040036_03 Specifications_20230607

White Rock Farms, LLC Waste Storage Ponds
EROSION AND SEDIMENT CONTROL PLAN
FOR WASTE STORAGE POND CONSTRUCTION
ESTIMATED DISTURBED AREA @ each site ------ 3.0 Acres
NOTE: This specification is intended to give guidance in
controlling erosion while installing waste ponds.
EROSION AND SEDIMENT CONTROL MEASURES
Erosion and sediment control measures shall include the following:
a. Staaina of Earth Work Activities
The excavation and moving of soil materials shall be
scheduled so that the smallest possible areas will be bare
and unprotected from erosion for the shortest time feasible.
Construction Sequence
1. Stockpile Clay Liner
2. Construct Waste Pond
3. Install Clay Liner
4. Complete Seeding and Mulching
b. Diversions
Diversions shall be used to divert water away from disturbed
areas and also located as needed to provide optimum erosion
control during vegetative establishment period. An example
is a diversion located uphill of a borrow area slope. A
typical diversion is 1.5 ft deep and shaped to easily mow.
The Engineer will determine the location of diversions.
C. Vegetation
Within 7 days of final grading, vegetative work shall be
completed.

VEGETATION ESTABLISHMENT
Grading and Shaping
Construct waste storage pond and diversions above waste management system
components to prevent runoff from draining into the area. Engineer will make final
construction inspection before seedbed is prepared.
Seedbed Preparation
Rip and disk all disturbed areas 6" deep. Incorporate 2 tons of lime, 1000 lbs. of 10-10-
10 and 500 lbs of 0-20-0 into the soil. Uniformly apply 501bs. tail fescue per acre.
Seeding should be completed as soon as possible after construction. Immediately (same
day) mulch with 100 bales of small grain straw per acre. Reseed any rilled or gullied
areas that may develop. A nurse crop should be seeded with fescue. Engineer will
determine whether cool season (25 lbs. rye grain/acre) or warm season (sudex sedan)
nurse crop is needed.

Construction Specification 23—Earthfill
1. Scope
The work consists of the construction of earth embankments, other earthfilis, 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 backfi'll 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.
(210-VI-NEH, May 2001) 1

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.
11
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) If the surface of any layer becomes too hard and smooth for proper bond with the
succeeding layer, it 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 and obtains the specified moisture content and density at the contact of
the inplace and new earthfills.
(210-VI-NEH, May 2001) 2

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 used in the
compaction test method specified.
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 2 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
• 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 2 feet,
whichever is greater, except as may be specified in section 10.
(210-VI-NEH, May 2001) 3

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
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
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 engineer will perform quality assurance tests required to
identify material; determine compaction characteristics; determine moisture content; and
determine density of earthfill in place. Tests performed by the engineer will be used to verify that
the earthfills conform to contract requirements of the specifications and not as a replacement for
the contractor's quality control program.
Densities of earthfill requiring Class A compaction will be determined in accordance with ASTM
D 1556, D 2167, D 2922, or D 2937 except that the volume and moist weight of included rock
particles larger than those used in the compaction test method specified for the type of fill will be
determined and deducted from the volume and moist weight of the total sample before
computation of density or, if using the nuclear gauge, added to the specified density to bring it to
the measure of equivalent composition for comparison (See ASTM D 4718). The density so
computed is used to determine the percent compaction of the earthfill matrix. Unless otherwise
specified, moisture content is determined by one of the following methods: ASTM D 2216, D
3017, D 4643, D 4944, or D 4959.
(210-VI-NEH, May 2001) 4

