HomeMy WebLinkAboutDRB150144_Tec Specs_1430233140.pdfCIVIL TECHNICAL SPECIFICATIONS
FOR
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1240 WESTHAVEN CIRCLE
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APRIL 2015
TABLE OF CONTENTS
DIVISION 2 - SITEWORK
02230 Site Clearing 02300 Earthwork
02370 Erosion and Sedimentation Control
02630 Storm Drainage
02720 Unbound Base Course
02740 Flexible Pavement
02750 Rigid Pavement
02751 Concrete Paving Joints
07252 Concrete Paving Curing
02753 Cold Weather Concreting
02754 Hot Weather Concreting
Table of Contents 1240 Westhaven Circle i
SECTION 02230
SITE CLEARING
PART 1 GENERAL
1.01 DESCRIPTION
A. Work included: Clearing, grubbing, removing and disposing of all vegetation and debris
within work limits and from borrow pits, and such other areas as required, except objects designated to remain or to be removed. Also includes preservation from injury or defacement
of all vegetation and objects designated to remain.
B. Related Work:
1.Earthwork: Section 02300
1.02 PERMITS
A. Stormwater Discharge Permit (CDPHE)
B. Construction Dewatering (CDPHE or TOV as required)
C. Right-of-Way Permit (TOV)
1.03 JOB CONDITIONS
Protection: Protect trees, shrubs and planted areas to remain from damage or from unnecessary
vehicular traffic, in manner acceptable to Owner and Engineer. Protect bench marks, staking,
existing structures, roads, sidewalks, paving, and curbs from damage. Maintain designated
temporary roadways, walkways, and detours. Burning is not permitted.
PART 2 NONE
PART 3 EXECUTION
3.01 CLEARING
A. Clear and/or grub all surface objects and all trees, stumps, roots, bushes and other protruding obstructions, not designated to remain.
3.02 DISPOSAL
Remove and dispose of all waste materials off site.
END OF SECTION
Site Clearing 1240 Westhaven Circle 02230-1
SECTION 02300
EARTHWORK
PART 1 GENERAL
1.01 DESCRIPTION
A. Work Included: Excavation and borrow pits, removing and satisfactorily disposing of all materials taken from within work limits, dust control, including excavation for ditches and
channels, inlet and outlet ditches for culverts and structures, all necessary shaping and sloping
for the construction, preparation, processing soil to proper moisture content, and completion
of all backfill, embankments, subgrade, shoulders, slopes and intersections, to required
alignment, grade, and typical cross section shown on drawings.
B. Related Work:
1.Site Clearing: Section 02230
C. Definitions:
1.Suitable Material: Earth fill material consisting of on-site or similar non-organic
sands, gravels, clays, silts and mixtures thereof with maximum size of 6". Bedrock
that breaks down to specified soil types and sizes during excavation, hauling, and
placement may be considered as suitable material. Rock fill material which consists
predominantly of cobbles or boulder-sized pieces of blasted or broken rock with
maximum size of 12”.
2.Unsuitable Material: Any material containing vegetable or organic matter, muck,peat, excessive expansive materials, organic silt, topsoil, frozen materials, trees,
stumps, certain manmade deposits, or industrial waste, sludge or landfill, or other
undesirable materials.
3.Unclassified Excavation: Any and all materials, including surface boulders,
encountered during construction. Rock formations that can be removed by ripping
with D-9 tractor in good repair with single tooth hydraulic ripper are considered as
unclassified excavation.
4.Rock Excavation: Rock formations which cannot be excavated without blasting.
Includes removal and disposal of all rock.
5.Backfill and Embankment: Embankments, including preparation of area upon which
they are to be placed, dikes within or outside right-of-way. Placing and compacting
approved material within areas where unsuitable materials have been removed.
Placing and compacting of material in holes, pits and other depressions to lines and
grades shown on drawings. Use only suitable materials in construction ofembankments and backfills.
6.Borrow: Backfill or embankment material which must be acquired from designated
Earthwork 1240 Westhaven Circle 02300-1
borrow areas to make up deficiencies which cannot be completed from excavation
within work limits. Borrow material must be agreed to by Engineer.
7.Proof Rolling: Applying test loads over subgrade surface by means of heavy
pneumatic-tired roller of specified design, to locate weak areas in subgrade.
1.02 PERMITS
A. Road Cut (TOV)
B. Stormwater Discharge Permit (CDPHE or TOV as required) C. Construction Dewatering (CDPHE)
PART 2 PRODUCTS
2.01 FILL AND EMBANKMENT MATERIAL
Any suitable material or borrow as defined above. Free-running water shall be drained from materials
before placement.
2.02 CONSTRUCTION WATER
Acceptable water shall be provided at Contractor's expense.
PART 3 EXECUTION
3.01 EXCAVATION
Unclassified Excavation: All excess or unsuitable excavated materials, including rock and boulders,
that cannot be used in backfill and embankments, shall be placed in designated disposal areas or disposed of off site. Where shown on drawings or considered necessary, construct intercepting ditches
above top of cut slopes and carry to outlets near ends of cuts. To blend intersection of cut slopes with
slope of adjacent natural ground surfaces in uniform manner, shape tops of all cut slopes, except those
in solid rock, for flattening and rounding in accordance with details shown on drawings. Treat earth
overburden above solid rock cuts in same manner as earth cut. Engineer reserves the right to change
cut slopes during progress of excavation. Scale all exposed rippable rock cuts of loose, potentially falling rock at Contractor's expense.
3.02 PROOF ROLLING
Proof rolling will be required to determine whether the subgrade meets compaction and/or stable
requirements. Proof roll designated areas with heavy rubber-tired roller approved by Engineer. Areas found to be weak or fail the test shall be repaired in accordance with recommendations by the
Engineer.
Earthwork 1240 Westhaven Circle 02300-2
3.03 SUBGRADE PREPARATION
Adjust completed subgrade from slope or grade stakes to assure surface width conforms to typical
section, dimensions, lines, and grades on drawings. Compact subgrade in accordance with compaction
requirements.
3.04 EMBANKMENT AND FILL CONSTRUCTION
A. Place earth fill materials for backfill or embankment in thin horizontal layers near optimum
moisture content and compact as specified before next layer is placed. Use effective spreading equipment on each lift to obtain uniform thickness prior to compacting. As
compaction of each layer progresses, continuously level and manipulate to assure uniform
density. Add or remove water as necessary to obtain maximum density. Place embankment in
layers not greater than 12" which have been demonstrated to meet compaction standards.
Occasional cobble and boulder-sized pieces of excavated rocks with sizes from 6" to 12”, may
be placed in earth fill if agreed to by Engineer. Space large rocks so compaction of earth fill will meet compaction requirements.
B. When embankment is to be placed and compacted on hillsides, or when new embankment is
to be compacted against existing embankments, or when embankment is built one-half width
at a time, slopes which are steeper than 4:1 measured longitudinally or at right angles to
roadway shall be continuously benched over as work is brought up in layers. Benching shall
be well keyed into existing slopes a minimum of 8' wide. Begin each horizontal bench at
intersection of original ground and sides of previous benches. Material benched shall be excavated and recompacted along with new embankment material at Contractor's expense.
C. Rock fill embankment material consists predominantly of rock to 8” in diameter placed in
loose lifts up to average rock dimension. Placing of occasional boulders of sizes larger than
maximum layer thickness may be agreed to by Engineer provided material is carefully placed,
large stones well distributed, and voids completely filled with smaller stones, earth, sand, or
gravel. Level and smooth each layer with suitable equipment, distributing soils and finer
fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. Embankments consisting predominantly of rock larger than 6" in greatest
dimension, shall not be constructed above an elevation 2' below finished subgrade. Balance
of embankment shall be composed of suitable material smoothed and placed in layers not
exceeding 8" in loose thickness and compacted as specified.
D. Remove all sod and vegetable matter from surface upon which embankment is to be placed.
Completely break up cleared surface by plowing, scarifying, or stepping a minimum of 8” to insure a bond between embankment and original ground. Recompact to specifications.
E. Frozen materials shall not be used in construction of embankments.
F. During construction maintain area in such condition that it will be well-drained at all times.
G. At the end of every construction day all fill areas must be flat rolled to provide proper
drainage.
Earthwork 1240 Westhaven Circle 02300-3
3.05 BORROW
Provide test pit if required by Engineer to evaluate acceptability and limits of source at Contractor's
expense.
If more borrow is placed than required, amount of overrun will be deducted from borrow volume.
Contractor shall notify Engineer at least 10 working days in advance of need before opening borrow
area.
Strip all borrow pits of sod, topsoil, and unsuitable materials. Restore borrow area, grade and shape to
provide proper drainage before placement of topsoil, to the satisfaction of the Engineer.
3.06 DISPOSAL OF MATERIALS
Remove and dispose of all waste material off site.
3.07 COMPACTION REQUIREMENTS
A. Thoroughly scarify surface upon which embankment is to be placed to depth of 8".
B. Compact scarified materials and embankments to following % AASHTO T99. Moisture
content shall be within 2% of optimum.
1.Landscaped area 90%
2.Roadway 95%
3.Driveways, sidewalks, hardscape 95%
4.Parking lots 95%
5.Public roadways 95%
6.Beneath structures 100%
C. Where Engineer agrees to rock fill material embankments constructed without moisture and
density control, place in loose lifts up to maximum rock dimension not exceeding 8”. Apply
water as necessary to facilitate compaction. Route construction equipment, compactors, or
both, uniformly over each lift prior to placing additional lifts. Apply sufficient compactive effort to each lift to achieve uniform, well-compacted rock fill. Distribute rocks throughout
layer, spaced far enough apart to allow compaction equipment to pass between and permit
cross rolling. Place, move and compact embankment materials, and apply water to facilitate
compaction and prevent voids in embankment. Number of passes required will depend on
available compaction equipment to achieve compactive effort agreed to by Engineer.
3.08 DUST CONTROL
Contractor shall take appropriate measures to minimize adverse impacts caused by dust by watering
exposed surfaces and haul roads and by implementing other measures.
END OF SECTION
Earthwork 1240 Westhaven Circle 02300-4
SECTION 02370
EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.01 DESCRIPTION
A. Work Included: Excavation, grading, and installation and maintenance of riprap, stabilized construction entrances, sediment ponds, filter material, erosion control blanket, straw bale
sediment barriers, and all necessary appurtenances. Includes removal of temporary erosion
and sediment control devices after site is stabilized.
