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

(210-642-H, Amend. 2, Sept. 2018) 594-4
Table 594–4 Requirements for Textured LLDPE Liner

Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil
Density, g/cc ASTM D 1505/D 792 0.939 0.939 0.939

Asperity height, mils ASTM D7466 10 10 10

Tensile properties: ASTM D 6693
Break strength, lb/in (Type IV) 45 60 90
Break elongation, % 250 250 250

Tear resistance, lb ASTM D 1004 16 22 33

Puncture resistance, lb ASTM D 4833 33 44 66

Carbon black content, % ASTM D 1603 2.0–3.0 2.0–3.0 2.0–3.0

Seam properties**: ASTM D 6392
Shear strength, lb/in 45 60 90
Peel strength, lb/in 38 50 75
* All values, unless otherwise specified, are minimum average roll values as reported for each test method.
** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

Table 594–5 Requirements for Reinforced LLDPE Liner

Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
24 mil 36 mil 45 mil

Mass per unit area, lb/ft2 ASTM D 5261 0.10 0.15 0.19

Grab tensile properties: ASTM D 7004
Strength, lb 150 200 250
Elongation, % 22 22 22

Tear resistance, lb ASTM D 5884 55 55 55

Puncture resistance, lb ASTM D 4833 65 75 85

Ply adhesion, lb ASTM D 6636 20 20 20

Coating thickness over Manufacturer’s data 7 10 12
scrim, mil

Seam properties**: ASTM D 7747
Shear strength, lb/in 45 60 90
Peel strength, lb/in 38 50 75
* All values, unless otherwise specified, are minimum average roll values as reported for each test method. ** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

(210-642-H, Amend. 2, Sept. 2018) 594-5
Table 594–6 Requirements for Nonreinforced EPDM Liner

Property Test methods Requirements*
- - nominal thickness - -
45 mil 60 mil
Tensile properties: ASTM D 412, Die C
Tensile strength, lb/in2 1305 1305
Ultimate elongation, % 300 300

Tear resistance, lb/in ASTM D 624, Die C 150 230

Puncture resistance, lb ASTM D 4833 30 40

Brittleness point, °F ASTM D 2137 <–49 <–49

Seam properties ASTM D 7272
Shear strength, lb/in 35 35
Peel strength, lb/in 8 8
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.

Table 594–7 Requirements for Reinforced EPDM Liner

Property Test methods Requirements*
- - nominal thickness - -
45 mil 60 mil

Grab tensile strength, lb ASTM D 7004 90 90

Tearing strength, lb ASTM D 5884 130 170

Puncture resistance, lb ASTM D 4833 60 80

Brittleness point, °F ASTM D 2137 < –49 < –49

Seam properties: ASTM D 7272
Shear strength, lb/in 35 35
Peel strength, lb/in 8 8
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.

(210-642-H, Amend. 2, Sept. 2018) 594-6
Table 594–8 Requirements for PVC Liner

Property Test methods Requirements*
----nominal thickness----
30 mil 40 mil
Specific gravity ASTM D 792 1.2 1.2

Tensile properties: ASTM D 882
Break strength, lb/in 73 97
Break elongation, % 380 430

Tear strength, lb ASTM D 1004 8 10

Low temperature impact, °C ASTM D 1790 < –29 <–29

Dimensional stability, % (maximum) ASTM D 1204 3 3

Hydrostatic resistance, lb/in2 ASTM D 751 100 120

Seam properties: ASTM D 7408
Shear strength, lb/in 58 77
Peel strength, lb/in 15 15
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.

Table 594–9 Requirements for Nonreinforced fPP Liner

Property Test methods Requirements* - - - - - - - nominal thickness - - - - - - - -
30 mil 40 mil 60 mil

Thickness, in. ASTM D 5199 0.027 0.035 0.054

Tensile properties: ASTM D 6693
Tensile strength, lb/in 60 60 96
Ultimate elongation, % 700 600 600

Tear resistance, lb ASTM D 1004 10 10 18

Puncture resistance, lb ASTM D 4833 25 25 40

Low temperature bend, °C ASTM D 2136 –40 –40 –40

Seam properties**: ASTM D 6392/D6214***
Shear strength, lb/in 25 30 30
Peel strength, lb/in 20 25 25
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.
** Break must occur with an acceptable break code as specified in GRI Test Method GM19. *** ASTM D 6392 is used for thermally welded seams and D 6214 for chemically welded seams.

(210-642-H, Amend. 2, Sept. 2018) 594-7
Table 594–10 Requirements for Reinforced fPP Liner

Property Test methods Requirements*
- - - - - - - - - - - - - - - -nominal thickness - - - - - - - - 30 mil 36 mil 45 mil 60 mil

Thickness, in. ASTM D 5199 0.027 0.032 0.040 0.054

Tensile properties: ASTM D 7004
Grab tensile strength, lb 170 200 250 250
Grab elongation, % 15 15 15 15

Tearing strength, lb ASTM D 5884 50 55 70 70

Puncture resistance, lb ASTM D 4833 50 75 85 90

Ply adhesion, lb/in ASTM D 6636 15 15 15 15

Low temperature bend, °C ASTM D 2136 –40 –40 –40 –40

Coating thickness over ASTM D7613 8 10 13 18
scrim, mil (Annex A1)

Seam properties**: ASTM D 7747
Shear strength, lb/in 150 200 200 200
Peel strength, lb/in 15 20 20 20
* All values, unless specified otherwise, are minimum average roll values as reported for the test method. ** Break must occur with an acceptable break code as specified in GRI Test Method GM19.

(210-642-H, Amend. 2, Sept. 2018) 594-8
Table 594–11 Requirements for cPE Liner

Property Test methods Requirements*
- - - - - - - nominal thickness - - - - - -
24 mil 30 mil 40 mil
Thickness, in. ASTM D 751 0.022 0.027 0.036

Weight, oz/yd2 ASTM D 751 10 15 18

Tensile properties: ASTM D 7003
Strip tensile strength, lb 200 225 250
Strip tensile elongation, % 20 20 20

Tongue tear, lb ASTM D 5884 50 50 50

CBR puncture, lb ASTM D 6241 400 700 1000

Pin puncture, lb ASTM D 4833 160 180 220

Hydrostatic resistance, lb/in2 ASTM D 751 300 500 700

Dimensional stability, % change ASTM D 1204 3 3 3
(max)

Water vapor transmission, g/m2-day ASTM E96 0.5 0.4 0.3
(max)

Seam properties: ASTM D 7747
Shear strength, lb/in 100 120 150
Peel strength, lb/in 15 15 20
* All values, unless specified otherwise, are minimum average roll values as reported for the test method.