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).
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surface of the foundation when approved for
placement of the earthfill and the specified neat lines of the earthfill surface.
Method 3—The pay limits shall be the measured surface of the foundation when approved for
placement of the earthfill and the measured surface of the completed earthfill.
Method 4—The pay limits shall be the specified pay limits for excavation and the specified neat
lines of the earthfill surface.
Method 5—The pay limits shall be the specified pay limits for excavation and the measured
surface of the completed earthfill.
Method 6—Payment for each type and compaction class of earthfill and earth backfill is made at
the contract unit price for that type and compaction class of earthfill. Such payment will
constitute full compensation for all labor, material, equipment, and all other items necessary and
incidental to the performance of the work.
Method 7—Payment for each type and compaction class of earthfill and earth backfill is made at
the contract unit price for that type and compaction class of earthfill. Such payment will
constitute full compensation for all labor, material, equipment, and all other items necessary and
incidental to the performance of the work except furnishing, transporting, and applying water to
the foundation and earthfill material. Water applied to the foundation and earthfill material is
measured and payment made as specified in Construction Specification 10.
All methods —The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is
included in the payment for the item of work to which it is made subsidiary. Such items and the
items to which they are made subsidiary are identified in section 10 of this specification.
(210-VI-NEH, May 2001)

10. Items of work and construction details
This item of work includes the earthfill for waste storage pond construction.
The maximum thickness of lift prior to compaction shall be 9 inches.
Compaction shall be greater than 95 percent of maximum standard proctor dry density. The
recommended water content is optimum plus.
Compaction shall be class C. A minimum of 4 passes of a sheepsfoot or pad -foot roller is
recommended to reach 95 percent of maximum standard proctor density.
Section 9 on measurement and payment does not apply to this work.
(210-VI-NEH, May 2001) 6

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.
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, Mineral Admixtures for
Concrete.
Blast -furnace slag used as a partial substitution of portland cement in concrete shall conform to
the requirements of Material Specification 532, Mineral Admixtures for Concrete.
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.
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).
(210-VI-NEH, May 2001) 1

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 I
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 (Q at 28 days
(lb/in2)
5000
5,000
4000
4,000
3000
3,000
2500
2.500
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 a2are2ate Air content (M
3/8 inch to 1 inch 5 to 7
Over 1 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:
(210-VI-NEH, May 2001) 2

of structural section
Massive sections, pavements, footings 2 f 1
Heavy beams, thick slabs, thick walls (>12 inches) 3 f 1
Columns, light beams, thin slabs, thin walls (12 inches or less) 4 f 1
Superplasticized concrete shall be a concrete mix containing either a water -reducing, high range
admixture (ASTM C 494, Type F or G) at a dosage rate that reduces the quantity of water
required to produce a concrete mix within the above slump range by 12 percent or more, or a
plasticizing admixture (ASTM C 1017) at a dosage rate required to produce an increase in the
slump of at least 2 inches more than that specified above.
Water -reducing admixtures (ASTM C 494) shall not be used to increase the slump of the concrete
mix to a slump greater than the slump requirements specified above.
A plasticizing admixture (ASTM C 1017) may be added to an approved job mix without
resubmittal and reapproval of the job mix if the following requirements are met:
a. The plasticizing 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 between 7.5 inches and 9 inches. The concrete shall retain the increased slump for
not less than 30 minutes.
£ If a plasticizing 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 a plasticizing 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.
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.
(210-VI-NEH, May 2001) 3

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 (fc) 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, fir, exceeding the specified compressive strength, f, by the amount specified below.
n S30 fc,
>30
LOOS
The larger of these
25
1.03 s
two equations:
20
1.08 s
PC + 1.34 s30
15
1.16 s
PC + 2.33 s30 - 500
<15 PC + 1,000 for f c < 3,000
PC + 1,200 for f c < 5,000
PC + 1,400 for fC > 5,000
where:
n = number of consecutive compressive strength tests
s30 = standard deviation adjusted to 30 tests, lb/in2
f, = required average compressive strength, lb/in2
PC = specified compressive strength of concrete, lb/in2
s = standard deviation (lb/in2) computed as I[sum(Xi-Xa)2]/[n-1]} lie
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
(210-VI-NEH, May 2001) 4