B. Related Work:
1. Site clearing: Section 02230
2. Earthwork: Section 02300
3. Storm Drainage: Section 02630
1.02 SUBMITTALS
A. Test Reports: If requested, furnish copies of tests from certified and acceptable testing
laboratory
1. Gradation and Soundness of Riprap.
2. Gradation of Filter Material.
1.03 PERMITS
A. Construction Dewatering (CDPHE or TOV as required)
B. Stormwater Discharge Permit (CDPHE)
C. Right-of-Way Permit (TOV)
PART 2 PRODUCTS
2.01 RIPRAP
Hard, dense, sound, angular rough fractured stone meeting AASHTO T 85. Excavated shot rock may
be used if agreed to by the Owner's representative and the Engineer. Neither breadth nor thickness of
single stone to be less than one-third its length.
Nominal Size Min. Volume Min. Weight
9" 0.25 CF 30 lbs. 12" 0.5 CF 75 lbs.
18" 1.8 CF 250 lbs.
24" 4 CF 600 lbs.
Size of stone and total thickness of riprap as shown on drawings. Stone well graded so voids can be
filled, and at least 50% of mass equal to or larger than size called for on drawings.
Erosion and Sedimentation Control 1240 Westhaven Circle 02370-1
2.02 FILTER MATERIAL
Aggregate Filter: Conform to following gradation:
Sieve Size Percentage by Weight Passing
Square Mesh Sieves
3” 100
3/4" 20-90 No. 4 0-20
No. 200 0-3
2.03 FILTER FABRIC
Manufactured especially for stability of erosion control construction. Made from polyethylene and polypropylene yarns, in accordance with following:
Weight 4.0 oz/yd ASTM D1910
Thickness 15 mils ASTM D1777
Grab Strength 130 lbs. ASTM D1682
Elongation Break 62% ASTM D1682
Burst Strength 125 psi ASTM D7742 Trapezoid Tear Strength 70 lb. ASTM 2263
Water Permeability 0.02 cm/se CFMC
Water Flow Rate 4.80 gal/min/ft CFMC
Equivalent Opening Size 70-100 U.S. Sieve ASTM D422
2.04 EROSION CONTROL BLANKETS AND TURF REINFORCEMENT MATS
A. Install Landlok 450 TRM, C2 Fabric or as shown on plans
2.05 EROSION LOGS
Erosion logs shall be curled aspen wood excelsior with a consistent width of fibers evenly distributed
throughout the log. The casing shall be seamless, photodegradable tube netting and shall have
minimum dimensions as shown below, based on the diameter of the log called for in the plans. The curled aspen wood excelsior shall be fungus free, resin free and shall be free of growth or germination
inhibiting substances.
Nominal Dimensions of Erosion Logs
Diameter Length Weight (min.) Stake Dimensions
8 inch 7-10 feet 1.6 lbs/ft 1.5 by 1.5 by 20 inches 12 inch 7-10 feet 2.5 lbs/ft 1.5 by 1.5 by 24 inches
18 inch 7-10 feet 4 lbs/ft 1.5 by 1.5 by 30 inches
2.06 DANDY SACK
A. The Dandy Sack™ inlet protection unit shall be a sewn in the U.S.A. geotextile fabric
unit.
B. The Dandy Sack™ shall have lifting straps to allow removal of the unit and manual
inspection of the storm water system.
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C. The Dandy Sack™ unit shall utilize an orange monofilament fabric that is manufactured
in the U.S.A. with the following characteristics:
PROPERTY TEST METHOD UNITS MARV Grab Tensile Strength ASTM D 4632 kN (lbs) 1.62 (365) x 0.89 (200)
Grab Tensile Elongation ASTM D 4632 % 24 x 10
Puncture Strength ASTM D 4833 kN (lbs) 0.44 (100)
Mullen Burst Strength ASTM D 3786 kPa (psi) 3097 (450)
Trapezoid Tear Strength ASTM D 4533 kN (lbs) 0.51 (115) x 0.33 (75)
% Open Area COE - 22125-86 % 10 Apparent Opening Size ASTM D 4751 mm (US Std Sieve) 0.425 (40)
Permittivity ASTM D 4491 sec1 2.14
Permeability ASTM 4491 cm/sec 0.142
Water Flow Rate ASTM 4491 l/min/m2 (gal/min/ft2) 5607 (145)
Ultraviolet Resistance ASTM D 4355 % 70
Color Orange1
1The color orange is a trademark of Dandy Products, Inc.
2.07 DANDY CURB SACK
A. The Dandy Curb Sack™ curb and gutter inlet protection unit shall be a sewn geotextile
fabric unit made in the U.S.A. enclosing a porous structure in the form of a cylindrical
tub placed in front and extending beyond the inlet opening on both sides and have a
geotextile fabric sack attached designed to fit the opening of the catch basin or drop inlet
and to hang underneath the grate and into the catch basin.
B. The Dandy Curb Sack™ shall have lifting straps to allow removal of the unit and manual inspection of the storm water system.
C. The Dandy Curb Sack™ unit shall utilize an orange monofilament fabric that is
manufactured in the U.S.A with the following characteristics:
PROPERTY TEST METHOD UNITS MARV
Grab Tensile Strength ASTM D 4632 kN (lbs) 1.62 (365) x 0.89 (200) Grab Tensile Elongation ASTM D 4632 % 24 x 10
Puncture Strength ASTM D 4833 kN (lbs) 0.44 (100)
Mullen Burst Strength ASTM D 3786 kPa (psi) 3097 (450)
Trapezoid Tear Strength ASTM D 4533 kN (lbs) 0.51 (115) x 0.33 (75)
% Open Area COE - 22125-86 % 10
Apparent Opening Size ASTM D 4751 mm (US Std Sieve) 0.425 (40)
Permittivity ASTM D 4491 sec1 2.14
Permeability ASTM 4491 cm/sec 0.142
Water Flow Rate ASTM 4491 l/min/m2 (gal/min/ft2) 5607 (145)
Ultraviolet Resistance ASTM D 4355 % 70
Color Orange1
1The color orange is a trademark of Dandy Products, Inc.
Erosion and Sedimentation Control 1240 Westhaven Circle 02370-3
2.08 SILT FENCE
A. Silt Fence Fabric: The fabric shall meet the following specifications:
Fabric Properties Minimum Acceptable Value Test Method
Grab Tensile Strength (lbs) 90 ASTM D1682
Elongation at Failure (%) 50 ASTM D1682
Mullen Burst Strength (PSI) 190 ASTM D3786
Puncture Strength (lbs) 40 ASTM D751 (modified)
Slurry Flow Rate (gal/min/sf) 0.3 Equivalent Opening Size 40-80 US Std Sieve CW-02215
Ultraviolet Radiation Stability % 90 ASTM-G-26
B. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood
posts will be of sound quality hardwood with a minimum cross sectional area of 3.0 square
inches. Steel posts will be standard T and U section weighing not less than 1.00 pound per
linear foot.
C. Wire Fence (for fabricated units): Wire fencing shall be a minimum 14-1/4 gage with a maximum 6" mesh opening, or as approved.
D. Prefabricated Units: Envirofence or approved equal may be used in lieu of the above wire
fence providing the unit is installed per manufacturer's instructions.
PART 3 EXECUTION
3.01 FILTER FABRIC
Place fabric over shaped surface loosely where, when large stones are placed, they will not cause
stretching of fabric beyond elastic limits. Overlap joining sections 2' at edges. Secure overlapped
edges to subgrade with cinch pins. If riprap is dropped, place aggregate bedding 2" thick over fabric.
Place riprap in a manner that fabric will not be damaged by stretching, punching, or ripping.
3.02 RIPRAP
A. Angular reasonably well-graded from smallest to maximum size specified. Stones smaller
than 10% of smallest size not permitted. Control gradation of riprap by visual inspection to
assure thickness of riprap conforms with drawings.
B. Hand Placed: Rectangular to facilitate butt placement. Fill openings with loose, well-graded
road aggregate base material.
3.03 FILTER MATERIAL
Wet subgrade, reasonably shape, and compact prior to placing filter material. Filter material may be
backdragged with loader bucket to a reasonably smooth surface for placement to lines and grades of
drawings.
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3.04 WATER BARS/INTERCEPTOR TRENCHES
Construct ditch in accordance with drawings. Flow line of water bar not steeper than 1%. Discharge
on existing vegetated slopes alternately to avoid erosion.
3.05 STRAW BALE SEDIMENT BARRIER
Use straw bale barriers at storm drain inlets, across minor swales and ditches, and other applications where barrier is of temporary nature. Bind straw bales with nylon or baling wire, not twine. Anchor
bales to ground with two posts per bale.
3.06 EROSION CONTROL BLANKETS AND TURF REINFORCEMENT MATS
A. Site Preparation
1. Grade and compact area of installation and remove all rocks, clods, vegetation or other obstructions so that the installed blanket/mat will have direct contact with soil surface.
2. Prepare seedbed by loosening 2-3 in (50-75mm) of topsoil above final grade.
3. Incorporate fertilizer into soil.
4. Do not mulch areas where mat is to be placed
B. Seeding
1. Apply seed to the soil surface before installing blanket/mat, or after installation (TRM
only) for enhanced performance (preferable)
2. When seeding prior to installation, all check slots and other areas disturbed must also be reseeded.
3. When using a TRM and soil filling, seed TRM and entire disturbed area after installation,
prior to filling mat with soil.
C. Installation on Banks and Slopes
1. Extended blanket/mat 2-3 ft (600-900mm) over crest of slope and excavate a 12x6 in (300x150mm) terminal anchor trench.
2. Anchor blanket/mat in trench on 1 ft (300mm) spacings, backfill and compact soil.
3. Unroll blanket/mat down slope with small netting on bottom, large netting on top.
4. Overlap adjacent rolls at least 3 in (75mm), and anchor every 18 in (450mm) minimum
across the overlap. The higher elevation blanket/mat should be placed over the lower
blanket/mat.
5. Overlap blanket/mat edges approximately 2 in (50mm) and staple according to anchor
pattern guide. Make sure that edge overlaps are shingled away from prevailing winds.
Erosion and Sedimentation Control 1240 Westhaven Circle 02370-5
6. Lay blanket/mat loose to maintain direct contact with soil. (Do not pull blanket/mat taut.
This may allow bridging of soil surface.)
7. Secure blanket/mat to ground surface using U-shaped wire staples (preferred) or
geotextile pins.
8. Refer to manufacturer’s recommendation for appropriate number and pattern of anchors.
9. Place outer edge of blanket/mat in previously excavated longitudinal slots, anchor using
prescribed staple pattern, backfill and compact soil.
10. Anchor, backfill and compact upstream end of blanket/mat in a 12x6 in (300x150mm)
terminal trench.
11. Secure blanket/mat to ground surface using U-shaped wire staples(preferred) or geotextile
pins.