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.
(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:
Type of test Test method
(ASTM designation)
(210-VI-NEH, May 2001) 5

Sampling
C 172
Slump test
C 143
Air content
C 231 or C 173
Compression test specimens
C 31 or C 42
Compressive strength testing
C 39
Unit weight
C 138
Temperature
C 1064
A strength test for concrete is the average of two standard cured concrete cylinders prepared in
accordance with ASTM C 31 from the same sample of concrete and tested in accordance with
ASTM C 39 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 C 42. 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
C 42 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.
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
(210-VI-NEH, May 2001) 6

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 plus 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 plus 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 1 percent
of the required total mixing water. Added ice shall be measured by weight. Washwater 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 plus 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.
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 f -
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
(210-VI-NEH, May 2001) 7

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.
(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. The total
number of revolutions shall not exceed 300 before discharge of the concrete unless
otherwise specified.
(210-VI-NEH, May 2001) 8

(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 hatching 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 hatching and mixing equipment shall conform to the
requirements of ASTM C 685 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 C 685.
c. Batch mixing at the site
This method of hatching 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
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
(210-VI-NEH, May 2001) 9

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 coated according to the
manufacturer's recommendations with a form release agent that is specifically formulated for
plasticized concrete. 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.
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.
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
(210-vi-NEH, May 2001) 10

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
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.
(210-VI-NEH, May 2001) 11

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.
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
(210-VI-NEH, May 2001) 12

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 Z--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.
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
constricted by the insertion and subsequent removal of a wood ship, metal plate, or other suitable template. This will
be done so that the comers ofthe concrete do not chip or break. The edges ofthe 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 sawcut joints conforming to the depth and extent specified
Preformed expansion joint filler shall be held firmly in the correct position as the concrete is
(210-VI-NEH, May 2001) 13

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 inplace concrete is determined by testing concrete cylinders
specifically cast for this purpose and cured adjacent to the member in accordance with the ASTM
C 31 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:
Accumulated form removal times
Forms Time ii
Sides of slabs or beams
Undersides of slabs or beams
Sides of walls or columns
12 hours
Clear span 2/
< 10 ft 4 days
10-20ft 7days
> 20 ft 14 days
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.
(210-VI-NEH, May 2001) 14

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.
• 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
(210-VI-NEH, May 2001) 15

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.
• 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 C 171. 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. Unless otherwise specified, the curing
compound shall be white pigmented and conform to ASTM C 309, Type 2, Class A or B. Clear
curing compound (Type 1) or clear with fugitive dye (Type 1-D) may be used only when specified
in section 25. 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
(21 o-VI-NEH, May 2001) 16

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
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 not more than 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 F.
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, T
Less than 12
55
— 75
12to36
50-70
36 to 72
45
— 65
Greater than 72
40
— 60
c. The minimum temperature of the concrete for the first 72 hours after placement shall not
(210-VI-NEH, May 2001) 17

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 any combination of the following
conditions that impair the quality of freshly mixed or hardened concrete by accelerating the rate
of moisture loss and rate of cement hydration, or otherwise resulting in detrimental results:
• 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.
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
(21 o-VI-NEH, May 2001) 18

per 24-hour period) of the concrete by application of curing water or temperature changes
during the first 24 hours of the curing period.
£ 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
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 J 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 (fJ for the class of concrete specified.
(2) The average of any three consecutive strength tests is not less than the specified
compressive strength (fc) two or more consecutive times 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
(21 o-VI-NEH, May 2001) 19

strength (f,).
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 J.
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.
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 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
(210-VI-NEH, May 2001) 20

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 d—Payment for each item of concrete is made at the contract unit price for that item. The
payment for concrete will constitute full compensation for completion of the concrete work,
including joint fillers, waterstops, dowels or dowel assemblies, and metal plates, but not including
reinforcing steel or other items listed for payment elsewhere in the contract.
Method 2—Payment for each item of concrete is made at the contract unit price for that item. The
payment for concrete constitutes full compensation for completion of the concrete work,
including joint fillers, waterstops, metal plates, dowels, and other assemblies. It does not include
furnishing and placing reinforcing steel or furnishing 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 C 138. 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.
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.
25. Items of work and construction details
This item of work includes the concrete slabs and walls for the manure transfer and recycled sand
storage system.
The Concrete mix design shall be by Method 1 as specified in section 3 with the required class of
concrete being 4000. Portland cement Type I or II shall be used. The maximum size aggregate
used shall be 1 inch. Submittal of job mix for acceptance or rejection will not be necessary unless
the engineer request full documentation to support the job mix with any admixtures to be used in
the work.
Concrete shall be formed and finished to the neat lines and grades shown on the drawings.
Concrete shall be properly consolidated (vibration) in accordance with section 12.
The slab shall be placed in one continuous placement and without construction joints or openings
if possible. Treatment of construction joints shall be Method 2 as specified in section 13.
(210-VI-NEH, May 2001) 21

Wet curing shall be for a minimum of 7 days or the application of a liquid membrane forming
curing compound (ASTM C-309) shall be used. Curing compound shall be available at the site
prior to delivery of concrete.
Section 24 on measurement and payment does not apply to this work.
(210-VI-NEH, May 2001) 22

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
318, 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.
6. Splicing welded wire fabric
Unless otherwise specified, welded wire fabric 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.
(210-VI-NEH, May 2001) 1

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. PIacing
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.
9. Measurement and payment
Method ]—For items of work for which specific unit prices are established in the contract, the
weight of steel reinforcement placed in the concrete in accordance with the drawings is
determined to the nearest pound by computation from the placing drawings. Measurement of
hooks and bends is based on the requirements of ACI Standard 315. Computation of weights of
reinforcement is based on the unit weights established in tables 34-1 and 34-2 of this
specification. Computation of weights for welded wire fabric not shown in table 34-2 shall be
based on ACI Standard 315. The area of welded wire fabric reinforcement placed in the concrete
in accordance with the drawings is determined to the nearest square foot by computation from the
placing drawings with no allowance for required laps. The weight of steel reinforcing in extra
splices or extra -length splices approved for the convenience of the contractor or the weight of
(210-VI-NEH, May2001)

supports and ties is not included in the measurement for payment.
Payment for furnishing and placing reinforcing steel is made at the contract unit price. Such
payment constitutes full compensation for all labor, material, equipment, and all other items
necessary and incidental to the completion of the work including preparing and furnishing bar
schedules, lists, or diagrams; furnishing and attaching ties and supports; and furnishing,
transporting, storing, cutting, bending, cleaning, and securing all reinforcements.
Method 2—For items of work for which specific unit prices are established in the contract, the
weight of bar reinforcement placed in the concrete in accordance with the drawings is determined
to the nearest pound by computation from the placing drawings. Measurement of hooks and
bends is based on the requirements of ACI Standard 315. Computation of weights of bar
reinforcement is based on the unit weights established in table 34-1 of this specification. The
weight of steel reinforcing in extra splices or extra length splices approved for the convenience of
the contractor or the weight of supports and ties is not included in the measurement for payment.
The area of welded wire fabric reinforcement placed in the concrete in accordance with the
drawings is determined to the nearest square foot by computation from the placing drawings with
no allowance for required laps.
Payment for furnishing and placing bar reinforcing steel is made at the contract unit price for bar
reinforcement. Payment for furnishing and placing welded wire fabric reinforcing steel is made at
the contract unit price for welded wire fabric reinforcement. Such payment constitutes full
compensation for all labor, material, equipment, and all other items necessary and incidental to
the completion of the work including preparing and furnishing bar schedules, lists, or diagrams;
furnishing and attaching ties and supports; and furnishing, transporting, cutting, bending,
cleaning, and securing all reinforcement.
All Methods —The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items to which
they are made subsidiary are identified in section 10 of this specification.
Table 34-1 Standard reinforcing bars
(210-VI-NEH, May 2001) 3