12. When using a TRM, seed and fill with soil for enhanced performance.
13. When using a TRM with a geotextile attached. Always seed after installing mat, then fill
with soil.
D. Installation in Storm Water Channels
1. Excavate an initial anchor trench 12 in (300mm) deep and 6 in (150mm) wide across the
channel at the lower end of the project area.
2. Construct check slots along the channel in the following manner: Excavate intermittent
check slots 6 in (150mm) deep and 6 in (150mm) wide across the channel at 30 ft (9.1m) intervals.
3. Cut longitudinal channel anchor slots 4 in (100mm) deep and 4 in (100mm) wide along
both sides of the installation to bury edges of blanket/mat. Whenever possible extend mat
2-3 ft (600-900 mm) above crest of channel side slopes.
4. Beginning at the center if downstream end of the channel, place the end of the first roll in
the anchor trench and secure with fastening devices at 1 ft (300mm) intervals. Note:
blanket/mat will initially be upside down in anchor trench; smaller netting on top.
5. In same manner, position adjacent rolls in anchor trench. Overlapping the preceding roll
minimum of 3 in (75mm).
6. Again, staple at 1 ft (300mm) intervals, backfill and compact soil.
7. Unroll blanket/mat over the compacted trench with smaller netting on bottom, large
netting on top. Stop at next check slot or terminal anchor trench.
8. Unroll adjacent rolls upstream in order to maintain a minimum 3 in (75mm) overlap. Anchor every 18 in (450mm) minimum across the overlap.
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9. Fold and secure blanket/mat rolls snugly into intermittent check slots. Lay blanket/mat in
the bottom and fold back against itself. Anchor through both layers of blanket or mat at 1 ft(300mm) intervals then backfill and compact soil. Continue rolling upstream over the
compacted slot to the next check slot of terminal anchor trench.
10. Overlap roll ends a minimum of 1ft (300mm) with upstream blanket/mat on top. Begin
all new rolls in a check slot. Anchor overlapped area by placing two rows of anchors, 1 ft
(300mm) apart on 1ft (300mm) intervals.
E. Soil Filling
1. If specified, soil filling is recommended for optimum performance.
2. After seeding, spread and lightly rake ½ - ¾ in (12-19mm) of fine topsoil into the TRM
and completely fill the voids. Use backside of rake or other flat tool.
3. If equipment must operate on the TRM, make sure it is of the rubber-tired type. No
tracked equipment or sharp turns are allowed on the mat.
4. Avoid any traffic over TRM if loose or wet soil conditions exist.
5. Use shovels, rakes or brooms for fine grading and finishing.
6. Smooth soils fill in order to just expose the top netting of matrix. Do not place excessive
soil above the mat.
7. Broadcast additional seed and mulch above the soil-filled TRM.
8. Water as necessary to enhance growth.
9. Consult manufacturer’s technical representative or local distributor for installation
assistance. Particularly if unique conditions apply (i.e. fine sandy soils, infertile
environment)
3.07 EROSION LOGS The Contractor shall maintain the erosion logs during construction to prevent sediment from passing
over or under the logs or from sediment accumulation greater than two thirds of the original exposed
height of each erosion log.
Erosion logs shall be embedded 2-inches into the soil.
Stakes shall be embedded to a minimum depth of 12 inches. At the discretion of the Engineer, a
shallower depth may be permitted if rock in encountered.
3.08 DANDY SACK
A. Remove the grate from the catch basin.
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B. For Oil and Sediment Model; to install or replace absorbent, place absorbent pillow in unit, on the bottom (below-grade side) of the unit.
C. Stand the grate on end. Move the top lifting straps out of the way and place the grate into
the Dandy Sack™ unit so that the grate is below the top straps and above the lower straps.
The grate should be cradled between the upper and lower straps.
D. Holding the lifting devices, insert the grate into the inlet, being careful that the grate
remains in place and being careful not to damage the Dandy Sack™ unit.
E. Remove all accumulated sediment and debris from vicinity of unit after each storm event.
F. After each storm event and at regular intervals, look into the Dandy Sack™ unit. If the
unit is more than 1/3 full of accumulated sediment, the unit must be emptied.
G. To empty the unit, using the lifting straps lift the unit out of the inlet and remove the
grate. Transport the unit to an appropriate location for removal of the contents. Holding
the dumping straps on the outside at the bottom of the unit, turn the unit upside down,
emptying the contents. Reinstall unit as above.
H. For Oil and Sediment Model; remove and replace absorbent when near saturation.
I. Dispose of unit and/or absorbent in accord with applicable Federal, state and local
environmental laws and regulations.
3.09 DANDY CURB SACK
A. Remove the grate from the catch basin.
B. For Oil and Sediment Model; to install or replace absorbent, place absorbent pillow in unit, on the bottom (below-grade side) of the unit.
C. Stand the grate on end. Move the top lifting straps out of the way and place the grate into
the Dandy Curb Sack™ unit so that the grate is below the top straps and above the lower
straps. The grate should be cradled between the upper and lower straps.
D. Holding the lifting devices, insert the grate into the inlet, then lower back edge with
cylindrical tube into place, being careful that the grate remains in place and being careful
not to damage the Dandy Curb Sack™ unit. The cylindrical tube should partially block the
curb hood opening when installed properly.
E. Remove all accumulated sediment and debris from vicinity of unit after each storm event.
F. After each storm event and at regular intervals, look into the Dandy Curb Sack™ unit. If
the unit is more than 1/3 full of accumulated sediment, the unit must be emptied.
G. To empty the unit, using the lifting straps lift the unit out of the inlet and remove the grate.
Transport the unit to an appropriate location for removal of the contents. Holding the
dumping straps on the outside at the bottom of the unit, turn the unit upside down,
emptying the contents. Reinstall unit as above.
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H. For Oil and Sediment Model; remove and replace absorbent when near saturation.
I. Dispose of unit and/or absorbent in accord with applicable Federal, state and local
environmental laws and regulations.
3.10 CHECK DAMS
Install bottom of check dam at least 6" below maximum depth of newly graded channel. Extend to 6"
above maximum design water depth. Install materials in accordance with drawings.
3.11 SEDIMENT POND/TRAP
A. Construct pond per plans and as directed by Engineer.
B. The area under embankment shall be cleared, grubbed and stripped of any vegetation and root
mat. The pool area shall be cleared.
C. The fill material for the embankment shall be free of roots or other woody vegetation as well
as over-sized stones, rocks, organic material or other objectionable material. The
embankment shall be compacted by traversing with equipment while it is being constructed.
Maximum height of embankment shall be 4’ measured at centerline of embankment.
D. All cut and fill slopes shall be 2:1 or flatter.
E. Geotextile Class C shall be placed over riser. Fabric shall be embedded at least 6” into existing ground at bottom of pond.
F. Outlet – An outlet shall include a means of conveying the discharge in a erosion free manner
to an existing stable channel. Protection against scour at the discharge point shall be provided
as necessary.
G. Outlet channel must have positive drainage from the trap.
H. Sediment shall be removed and trap restored to its original dimensions when the sediment has
accumulated to ½ of the wet storage depth of the trap (900 cf/ac). Removed sediment shall be
deposited in a suitable area and in such a manner that it will not erode.
I. The structure shall be inspected periodically after each rain and repaired as needed.
J. Construction of traps shall be carried out in such a manner that sediment pollution is abated.
Points of concentrated inflow shall be protected.
K. The structure shall be dewatered by approved methods, removed and the area stabilized when
the drainage area has been properly stabilized.
3.12 SILT FENCE
Install silt fence in accordance with drawings.
END OF SECTION
Erosion and Sedimentation Control 1240 Westhaven Circle 02370-9
SECTION 02630
STORM DRAINAGE
PART 1 GENERAL
1.01 DESCRIPTION
A. Work included: Excavation, backfill, bedding, and installation of culverts, pipe, manholes, catch basins, inlets, outlets, underdrains, irrigation ditches, channelization, detention storage,
siphons and all necessary appurtenances.
B. Related Work:
1.Site clearing: Section 02230
C. Definition:
1.Trench Excavation: Excavation of all material encountered along trench other than rock
excavation.
2.Rock Excavation: All solid rock formations which cannot be reasonably broken by a
backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force of35,000 lbs. each, and requiring drilling and blasting.
1.02 SUBMITTAL
A. Submit shop drawings or product data showing specific dimensions and construction
materials for:
1.Precast Manholes
2.Precast Catch Basins
3.Frames, Grates, Covers
B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials,
concrete mix design, and compression test.
1.03 JOB CONDITIONS
Environmental Requirements: Except by specific written authorization, cease concreting when
descending air temperature in shade and away from artificial heat falls below 35 degrees F. and there
is frost in subgrade. When concreting is permitted during cold weather, temperature of mix shall not
be less than 60 degrees F. at time of placing.
PART 2 - PRODUCTS
2.01 PIPE AND FITTINGS
A. Non-Reinforced Concrete Pipe: ASTM C14
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B. Reinforced Concrete Pipe: ASTM C76, circular; ASTM 506, arch; ASTM 507, vertical or
horizontal elliptical. Class pipe as shown on drawings.
C. Concrete End Section: Same ASTM specification as pipe. Equivalent in area as circular
pipe.
D. Corrugated Steel Pipe and Arches: AASHTO M36, gauge as shown on drawings. Bands
shall conform to following:
Pipe Size Corrugations Number
Bolts
Inches 2-2/3" x 1/2" 3" x 1"
6-30 7" - 2 ea
36-60 12" 14" 3 ea
66-120 24" 20" 5 ea
Thickness of band one gauge less than pipe but not less than 16 gauge.
E. Corrugated Steel Pipe End Section: Sizes and dimensions shown on drawings. Materials
same as corrugated steel pipe.
F. Bituminous Coating: Where required on corrugated steel pipe and fittings, AASHTO M190,
Type A, with minimum thickness of 0.03". Coupling bands fully coated.
G. HDPE Pipe: ADS N-12 WT. Pipe shall have a smooth interior and annular corrugations.
AASHTO M274, Type S or ASTM F2306.
2.02 UNDERDRAIN PIPE
A. Corrugated Steel: AASHTO M36 Type III. Holes 3/8" double row each side of pipe for 6"-10" size pipe. Triple row each side of pipe for 12"-21" pipe. Spaced in center of each
depressed corrugation nearest to center pipe. Install hole row each side of pipe for 6"-10"
pipe; triple row each side of pipe for 12"-21" pipe.
B. Rigid PVC Schedule 40.
C. Flexible Polypropelene or Polyethylene/Hancor.
2.03 PREFABRICATED INLETS AND OUTLETS
A. Corrugated Steel Units: Conform to drawing dimensions, AASHTO M36. Bituminous coating when specified, AASHTO M190, Type A. Steps fabricated into units.