Bar size no. Weight (lb/8)
3
0.376
4
0.668
5
1.043
6
1.502
7
2.044
8
2.670
9
3.400
10
4.303
11
5.313
14
7.650
18
13.600
Table 34-2 Rectangular welded wire fabric
-------------- StyledesignationI/-------------- Weight
by steel wire gauge by W-number (Ib/1001P)
6x6-1Ox10
6x6-W1.4xW1.4
21
6x6-8x8
6x6-W2.1
xW2.1
30
6 x 6 -
6 x 6
6 x 6 -
W2.9 x W2.9
42
6x6-4x4
6x6-W4.0xW4.0
58
4x4-1Ox10
4x4-W1.4xW1.4
31
4x4-8x8
4 x 4 -
W2.1 x W2.1
44
4x4-6x6
4x4-W2.9xW2.9
62
4x4-4x4
4x4-W4.0xW4.0
85
4x12-8x12
4x12-W2.1xWO.927
25
4x12-7x11
4 x 12
- W2.5 x W 1. 1 V
31
1/ Style designation is defined in ACI Standard 315 of the American Concrete Institute.
2/ Welded smooth wire fabric with wires smaller than size W 1.4 is manufactured from galvanized wire.
10. Items of work and construction details
(210-VI-NEH, May 2001) 4

This item of work includes all concrete steel reinforcement for the manure transfer and recycled
sand storage system as shown on the drawings.
Splicing bar reinforcement shall be Method 1.
Reinforcing steel shall be embedded in the concrete with a minimum cover of 2 inches.
Section 9 on measurement and payment does not apply to this work.
(210-VI-NEH, May 2001) 5

CONSTRUCTION SPECIFICATION
LINER FOR SEEPAGE CONTROL
1. Scope
The work shall consist of installation of impervious or low permeability liner
for the control of seepage from the waste storage pond. The work will include
furnishing all labor, tools, equipment, machinery, supplies, and materials for
construction of the liner.
2. Physical Requirements of Liner
The liner when installed must prevent impediment of seepage such that the
hydraulic conductivity at all sites covered by the liner is no more than 5,000
gallons per acre per day, which also includes a manure sealing allowance. This
seepage rate converts to a specific discharge rate of about 5.4 x 10-6
cm3/cm2/sec. The liner shall be installed in such a manner as to effectively
seal around all appurtenances and structures in the pool area.
3. MATERIALS
Materials used for the liner shall be as specified in Section 6 of this
specification. The thickness of lining material shall be as described in
Section 6 of this specification.
4. FOUNDATION PREPARATION
The finished subgrade shall contain no sod, brush, roots or other organic
materials. Rock particles larger than the maximum size specified in Section 6
of this specification shall be removed prior to placement of the liner.
Foundations shall be stripped to remove vegetation and other unsuitable
materials or shall be excavated as specified.
Except as otherwise specified, earth foundation surfaces shall be graded to
remove surface irregularities and shall be scarified parallel to the axis of the
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 materials 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
two inches in depth normal to the slope and shall be at such moisture content
that the earthfill can be compacted against them to effect a good bond between
the fill and the abutments.
Rock foundation and abutment surfaces shall be cleared of all loose materials by
hand or other effective means and shall be free of standing or running 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.

Foundation and abutment surfaces shall be not steeper than 3 horizontal to 1
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.
5. HANDLING OF LINER MATERIALS
Clay liner material shall be stockpiled on site when waste storage pond is
excavated. Material not suitable for clay liner will be used in freestall
building pad or in back slope of embankment.
6. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
Clay Blanket Liner
(1) Soils investigations at this site indicate that local available soil
materials are suitable for use as an impervious liner.
(2) This item shall consist of the preparation for and the installation of a
liner. 1.0' of the liner shall be clay. The clay is covered with 1.0' of soil
material in the bottom of pond and side slopes.
(3) After stripping, the foundation area will be prepared to assure a bond with
the clay liner fill. All loose dry soil material shall be removed, and the
subgrade shall be scarified by disking. Moisture content of the foundation
soils shall be adjusted by adding water as necessary.
(4) All rocks greater than 6 inches in diameter shall be removed from the
surface of the subgrade.
(5) The material used for the clay liner shall be selected from those areas
identified in the Soil Mechanics report or as designated by the engineer. The
clay material (CH) shall be free of sod, roots, frozen soil, stones over 6
inches in diameter, and other objectionable material. The fill for the liner
material shall be thoroughly mixed such that there will be no lenses, pockets,
streaks, or layers of material differing substantially in texture or gradation
from the surrounding material. Constructing the liner with similar soil from
the same borrow source will allow contractor to work off one proctor curve for
quality assurance purposes.
(6) The fill shall be brought up in approximately horizontal layers not to
exceed 9 inches in thickness prior to compaction. A pre -determined sequence of
equipment use, and the routing of equipment shall be established to assure
uniformity of the placement and compaction process.
Compaction and water content shall be monitored and adjusted if needed to be
within the recommended range shown in the Soil Mechanics Report. Compaction of
highly plastic soils can most effectively be accomplished with a sheepsfoot or
pad -foot roller to provide a kneading action to the clay during compaction. A
minimum of 4 passes is recommended to reach 95% of maximum Standard Proctor dry
density. The actual number of passes will be determined by the field
moisture/density test. The recommended water content is shown in the Soil
Mechanics Report.

(7) See attachment of the Soil Mechanics Report for recommended moisture
content ranges for the percent compaction obtained.
(8) The clay liner material shall not be placed or compacted while the material
is outside the recommended moisture content range. Soil conditions exceeding
maximum are indicated when conditions are too wet for the efficient use of
hauling and compacting equipment. When fill material begins to stick and cling
to the wheels and tracks of hauling and compacting equipment the fill is too wet
and compaction effort is wasted. When such conditions exist, the hauling and
compaction of the liner material shall cease until such time as drying of the
fill has occurred. Disking and mixing of material at the borrow site shall be
permitted to incorporate wetter materials on the surface with drier materials
below.
(9) During installation of the clay blanket liner, a qualified inspector as
designated or approved by the designer must be on -site to verify the quality of
the fill material and the adequacy of compactioe effort. The criteria for
evaluating the material and compaction shall be as prescribed in USDA-NRCS
National Engineering Handbook, Part 651, Chapter 10, Appendix 10D,
"Geotechnical, Design, and Construction Guidelines". Failure to provide
compaction of the liner in accordance with this specification as documented by
the inspector or placement of the liner in the absence of a qualified inspector
shall be grounds for rejection of the installation of the liner.
(10) Qualitative testing of clay liner material and compaction results may be
required as deemed necessary by the inspector and/or designer. When testing is
required, the landowner will be responsible for furnishing test results and
certification that the construction meets the design requirements. Any tests
and certification shall be performed by a certified laboratory.
(11) The Clay Liner shall be placed to meet the recommendations specified in
the Soil Mechanics Report dated April 20, 2023.

Construction Specification 45—Plastic Pipe and Plumbing
1. Scope
The work consists of furnishing and installing plastic pipe (except corrugated polyethylene
tubing) and the necessary fittings and appurtenances for plumbing 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.
Other materials shall meet the requirements as specified in section 14
I 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
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.
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
(210-VI-NEH, May 2001)