B. Precast Concrete Units: In accordance with drawings, ASTM C478 and C789, wall "B", wall
thickness 1/12 internal diameter. Steps precast into units.
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2.04 MANHOLE
A. Manhole Bases: Precast concrete. Manhole base and first barrier section cast monolithic per ASTM - C478.
B. Manhole Sections: ASTM C478. Precast concrete with minimum wall thickness 1/12 of
internal diameter. Cones eccentric.
C. Manhole Ring and Cover: Cast iron, ASTM A48. Ring and cover combined weight greater
than 400 lbs., machined to fit securely. Non-rocking cover. Hot dipped in asphalt.
D. Manhole Steps: Two non-skid grooves in the surface of step and capable of carrying load of
1,000 lbs. 6" from face of manhole.
E. Manhole Joint Sealant: RubberNek.
2.05 SLOTTED DRAIN
AASHTO M36 with grate assembly, ASTM A123. Joint and couplers of ring compression type.
Where required, expanded wire mesh attached across top of drain opening. Fittings provided with
annular ends for hugger-type bands.
2.06 FRAMES, GRATES, COVERS, AND STEP
Metal units conform to drain dimensions and to following for designated material.
A. Gray Iron Castings: AASHTO M105.
B. Carbon-Steel Castings: AASHTO M103.
C. Ductile Iron Castings: ASTM A536.
D. Structural Steel: AASHTO M183 and ASTM A283, Grade B. Galvanizing, where specified,
AASHTO M111.
2.07 BEDDING
A. Pipe and culvert - roadbase, percent by weight passing square mesh sieves: 3/4", 100; No.4,
30-65; No. 8, 25-55; No. 200, 3-12.
B. Underdrain - washed gravel: percent by weight passing square mesh sieves: 1", 100%; 3/4",
95-100%; No.4, 0-5%.
2.08 CONCRETE MATERIALS
A. General: All materials furnished from sources approved by Engineer.
B. Cement: ASTM C150 for Portland Cement, Type II. Cement which has become partially set or contains lumps, caked cement and have been exposed to inclement weather shall be
rejected.
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C. Aggregate: ASTM C33.
D. Water: Water used in mixing or curing concrete shall be clean and free from oil, acids, salt,
alkali, or organic materials harmful to concrete.
2.09 CONCRETE MIX
A. Design Mix:
1.Proportions:
Cement 5-1/2 sacks per cubic yard
Coarse aggregate 43%
Water 5.5 Gallons per sack
Maximum size aggregate 3/4"2.Slump: 4" maximum
3.Strength: Minimum 3,000 psi at 28 days
4.Air Content: 5%-7%
B. Job Mixed Concrete: Mixed in drum mixer conforming to Concrete Paving Mixer Standards
of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates, cement, and water into thoroughly mixed and uniform
mass. Discharge entire contents of drum before recharging. Continue mixing of each batch
for not less than 10 minutes after all materials are in drum.
C. Ready Mixed Concrete: Proportioned, mixed, and transported in accordance with ASTM
C94. Any concrete not plastic and workable when it reaches project shall be rejected.
PART 3 EXECUTION
3.01 TRENCHING
A. Trench Excavation: Excavate to depths required. Confine excavation to work limits.
B. Rock Excavation: Prior to removal, notify Engineer of areas requiring rock excavation.
C. Blasting: In general blasting will be allowed in order to expedite the work if a permit by the
local authority having jurisdiction is granted. All explosives and appurtenances shall be
transported, handled, stored and used in accordance with the laws of the local, state and
federal governments, as applicable.
All blasting shall be controlled so as not to injure any existing structure or facility. The
protection of life and property and all liability for blasting shall be placed solely on the person
or persons conducting the blasting operation. The hours of blasting shall be in accordance
with the permit of the local authority. Prior to blasting, provide minimum 24 hour notification
to Engineer.
3.02 UNSTABLE TRENCH BOTTOM, EXCAVATION IN POOR SOIL
If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders,
refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that
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cannot satisfactorily support the pipe or structure, then the Contractor shall further excavate and
remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the Engineer.
3.03 BEDDING OTHER THAN UNDERDRAINS
A. Pipe: Install in conformance with drawings. Place from minimum of 4" below bottom of pipe
to centerline for full width of trench.
B. Culvert: Install in conformance with drawings. Place from minimum of 6" below bottom of
pipe to centerline of pipe for entire width of trench.
3.04 PIPE INSTALLATION
A. General: For new embankments, place fill so width each side of pipe is at least five (5) times
pipe diameter. After embankment is placed, proceed with trenching.
Begin all pipe installation at downstream end. Bell or groove ends of rigid conduit and
outside circumferential laps of flexible conduit facing upstream. Place flexible conduits with longitudinal laps or seams at sides.
B. Corrugated Steel Pipe: Remove all loose excavated materials from bottom of trench and
install bedding to required thickness. Install pipe true to line and grade. Install remaining
bedding material along sides of pipe to avoid any voids. Repair bituminous coating damage
using similar coating material. Lubricate coupler bands. Vertical elongation caused by
backfill operation shall not exceed 3% of pipe diameter. Compact backfill to 90% AASHTO
T99 and continue to 1' over top of pipe.
C. Concrete Pipe: Extend bedding around bell where bell and spigot pipe is used. Place pipe on
bedding as shown on drawings. Place remaining bedding along pipe sides with no voids.
Compact backfill to 95% AASHTO T99 and continue to 1' over pipe.
D. HDPE Pipe: Installation shall be in accordance with ASTM D2321 and ADS recommended
installation guidelines, with the exceptions that minimum cover in traffic areas for 24-inch
through 48-inch shall be one foot and for 60-inch diameters, the minimum cover shall be 2-
feet in single run applications. Backfill for minimum cover situations shall consist of ADS Class 1 or Class 2 (minimum 98% SPD) material.
E. Underdrain Pipe:
1.General: Install to lines and grades shown on drawings. Extend underdrain material
a minimum of 6" over top of pipe. Cover underdrain material for entire width of
trench with filter fabric. If shown on drawings, line trench with fabric before
installing pipe and underdrain material.
2.Concrete Pipe: Install with bell resting on trench bottom facing up grade, with
underdrain material supporting pipe.
3.Corrugated Steel or PVC Pipe: Holes or perforations placed down with maximum 1" underdrain material under pipe. Joint according to manufacturer's recommendations.
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3.05 SLOTTED DRAIN INSTALLATION
Install in accordance with drawings. Trench as narrow as possible and backfill to create uniform
foundation side support. Install true to line and grade.
3.06 MANHOLE CONSTRUCTION
A. Manhole: Construct in accordance with drawings. Extend concrete manhole base at least 8"
below pipe barrel. Slope floor of manhole from centerline of pipe to maximum of 2" above
top of pipe at face of manhole. Shape invert after manhole is set. Construct side branches with as large radius of curvature as possible to connect to main invert. Inverts shall be smooth
and clean with no obstructions, allowing insertion of expandable plug in pipe. Place complete
and continuous roll of joint sealant on base ring in sufficient quantity, so there will be no
spaces allowing infiltration. Join each succeeding manhole section in similar manner. Trim
away all excess material and repair all lifting holes. Turn eccentric cone and steps away from
roadway ditch.
B. Manhole Ring and Cover: Install at grade of finished surface. Where surface will be
completed after manhole construction, set top of cone so maximum of six - two inch thick
reinforced concrete rings will adjust ring and cover to final grade.
3.07 CONNECTION TO EXISTING MANHOLE
Make connections to existing manholes, where no pipe is stubbed out, in similar manner as new manhole. Break small opening in existing manhole as necessary to insert new pipe and attain
watertight seal. Chip existing concrete bench inside manhole to provide enough thickness for mortar
bed to make new smooth continuous invert. Place expandable waterstop around portion of sewer pipe
inserted into existing manhole. Use expandable grout to completely fill hole in manhole to create
watertight repair.
3.08 CONCRETE WORK
A. Placement: Place to required depth and width conforming to drawings. Place concrete as
uniformly as possible to minimize amount of additional spreading. Place and consolidate with
suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped
against forms.
B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing
with or without additional cement, aggregate, or water. Provide concrete in such quantity as is required for immediate use.
C. Curing: Protect against loss of moisture, rapid temperature change, rain, or flowing water, for
not less than two days from placement of concrete. Immediately after finishing, cover
concrete surface with curing medium which is applicable to local conditions as approved by
Engineer. Protect exposed edge of concrete slabs by removing forms immediately to provide
these surfaces with continuous curing treatment.
3.09 BACKFILL
A. One Foot Over Pipe: Use 3/4" road base for cover material and backfill by approved
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mechanical methods. Cover material shall be clean, free from organic materials, chunks of
soil, frozen material, debris or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to 1' above top of pipe. Place in lifts to a density of 95%
AASHTO T99, at a point 6" above top of pipe.
B. Remainder of Trench: Backfill with same materials excavated from work limits unless
unsuitable. No rocks over 6" in diameter in top 12" of trench. No backfill material with rocks
larger than 12" in diameter.
3.10 COMPACTION
A. Demonstrate method of compaction. Engineer will test compacted demonstration section for
uniform density throughout depth of each lift. Alter construction methods until providing one
acceptable to Engineer. Continue same procedure until significant change in soils occurs, or
required compaction is not being achieved, then demonstrate new method.
B. Compaction requirements for all trenches:
1.Predominantly of cohesive soils where AASHTO T99 procures are applicable:
Compact uniformly throughout each lift to 95% AASHTO T99. Moisture content
shall be within 2% of optimum. For clay soils the moisture content shall be 0 to 2%
of optimum.
2.Predominantly of rock, to 8" in diameter: Place in loose lifts up to average rock
dimension. Placing of occasional boulders of sizes larger than maximum layer
thickness may be agreed to by Engineer, provided material is carefully placed and
large stones well distributed with voids completely filled with smaller stones, earth,
sand, or gravel. Level and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing
additional lifts.
3.11 CONCRETE STRUCTURES
A. General: Cast-in-place concrete conforming to dimensions shown on the drawings and
accurate to tolerances of 1/4". Install forms so all finished lines will be true and straight.
Install reinforcing steel with the spacing between the forms and between bars as shown on drawings. Keep excavation dry during construction. Compaction requirements same as
above.
B. Inlets and Outlets: Either cast-in-place or precast units, in accordance with drawings. When
required, set castings accurately to grade with adjustment courses of brick in full mortar beds.
Construct pipe inverts or smooth concrete inverts same size as pipe up to centerline of pipe,
with bench to stand on.