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 on compacted earthfill bedding
or an inplace earth material bedding of ample bearing strength to support the pipe without
noticeable settlement. The earth material on which the pipe is placed shall be of uniform density
to prevent differential settlement.
Unless otherwise specified, a groove that closely conforms to the outside surface of the pipe shall
be formed in the bedding. The depth of the groove shall be equal to or greater than 0.3 of the pipe
diameter.
Earth bedding shall be compacted to a density not less than adjacent undisturbed inplace earth
material or be compacted earth backfill. Earthfill material used for compacted earth bedding shall
be free of rocks or stones greater than 1 inch in diameter and earth clods greater than 2 inches in
diameter. The pipe shall be loaded sufficiently during the compaction of bedding under the
haunches and around the sides of the pipe to prevent displacement from its final approved
placement.
Sand, gravel, or crushed rock bedding —When sand, gravel, or crushed rock bedding is
specified, 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
placed and compacted to a depth equal to or greater than 0.3 of the diameter of the pipe above the
bottom of the pipe. The pipe shall be loaded sufficiently during backfilling and compaction
around the sides to prevent displacement of the pipe from its final approved placement.
Pipe encased in drainfill—The pipe shall be firmly and uniformly placed on bedding of
specified drainfill. Drainfill shall be placed and compacted as specified in section 14 of this
specification or as shown on the drawings to form a continuous uniform support around the entire
circumference of the pipe. The pipe shall be loaded sufficiently during backfilling around the
sides and during compaction to prevent displacement of the pipe.
7. Backfill
Initial backfill—Unless otherwise specified, initial backfill to 6 inches above the top of the
conduit 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
(210-VI-NEH, May 2001) 2

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
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 affect on the gasket or pipe material.
Pipe joints shall be watertight at the pressures specified except where unsealed joints are
indicated.
(210-VI-NEH, May 2001) 3

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.
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 ofthe assembled pipeline shall be allowed to cure as recommended by the manufacft re
(210-VI-NEH, May 2001) 4

(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.
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
(210-VI-NEH, May 2001) 5

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) F
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
I/ Computation basis
ND, where:
7,4 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
Method ]-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
(210-VI-NEH, May 2001) 6

schedule is made at the contract prices for those items.
Method 2—For items of work for which specific unit prices are established in the contract, the
quantity of each kind, size, and class of pipe is determined as the sum of the nominal laying
lengths of the sections used. Payment for each kind, size, and class of pipe is made at the contract
unit price for the kind, size, 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.
Method 3—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 the kind, size, and class. Such payment constitutes full
compensation for furnishing, transporting, and installing the pipe including shoring, all fittings,
thrust blocks, appurtenances, and other items necessary and incidental to the completion of the
work. Payment for appurtenances listed separately in the bid schedule is made at the contract
prices for those items.
Method 4—For items of work for which specific unit prices are established in the contract, the
quantity of each kind, size, and class of pipe is determined as the sum of the nominal laying
lengths of the pipe sections used. Payment for each kind, size, and class of pipe is made at the
contract unit price for that kind, size, and class. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe including shoring, all fittings, thrust blocks,
appurtenances, and other items necessary and incidental to the completion of the work. Payment
for appurtenances listed separately in the bid schedule is made at the contract prices for those
items.
Methods 3 and 4—Excavation, backfill, and bedding is paid separately under their respective bid
items.
All measurement and payment methods —Compensation for any items of work described in the
contract, but not listed in the bid schedule, is included in the payment for the item of work to
which it is made subsidiary. Such items and items to which they are made subsidiary are
identified in section 14 of this specification.
14. Items of work and construction details
This item of work includes all pipe and fittings for manure transfer and clean water culverts.
• Unless otherwise shown in the drawings, all piping for manure transfer shall be
Schedule 40 PVC. The minimum size piping is as shown in the drawings. Pressure
testing shall not be required.
• Unless otherwise shown in the drawings, all piping for clean water culverts shall be
storm water conduit, smooth inside corrugated outside pipe (HDPE). The minimum
size piping is as shown in the drawings. Pressure testing shall not be required.
• All piping shall allow for easy drainage to prevent freezing.
• Section 13 on measurement and payment does not apply to this work.
(210-VI-NEH, May 2001) 7