C. Frames, Grates, Covers, and Steps: Install accurately according to drawings. Anchor castings
in place and set in adjustment mortar to assure firm foundation.
D. Trash Guards: Install in accordance with drawings and manufacturer's recommendations.
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3.12 PAVEMENT REMOVAL AND REPLACEMENT
Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing
surface and aggregate base course. Leave 6" undisturbed subgrade lip on each side of trench. After
trench has been backfilled and properly compacted, place aggregate base course in accordance with
permit requirements or minimum thickness in these specifications. Compact aggregate base course to
95% AASHTO T180 moisture content shall be within 2% of optimum. Replace pavement in
accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95% ASTM D1559; consolidate concrete with vibrators.
3.13 FIELD QUALITY CONTROL
Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until
observed by Engineer.
3.14 TESTING
The Contractor shall video camera (TV) all installed storm sewer pipe prior to final paving and/or
other final surface treatments being completed. A copy of the videotaping with a listing of the type and
location of all irregularities shall be provided for review and approval.
3.15 CLEANUP AND RESTORATION
Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other
structures or surfaces to condition equal to or better than before work began, and to satisfaction of
Engineer. Remove and dispose of all waste materials off site.
3.16 ASBUILTS
Contractor shall provide field surveyed As-constructed drawings of the drainage system to the
standards and format of the Owner.
END OF SECTION
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SECTION 02720
UNBOUND BASE COURSE
PART 1 GENERAL
1.01 DESCRIPTION
A. Work included: Preparing surface of subgrade immediately prior to paving including proofrolling, repair of areas showing excess deflection during proofrolling and furnishing and
placing one or more courses of aggregate in conformance with lines, grades, and typical
sections shown on drawings.
B. Related Work:
1.Earthwork: Section 02300
1.02 SUBMITTALS
A. Test Reports: If requested, furnish proposed source of materials and copies of tests from
certified and acceptable testing laboratory:
1.Sieve analysis - ASTM C136
2.Wear Abrasion - ASTM C131
3.Liquid Limit - AASHTO T89, T90
4.Moisture Density Curves - AASHTO T99
PART 2 PRODUCTS
2.01 AGGREGATE
A. Aggregate shall conform to following gradation:
Sieve Percentage by Weight Passing square Mesh Sieves
Size
Class 2 Class 4 Class 5 Class 6
4" 100 - - -
3" 95-100 - - -
2" - 100 - -
1-1/2" - 90-100 - - 1" - - 100 -
3/4" - 50-90 - 100
No. 4 - 30-50 30-70 30-65
No. 8 - - - 25-55
No. 200 3-15 3-12 3-15 3-12
Liquid limit not greater than 35 for Class 2; 30 for Class 4, 5, or 6.
Plasticity Index not exceeding 6.
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B. Requirements for this Project:
Furnish Class 6 aggregate for this Project.
PART 3 EXECUTION
3.01 PREPARATION
A. Staking: Contractor shall provide slope stakes every 50 foot station. Contractor will provide
at his expense all additional staking necessary to ensure work conforms with drawings.
B. Subgrade Preparation: Shape and compact to crown, line, grades, and typical cross section
shown on drawings before placing base material. Compact to 95% AASHTO T99.
C. Shortly before placement of surfacing, the exposed subgrade soils should be scarified and compacted to a minimum depth of at least 8 to 12 inches, mixed to achieve a uniform
moisture content at moisture contents within 2 percent of optimum, and then recompacted to
95 percent of the standard Proctor density (ASTM D698). Subgrade preparation should
extend the full width of the surfaced areas and at least 3 feet beyond the edges.
3.02 MIXING
The Contractor shall mix the aggregate by methods that insure a thorough and homogeneous mixture.
3.03 PLACEMENT
If required compacted depth of aggregate base course exceeds 6", construct in two or more layers of
approximately equal thickness. Maximum compacted thickness of any one layer shall not exceed 6". When vibratory or other approved types of special compacting equipment are used, compacted depth
of single layer may be increased to 8" upon approval of Engineer.
3.04 SHAPING AND COMPACTION
Compact each layer to 95% AASHTO T180. Maintain surface of each layer during compaction so that uniform texture is produced and aggregates are firmly keyed. Apply water uniformly during
compaction so moisture content is within 2% of optimum.
END OF SECTION
Unbound Base Course 1240 Westhaven Circle 02720-2
SECTION 02740
FLEXIBLE PAVEMENT
PART 1 GENERAL
1.01 DESCRIPTION
A. Work Included: Furnishing, laying, and compacting hot-mixed asphaltic concrete pavement
in conformance with lines, grades, and typical cross-sections shown on the drawings.
B. Related Work:
1.Unbound Base Course: Section 02720
1.02 QUALITY ASSURANCE
A. Source: Engineer shall have access to batching plant at all times work is in progress.
B. Record of Work: Contractor shall keep record of time and date of placement, temperature,
and weather conditions. Retain until completion and furnish copy to Engineer.
C. Owner will arrange and pay for all field tests to determine compliance of base course and
pavement materials and compaction with the specification and the approved design mix formula.
1.03 SUBMITTALS
A. Samples: If requested, provide samples of proposed materials.
B. Test Reports: If requested, furnish copies of tests from certified and acceptable testing
laboratory:
1.Aggregate - AASHTO T96, CP-45, AASHTO T304, AASHTO T176, AASHTOT89, AASHTO T90
2.PG Graded Binders, use PG 58-28 - AASHTO T48, TP48, TP5 AND T513.Liquid Asphalt - AASHTO M81, M82; ASTM D2026
4.Emulsified Asphalt - AASHTO M140 or M208
5.Compaction – Colorado Procedure 51, CP44 or CP81
C. Job Mix Formula: The Contractor shall submit the following to the Engineer.
1.A proposed job – mix gradation as required by the contract, which shall be wholly within
the Master Range Table of Table 703–4 of the CDOT Standard Specifications for Roadand Bridge Construction (CDOT Specifications) before the tolerances shown in Table
401–1, of the CDOT Specifications, are applied.
The job–mix formula shall establish a single percentage of aggregate passing each
required sieve size. A single percentage of bituminous material to be added to the
aggregate and a single temperature for the mixture at the discharge point of the plant.
Flexible Pavement 1240 Westhaven Circle 02740-1
1.04 DELIVERY, STORAGE, AND HANDLING
A. Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal beds thinly coated with a minimum amount of paraffin oil, lime solution, or other approved release agent.
Petroleum distillates such as kerosene or fuel oil will not be permitted. Each truck shall have
a cover of canvas or other suitable material to protect the mixture from the weather.
1.05 JOB CONDITIONS
A. Weather Limitations: Bituminous plant mix shall be placed only on properly constructed
surfaces that are free from water, snow, or ice. The bituminous mixtures shall be placed in accordance with the temperature limitations of Table 401-3 “of the CDOT Standard
Specifications for Road and Bridge Construction” and only when weather conditions permit
the pavement to be properly placed and finished, as determined by the Engineer.
B. Protection: After final rolling, do not permit vehicular traffic on asphaltic concrete pavement
until cooled and hardened. Provide barricades, flagmen, and warning devices as required to
protect pavement. Maintain pedestrian and vehicular traffic as required. Cover openings of
structures in paving until permanent coverings are placed.
C. Confirm in writing, aggregate base course constructed by others has been compacted to
requirements of these specifications. Use any means necessary to proof roll or test to confirm
aggregate base is satisfactory to receive asphaltic concrete. Notify in writing to Owner any
deficient areas so they may be brought into conformance with specifications prior to
placement of asphaltic concrete.
PART 2 - PRODUCTS
2.01 AGGREGATE
Clean, hard, durable particles of crushed stone, crushed gravel, natural gravel, or crushed slag with not
more than 45% of wear, AASHTO T96.
Sieve Percentage by Weight Passing Square Mesh Sieves
Grading
SX
1-1/2" -
1" -
3/4" 100 1/2" 90-100
3/8" -
#4 -
#8 28-58
#30 -
#200 2-10
Use Grading SX for this project.
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2.02 ASPHALTIC CEMENT
A. Viscosity Graded Asphalt Cement conforming to the requirements of AASHTO M226, Table 2.
B. Superpave Performance Graded Binders shall conform to AASHTO Provisional Standard
MP1 for PG 58-28 Performance Graded Binders
2.03 TACK COAT
One of the following, grade and type as recommended by supplier:
A. Emulsified asphalt, AASHTO M140
B. Cationic emulsified asphalt, AASHTO M208
2.05 MIX DESIGN
A. Use Grading SX, 75 Design Gyrations, PG 58-28 Binder.
1.Job – Mix Formula as defined in the Submittal Section (02740 – 3, Part 1.03 C).
B. Furnish aggregate gradation.
C. Accepted design mix shall meet compaction requirements of these specifications.
2.06 MIXING
A. General: Comply with ASTM D995 for material storage, control, mixing, and plant
equipment and operation.
B. Aggregates: Keep each component of various-sized combined aggregates in separate
stockpiles. Maintain so separate aggregate sizes will not be intermixed and to prevent
segregation. Heat-dry aggregates to reduce moisture content to not more than 2%. Deliver
dry aggregate to mixer at recommended temperature to suit penetration, grade, and viscosity
characteristics of asphaltic cement, ambient temperature, and workability of mixture.
C. Asphaltic Cement: Heat bitumen to viscosity at which it can be uniformly distributed
throughout mixture. Select temperature range of 275 degrees F to 350 degrees F to suit
temperature - viscosity characteristics of asphalt. Do not exceed 350 degrees F.
D. Mixing: Accurately weigh or measure dry aggregates and weigh or meter asphaltic cement to
comply with job-mix formula requirements. Mix aggregate and asphaltic cement to achieve
95% minimum coated particles for base mixtures in accordance with AASHTO T195 and 85-
90% coated particles for surface mixtures when tested in accordance with ASTM D2489.
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PART 3 EXECUTION
3.01 PREPARATION OF SURFACES
A. Base Course: Blade, shape, and smooth aggregate base course to uniform section in
accordance with the technical specification for Unbound Base Course Section 02720.
Remove loose materials. Clean the surface to be paved by mechanical sweepers, blowers, or
hand brooms, until surface is free from dust. Hot mixed asphalt shall be placed only on
property prepared unfrozen surfaces which are free of water, snow, and ice.
B. Existing Surfaces: Clean of all foreign materials. Fill holes and low places with levelling courses and compact prior to surface placement. Tack coat existing surfacing at 0.1 gallon per
square yard. Apply only to areas on which surfacing is to be placed immediately. Do not
extend more than 2000' ahead of paving equipment. Prevent traffic from travelling on tack
coat.
3.02 FRAME ADJUSTMENTS
Set frames of structures to final grade. Place compacted asphaltic concrete to top of frame. If
permanent covers are not in place, provide temporary covers over openings until compaction is
complete. Where frames and covers are paved over, mark so crews can find on emergency basis until
cut out and adjusted to final surfacing.
3.03 SPREADING AND FINISHING
A. Place at temperatures of not less than 275 degrees F, or more than 305 degrees F. If
temperature is below 50 degrees F and falling, asphaltic concrete mix shall not be less than
300 degrees F, while on trucks just prior to laydown. Mechanical, self-powered pavers shall
be capable of spreading mix within specified tolerances, true to line, grade, and crown as
indicated on drawings. Road grader equipped with automatic blade control may be used for
levelling courses. Pavers shall be equipped with hoppers and distribution screws which place
mix evenly in front of adjustable screeds. Screed shall be adjustable for height and crown, equipped with controlled heating device for use as required. Screed shall strike off mix
without tearing, shaving or gouging surface, to depth and cross-section specified, without aid
of manual adjustment during operation. Paver shall be capable of placing courses in
thicknesses from 1/2" to 4" and from widths of 8' to 15'. Extensions and cut-off shall permit
changes in widths by increments of 6".
B. Strike finish surface smooth; true to cross section; uniform in density and texture; free from hollows, transverse corrugations, and other irregularities. Paint contact surfaces between
gutters, manhole rings, catch basins, and other similar structures with thin, uniform coating of
tack coat. Final surface shall be 1/4" above all structures and gutters sloping away from
paving, flush with gutters sloping towards paving.
C. Hand Placement: Where certain areas because of irregularity, inaccessibility, or unavoidable
obstacles, do not lend themselves to machine placement, Engineer may agree to hand
placement. Spread and compact to same finish and compaction tolerances of these specifications.
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D. Joints: Make joints between old and new pavement, or between successive day's work, to
insure thorough bond between old and new surfaces. Clean surfaces free of sand, dirt, dust, or
other materials, and apply tack coat. Construction joints must have same texture, density, and smoothness tolerances as other surfacing.
1.Construct transverse joints to existing material by cutting material back to expose full
depth edge. Paint thin uniform tack coat on joint and place new asphaltic concrete.
2.In every pavement layer the longitudinal joints shall not be constructed in the wheel
paths. Prepare longitudinal joints by overlapping screed 1" on existing surface.
Deposit sufficient material to complete joint. Push excess by hand rake 1/2" on new
mat leaving vertical uncompacted face approximately 1" high. Compact against joint
by rolling equipment. No depression allowed exceeding 1/8" for width of 6", afterfinal compaction.
E. Finish Tolerance: Place levelling courses within 1/2" of design grade. Finished surfaces will
be tested with 10' straight edge, parallel to center line at location of wheel paths for each lane.
Straight edge will be advanced 5' and space under straight edge shall not exceed 1/4". Correct
areas deficient in smoothness by completely removing surface material and replacing.
Overlay corrections may be made only if approved by Owner.
F. Thickness Tolerance: Compacted thickness shall be no less than that shown on drawings. Any surfacing which does not meet minimum thickness shall be removed and replaced.
G. Segregated areas in the top lift shall be removed and replaced, full lane width, at the
Contractor’s expense.
3.04 COMPACTION
A. General: Provide rollers to obtain required density, surface texture, and rideability. Begin
rolling operations immediately following placement of asphaltic concrete. Do not permit heavy equipment, rollers, etc. to stand on finished surface where deformation may occur. End
each pass of roller in different place.
B. Rollers
1.Steel-wheel rollers self-propelled, developing contact pressure under compression
wheels of 250 to 350 psi per inch of width of roller wheel. Rollers equipped with
adjustable scrapers and means for keeping wheel wet to prevent mix from sticking.
2.Pneumatic-tired rollers self-propelled, developing contact pressure under each tire of
85 to 110 psi. Wheels so spaced that one pass will accomplish one completecoverage equal to rolling width of machine. Wheels oscillate but not wobble.
Remove and replace immediately any tires picking up fines.
C. Compaction Procedures
1.Compact longitudinal joints and edges first, starting at outside edge and gradually
progress towards center of pavement. Begin superelevated curves rolling on low side
on previously transversely compacted material. Successive passes should overlap by
one half width of roller. Mat temperature must not be below 185 degrees F.
Flexible Pavement 1240 Westhaven Circle 02740-5
2.Immediately follow rolling of longitudinal joint and edges with breakdown rolling.
Place drive wheel nearest paver and pull roller towards paver. Return roller to
existing surface and make gradual shift to overlap previous pass by half roller width.Operate pneumatic-tired rollers as close to paver as necessary to obtain density
required. Make enough passes for reasonably smooth surface.
3.Final rolling by a combination of steel and pneumatic rollers to obtain density,
surface texture, and surface tolerances required.
D. Pavement shall be compacted to a density of 92% to 96% of the maximum theoretical density,
determined according to Colorado Procedure 51. Field density determinations will be made in
accordance with Colorado Procedure 44 or 81.
3.05 PATCHING
Cut out and fill with fresh, hot asphaltic concrete. Remove deficient areas for full depth of surface and
base course. Cut sides perpendicular and parallel, and perpendicular to direction of traffic to extent of
failure. Apply tack coat to exposed surfaces before placing new pavement. Compact and finish to
specification.
3.06 CLEAN UP
After completing operations, clean surfaces, pick up excess paving materials, and clean work area.
END OF SECTION
Flexible Pavement 1240 Westhaven Circle 02740-6
SECTION 02750
RIGID PAVEMENT
PART 1 GENERAL
1.01 DESCRIPTION
A. Work Included: Furnishing, forming, jointing, placing and curing of concrete pan, in
conformance with lines, grades, and typical cross sections shown on the civil drawings.
1.02 RELATED ITEMS SPECIFIED ELSEWHERE
A. Earthwork: Section 02300
B. Unbound Base Course: Section 02720 C. Concrete Paving Joints: Section 02751
D. Concrete Paving Curing: Section 02752
E. Hot Weather Concreting: Section 02753
F. Cold Weather Concreting: Section 02754
1.02 QUALITY ASSURANCE
A. Source: Engineer shall have access to batching plant at all times work is in progress.
B. Record of Work: Contractor shall keep record of time and date of placement, temperature,
and weather conditions. Retain until completion and furnish copy to Engineer.
C. Installers:
1.All work in this section to be accomplished under direct on-site supervision of
thoroughly trained and experienced journeymen who are completely familiar with the
requirements of this work and the recommendations contained in the reference
standards. Unless otherwise specified, hand finishing methods will be permitted only
when performed under the direct supervision of a Craftsman holding the followingcertificate: ACI Concrete Flatwork Finisher and Technician (ACICFFT) or other
Flatwork Finisher certification program approved by CDOT. A minimum of one
certified Craftsman is required at each finishing operation. A minimum of one
certified Craftsman is required for each three or fewer finishers (non-certified
ACICFFTs) at each operation
2.In acceptance of the finished work, allowance will not be made for lack of skill on
the part of the workers.
D. Manufacturer's Recommendations: Manufacturer's recommendations shall be strictly adhered
to concerning both methods and materials. Where surrounding conditions or base materials
are not compatible with manufacturer’s recommendations, notify Engineer in writing prior to
bidding.
E. Design Criteria: See Part 2 Products
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F. Testing Agency: All testing shall be performed by an approved testing laboratory and paid by
the Owner with the exception of Contractor submittal requirements, qualifications of proposed materials and establishment of mixture proportions and other tests required by the
Contractor to assure Contractor is furnishing materials and construction in compliance with
the contract documents.
G. Source Quality Control: The Engineer or his representative shall be offered uninterrupted
access to the ready-mix batching plant at all times that the work is in progress.
H. Record of Work: Keep record listing time, location and date of placement of concrete for
structure. Keep such record until completion of project and make available to Engineer for
examination at any time.
1.03 SUBMITTALS
A. Shop Drawings: Reinforcement, precast sections.
B. Manufacturers Data: Additives, joint materials, curing compounds, concrete sealant with 10-
year manufacturer warranty, fly ash, reinforcement, concrete bonding agent, precast concrete
reinforcing supports.
C. Mix Design: Proportions of fine and coarse aggregate, water, cement, air content, admixtures,
fly ash. A laboratory trial mix shall be prepared and test results submitted. The Concrete Mix
Design will not be approved when the laboratory trial mix data are the results from tests
performed more than two years in the past or aggregate data are the results from tests
performed more than two years in the past. Provide all of the information outlined below for
the concrete mix proposed for the project:
Identification:
1.Project.
2.Name and address of Contractor and concrete producer.
3.Mixture designation.4.Class of concrete and intended use.
Materials and Proportions:
1.Name and location of material sources for aggregate, cement, admixtures and water.
2.Type of cement and additives (if used).
3.Cement content in kilograms per cubic meter (pounds per cubic yard) of concrete.4.The water/cement ratio of modified concrete is the ratio of the mass of water to the
combined masses of Portland cement and supplementary cementitious material.
5.The saturated surface dry batch mass for the coarse and fine aggregate in kilograms
per cubic meter (pounds per cubic yard) of concrete.
6.Water content (including free moisture in the aggregate plus water in the drum,
exclusive of absorbed moisture in the aggregate) in kilograms per cubic meter(pounds per cubic yard) of concrete.
7.Target water/cementitious ratio.
8.Dosage of admixture(s). Entrained air may be obtained either by the use of an air-
entraining Portland cement or by the use of an air-entraining admixture.
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9.Sieve analysis of aggregates.
10.Absorption of fine and coarse aggregate.11.Bulk specific gravity (dry and saturated surface dry) of fine and coarse aggregate.
12.Dry rodded unit mass of coarse aggregate in kilograms per cubic meter (pounds per
cubic yard).
13.Fineness modulus (FM) of fine aggregate.
14.Concrete unit mass.
15.Material certifications for Portland cement, admixtures, and aggregate.
The laboratory trial mix shall include results of the following:
1.AASHTO T119 slump of hydraulic cement concrete.
2.AASHTO T121 weight per cubic foot, yield, and air content (gravimetric) of
concrete. Air content from AASHTO T152 air content of freshly mixed concreteby the pressure method may be used in lieu of the air content by the gravimetric
method in AASHTO T121.
3.AASHTO T22 compressive strength of cylindrical concrete specimens shall be
performed with at least two specimens at 7 days, two at 14 days and three
specimens at 28 days.
4.Report compressive strength at other times as necessary for expected opening to
traffic requirements.
D. Placement: Method proposed.
1.04 DELIVERY, STORAGE AND HANDLING
A. Hauling Time:
1.Mix concrete in accordance with ASTM C94. When air temperature is above 85°F,
reduce mixing and delivery time to 75 minutes. When air temperature is above 90°F,
reduce mixing and delivery time to 60 minutes.
2.Excessive slump or delivery time will be considered as a basis for rejection of the
concrete placement.
B. Extra Water:
1.Deliver concrete to site in exact quantities required by design mix.
2.Should extra water be required before depositing concrete, the General Contractors
Superintendent shall have sole authority to authorize addition of water. Any
additional water added to mix after leaving batch plant shall be indicated on truckticket and signed by person responsible.
3.Where extra water is added to concrete it shall be mixed thoroughly for 40
revolutions of drum or 3-1/2 minutes at mixing speed, whichever is greater.
1.05 PROJECT CONDITIONS
A. Environmental Requirements:
1.Cold Weather Placement:
a.When placing concrete in cold weather, as defined in Section 02753, follow
specifications for Cold Weather Concreting, Section 02753.
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b.When placing concrete in cold weather that does not meet the definition of
“cold weather” in Section 02753, the following requirements shall beobserved:
1.Maintain concrete temperature at minimum of 50°F for not less than 72
hours after depositing.
2.Maintain forms in place for minimum of 72 hours after depositing
concrete..
3.Do not place concrete without acceptance of Engineer on days whentemperature 9:00 A.M. is below 40°F until, the General Contractor has
taken all necessary precautions and supplied all necessary equipment to
prevent concrete from freezing.
2.Hot Weather Placement:
a.When depositing concrete in hot weather, follow specifications for Hot WeatherConcreting, Section 02754.
B. Protection: Protect newly finished slabs from rain damage. Cover masonry walls, glazing and
other finish materials with polyethylene or otherwise protect from damage due to pouring
slabs, sidewalks, or other concrete.
PART 2 PRODUCTS
2.01 READY-MIXED CONCRETE
AASHTO M157
2.02 CEMENT
Portland Cement ASTM C 150, TYPE I/II.
2.03 CONCRETE
Use CDOT Concrete Class P or indicated on plans.
2.04 AGGREGATES
A. Fine Aggregate - AASHTO M 6.
1.Fineness Modulus (FM) – AASHTO T 176, 2.50 < FM < 3.50
B. Coarse Aggregate - AASHTO M80. Coarse Aggregate shall conform to the requirements of CDOT Class P concrete. For curb and gutter, curbs, sidewalks, pads and pans use AASHTO
M43 coarse aggregate gradation #67.
2.05 WATER - AASHTO T26
A. The maximum slump of the delivered concrete shall be the slump of the approved concrete mix design plus 1-1/2”.
B. Water cement ratio - 0.44 maximum
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2.06 ADMIXTURES
A. Air Entraining Agent - AASHTO M154. See table for percent air requirements.
Nominal Maximum Size Target Entrained Air Content
aggregate, in. at the point of delivery, percent*
3/8 7-1/2
1/2 7 3/4 6
1 6
1-1/2 5-1/2
2 5
*tolerance, -1% to +2%
B. Chemical-Admixtures AASHTO M194
2.07 QUALITY
A. Provide approved mix design
B. Conform to applicable requirements of ACI 301
C. For CDOT Class P concrete, field cylinders shall produce 28-day minimum compressive
strength of 4200 psi. Cement content 660 lb/cy minimum.
2.08 REINFORCEMENT
A. Deformed and plain billet-steel bars AASHTO M31
B. Fabricated steel bar rod mats, steel wire fabric AASHTO M54
2.09 JOINT MATERIAL
AASHTO M173
2.10 CURING MATERIALS
A. Burlap cloth from jute or kenaf - AASHTO M182
B. Liquid membrane - AASHTO M148, 1 gal/150 SF
C. Sheet Materials - AASHTO M171, 4 mil
2.11 SEALANTS
A. Euclid Baracade Silane 100 High Performance Water Repellent or Symons Silane 40%
2.12 WATER: CLEAN AND POTABLE
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2.13 FLY ASH:
A. ASTM C 618. Use Class F fly ash only. The amount of fly ash shall conform to the percentages allowed in CDOT Class P concrete. Fly ash shall be from a source listed on
CDOT’s Approved Products List (APL). Verification from the supplier shall be submitted,
confirming the fly ash is currently on CDOT’s APL.
2.14 DOWEL BARS AND TIE BARS:
A. Dowel bars for transverse joints shall conform to AASHTO M 254 for the coating and to
ASTM A615, Grade 60 for the core material and shall be epoxy coated, smooth and
lightly greased for their full length. Dowel bar sizes and placement shall be as designated
in the current CDOT M&S Standards unless indicated on the plans and details.
B. Tie bars for longitudinal and transverse joints shall conform to AASHTO M 284 and shall
be grade 40, epoxy coated, deformed steel bars. Tie bar sizes and placement shall be as
designated in the current CDOT M&S Standards unless indicated on the plans and details. When tie bars are required between concrete pavement and adjacent curb and gutter, the
gutter thickness shall be increased to match the pavement thickness.
PART 3 EXECUTION
3.01 SUBGRADE/BASE COURSE
A. Check for soft spots by proof-rolling or other means prior to setting forms. Remove soft
yielding material and replace. Compact to specification. Wet to optimum moisture to 6"
deep, not more than 12 hours prior to placement so subgrade will not absorb moisture from
concrete.
B. Test for crown and/or elevation to assure specified thickness. If additional material used to bring subgrade to correct elevation, compact to specification. Before placing concrete, clean
subgrade of all loose materials. No disturbance inside forms after fine grading subgrade.
3.02 INLETS, MANHOLES AND SIMILAR STRUCTURES CAST IN PAVEMENT:
Thicken pavement and install joints and bond breaker at inlets, manholes and similar structures according to the current CDOT M Standards unless indicated on the plans and details. Smaller
structures such as valve and monument boxes do not require a bond breaker.
3.03 FORMS
A. Capable of supporting loads imposed by construction equipment, with maximum deflection of
1/4". Straight and free from warp, with maximum surface deviation of 1/8". In good condition, clean, and strong enough to resist pressure of concrete when placed. Joined neatly
and accurately to line and grade, and mechanically tamped to assure firm placement. Oil prior
to concrete placement.
B. Set dowels if required and expansion joints, preformed construction joints, and header boards
in accordance with current CDOT M Standards unless indicated on the plans and details. Securely stake preformed baskets to prevent movement. Lightly grease dowels full length.
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C. Backfill behind forms as required to prevent water from entering subgrade.
3.04 REINFORCEMENT
When indicated, place wire mesh as shown on drawings. If required for this project, place dowels and
tie bars in accordance with current CDOT M Standards unless indicated on the plans and details. Hold
all tie and marginal bars in proper position by sufficient supports or pins. If center longitudinal joint sawed in lieu of placing metal or plastic strip, bars may be mechanically installed or placed on
supports. Where rebar, rod mats or steel wire mesh is required, support with bar chairs. Where two
layers of mesh are required, support bottom layer by bar chairs with separators for top mesh.
3.05 READY-MIXED CONCRETE
The use of ready-mixed concrete shall in no way relieve the Contractor of the responsibility for
proportion, mix, delivery, or placement of concrete. All ready-mixed concrete shall comply with
ASTM C94.
Concrete shall be continuously mixed or agitated from the time the water is added until the time of
use. The concrete shall be deposited in place within 90 minutes after batching when concrete is
delivered in truck mixers or agitating trucks. The 90 minute time limit for mixer or agitating truck may be extended to 120 minutes if: (1) no water is added after 90 minutes (2) the concrete
temperature prior to placements is less than 90° F. The 90 minute time limit for mixer or agitating
trucks may be extended to 180 minutes if (1) no water is added after 90 minutes (2) the concrete
temperature prior to placement is less than 90°F (3) the approved concrete mix contains a water
reducing and retarding admixture which conforms to AASHTO M194, Type D. In accordance
with ASTM C94, water may be added to ready-mix concrete one time in order to get slump within range, as long as the specified water-cement ratio is not exceeded.
Engineer shall have free access to the ready mix plant at all times. The organization supplying the
concrete shall have sufficient plant and transportation facilities to assure continuous delivery of the
concrete at the required rate.
The contractor shall collect delivery or batch tickets from the driver for all concrete used on the
project and shall deliver them to the Engineer. Batch tickets shall provide the following
information in accordance with ASTM C94:
A. Name of ready-mix batch plant
B. Serial number of ticket
C. Date D. Truck number
E. Name of purchaser
F. Specific designation of job (name and location)
G. Mix # or specific class or designation of the concrete
H. Amount of concrete in cubic yards
I. Time loaded or of first mixing of cement and aggregates J. Water added by receiver of concrete and his initials
K. Weights of fine and coarse aggregates
L. Type, brand and amount of cement
M. Type, brand and amount of admixtures
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N. Weight (in gallons) of water, including surface water on aggregates
3.05 PLACEMENT
Deposit near final position on grade with minimum segregation and without damage to subgrade.
Operate transit mixer outside forms at all times, except in locations agreed to by Engineer. Place
concrete on subgrade in successive batches for full width between forms in manner requiring as little
rehandling as possible. Spread mechanically to prevent segregation and separation of materials. Additional spreading may be by hand shovels. Deposit excess concrete to provide roll ahead of strike
off screed for full length of screed. Consolidate concrete with vibrators and spade next to forms, so
final surfaces will not have holes or honeycombs.
3.06 FINISHING
A. Use equipment designed to spread, consolidate, screed and float freshly placed concrete in
one pass, providing well consolidated, homogenous mixture, requiring minimum of hand
finishing to meet surface tolerances. Strike hand finished surfaces to tolerances by methods
agreed to by Engineer.
B. Finished surfaces will be tested with 10' straight edge parallel to centerline immediately
following first floating of surface. Straight edge will be advanced 5' and space under straight edge shall not exceed 3/16".
C. Final finish pavements after floating and straight edging. Curbs, gutters, pans, and sidewalks
shall be broom finished unless otherwise indicated.
D. Finish: Broom finish unless otherwise indicated. Finish edges with a slightly rounded edging tool.
E. ACI certificated finisher(s) must be on-site during finishing.
F. The contractor shall not add water to the surface of the concrete to assist in finishing
operations.
3.07 CURING (see Section 02752 Concrete Paving Curing for detailed specifications)
Apply curing compounds or sheets immediately after finishing. Do not mark or mar finished surface.
Coat sides within one hour after form removal.
3.08 PROTECTION
A. Have plastic sheeting or other suitable materials available at all times to protect fresh uncured
surfaces from rain.
B. Provide full protection from freezing. Admixtures (calcium chloride) are not acceptable for
freeze protection.
C. For hot weather, use fog spray or water retarding additives. Do not throw water directly on
surface.
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D. When indicated, apply two (2) coats deep penetrating sealant.
E. Conform to ACI 102.2R-09 “Guide to Durable Concrete”
3.09 JOINTS (see Section 02751 Concrete Paving Joints for detailed specifications)
A. Contraction joints. For concrete pavement and concrete pans, depth 1/3 the thickness of
concrete. For sidewalks, depth 1/4 the thickness of concrete. For curb and gutter, depth 1/4 the thickness of the gutter concrete. If curb and gutter is poured monolithically with concrete
pavement, transverse joints shall be to the same depth as the pavement.
1.Hand formed with tool, header board, or trowel pushed into surface to move all
aggregate from joint.
2.Saw joints as soon as concrete can support equipment without marring and cutting
can proceed without chipping, spalling or tearing, no later than 12 hours after
placement. Saw as soon as possible to prevent erratic or uncontrolled cracking andprior to the development of shrinkage cracking. Transverse joints to be perpendicular
to centerline. First joints sawed approximately 60 feet apart, intermediate joints
sawed after initial joints. Suitable guidelines shall be provided to ensure joint is
straight and true to line.
3.Curb and gutter, sidewalk and pan joints shall have tooled radii per current CDOTM Standards unless indicated on the plans and details..
4.Longitudinal joints, including tie bars if required, shall conform with current CDOT
M Standards unless indicated on the plans and details.
5.Fabricated steel or plastic strip held rigidly in place.
B. Construction joints shall conform to the current CDOT M Standards unless indicated on the
plans and details and, if required, tie bars shall be installed. Transverse construction joints
shall be planned to coincide with a contraction joint location.
1.Joints constructed by forms with tie bars.
C. Expansion joints with preformed joint filler in a vertical position, deviating not more than
1/4" from a straight line. Install at all existing and proposed structures projecting through,
into, or against pavement, in accordance with current CDOT M Standards unless indicated on
the plans and details.
D. Install joint sealant in all joints, at temperatures above 50 degrees F., in accordance with manufacturer's recommendations. Clean all dust, debris and water from joint.
3.10 THICKNESS
Remove and replace work less than 95% of thickness according to drawings at Contractor's expense.
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3.11 CLEANUP
After completing concrete operations, clean surfaces, pick up excess materials, and clean work area.
3.12 OPENING TO TRAFFIC
Pavement shall not be opened to traffic until 14 days after the concrete was placed and the concrete
has achieved a flexural strength of 650 psi.
3.13 FIELD QUALITY CONTROL
A. General: All testing, with the exception of slump tests, shall be performed by an approved
testing laboratory. The following tests and procedures are subject to change during
construction at the discretion of the Engineers.
B. Testing Laboratory: The selection of a testing laboratory for any of the following tests shall
be subject to the approval of the Engineer.
C. Testing Priority: Control tests shall be used to determine the concrete quality throughout the
project, however, special tests shall have precedence over control tests, and core tests shall
have precedence over all previous tests.
D. Slump Tests: Provide all necessary equipment and make tests in conformity with ASTM
C143 at a minimum frequency as indicted by CDOT specifications, with additional testing as
needed or as directed by the Engineer. Provide for tests to be made by a person thoroughly
familiar with the requirements specified. Reject batch if slump excess the limits specified.
Keep accurate record of time, location in the work, and the results of all slump tests. Make available for inspection by the Engineer.
E. Control Tests: Control tests of concrete work, as a minimum, shall be made at such times and
in such manner as indicated by CDOT specifications, with additional testing as needed or as
directed by the Engineer at the expense of the Owner. For this project, each test shall consist
of 5 standard 6” test cylinders cast and cured in accordance with ASTM C31 and ASTM C172. Compressive strength samples shall be obtained at a minimum frequency of one
sampling per day and more if deemed necessary by materials testing organization. Two
cylinders shall be broken at the end of 7 days after placing and three cylinders shall be broken
28 days after placing. The Engineer reserves the right to stop all future concrete work when
the 7 or 28-day tests indicate unsatisfactory results; until, in his opinion, proper corrective
measures have been taken to assure quality concrete in future work. Tests shall be made at
the time test cylinders are taken, and recorded on the reports to determine the slump, air
content, unit weight, and temperature of the concrete. All tests shall be made in accordance with ASTM C39, ASTM C138 or ASTM C231.
F. Maturity metering: When maturity metering is required, each pour shall include the necessary
wires and connectors for maturity meter monitoring.
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3.14 PROTECTION
General: Protect all exposed surfaces of concrete from premature drying and frost. Protect freshly
placed concrete against rain damage. Protect all concrete surfaces from staining, cracking, chipping
and other damage during progress of work, and leave in good condition upon completion.
END OF SECTION
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SECTION 02751
CONCRETE PAVING JOINTS
PART 1 GENERAL
1.01 DESCRIPTION
Work of this section generally includes provisions for joints for concrete pan; and saw-cutting existing concrete or asphalt pavements for new joints.
1.02 RELATED ITEMS SPECIFIED ELSEWHERE
A. Earthwork: Section 02300
B. Concrete Paving Curing: Section 02752 C. Flexible Pavement: Section 02740
D. Rigid Pavement: Section 2750
1.03 MEASUREMENT
A. No measurement will be made for street pavement load transfer expansion joints. Include cost in unit price for concrete paving.
B. No measurement will be made for saw-cutting existing concrete or asphalt pavement or concrete curbs for new joints. Include cost in unit price for concrete paving.
C. No measurement will be made for formed, tooled or sawed street pavement contraction
joints; construction joints and non-load transfer expansion joints regardless of material.
Include cost in unit price for concrete paving.
D. No measurement will be made for jointing in concrete paving; concrete sidewalks; curbs,
pans, stairs and curb and gutter. Include cost in unit price for concrete paving; concrete sidewalks; curbs, pans, stairs and curb and gutter.
1.04 REFERENCES
A. ASTM A615 Standard Specification for Deformed and Plain Billet – Steel Bars for Concrete Reinforcement.
B. ASTM D994 – Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type).
C. ASTM D1751 – Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous
Types).
D. ASTM D6690 – Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements
Concrete Paving Joints 1240 Westhaven Circle 02751-1
E. ASTM D5893 – Standard Specification for Cold Applied, Single Component, Chemically
Curing Silicone Joint Sealant for Portland Cement Concrete Pavements.
F. AASHTO M 254 - Standard Specification for Corrosion-Resistant Coated Dowel Bars
G. AASHTO M 284 - Standard Specification for Epoxy-Coated Reinforcing Bars
1.05 SUBMITTALS
A. Submit product data for joint sealing compound and proposed sealing equipment for
approval.
B. Submit samples of dowel cup, metal supports, and deformed metal strip for approval.
C. If tie bars are required, submit method of tie bar placement.
PART 2 PRODUCTS
2.01 MATERIALS
A. Foam Expansion Joint Material: Polyethylene foam conforming to ASTM D4819.
Provide with a pre-scored removal strip or removable cap for creating the joint sealant
reservoir.
B. Preformed Expansion Joint Material: Bituminous fiber and bituminous composition material conforming to ASTM D994 and ASTM D1751. Provide with a pre-scored removal strip or removable cap for creating the joint sealant reservoir.
C. Joint Sealing: Silicon based mastic, color to match paving, conforming to ASTM D5893 or Hot Applied conforming to ASTM D6690. All joint sealing to conform to
manufacturer’s recommendations and requirements.
D. Dowel Bars and Tie Bars (if required)
1. Dowel bars for transverse joints shall conform to AASHTO M 254 for the
coating and to ASTM A615, Grade 60 for the core material and shall be epoxy
coated, smooth and lightly greased for their full length. Dowel bar sizes andplacement shall be as designated in the current CDOT M Standards unless
indicated on the plans and details.
2. Tie bars for longitudinal and transverse joints shall conform to AASHTO M 284
and shall be grade 40, epoxy coated, deformed steel bars. Tie bar sizes andplacement shall be as designated in the current CDOT M Standards unlessindicated on the plans and details. When tie bars are required between concrete
pavement and adjacent curb and gutter, the gutter thickness shall be increased tomatch the pavement thickness.
E. Supports for Reinforcing Steel and Joint Assembly: Employ metal or concrete supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as needed to
adequately maintain reinforcing location.
Concrete Paving Joints 1240 Westhaven Circle 02751-2
PART 3 EXECUTION
3.01 PLACEMENT
A. Concrete jointing shall conform to the current CDOT M Standards unless indicated on plans and details. If the contractor proposes variations or the project has unusual or
irregular conditions not covered, the contractor shall prepare a pavement jointing plan for approval by the Engineer.
B. When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement, or as shown on jointing plan if jointing plan has been prepared for the project.
3.02 CONSTRUCTION JOINTS
A. Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes, but in no case shall a transverse construction joint be constructed
within 2 feet of another transverse joint. If 2’ long slab cannot be provided, remove
concrete back to preceding joint and place standard transverse construction joint bulkhead. Transverse construction joints, and tie bars if required, shall conform to the
current CDOT M Standards unless indicated on the plans and details.
B. Place longitudinal construction joints at interior edges of pavement lanes. Place
longitudinal construction joints at the exterior edge of pavement lanes where pavement is placed adjacent to concrete pans or curb and gutter. Longitudinal construction joints, and tie bars if required, shall conform to the current CDOT M Standards unless indicated on
the plans and details.
3.03 EXPANSION JOINTS
A. Place ½-inch preformed joint filler expansion joints at locations indicated in the current CDOT M Standards unless indicated on the plans and details and at all existing or
proposed structures and features projecting through, into or against the pavement, or as located in adjacent pavement. For concrete pavement, use boards no shorter than 6 feet.
When pavement is 24 feet or narrower, use no more than 2 lengths of board. Secure
pieces to form straight joint. Shape board filler accurately to cross-section of concrete slab. Thicken pavement and provide jointing around inlets, manholes and other fixed
structures per current CDOT M Standards unless indicated on the plans and details. Seal
joint in conformance with current CDOT M Standards unless indicated on the plans and details.
3.04 CONTRACTION (WEAKENED PLANE) JOINTS
A. Place transverse contraction joints at locations and spacing indicated in the current CDOT M Standards unless indicated on the plans and details. Joints for concrete pavement and pans shall be tooled or sawed to a depth of 1/3 the concrete thickness. Additional joint
depths are as specified below. If dowel bars are required, they shall be installed within the tolerances and of the size, spacing and locations as indicated in the CDOT M Standards unless indicated on the plans and details. Dowel bars shall be furnished in a
rigid welded assembly securely fastened to the sub-base and constructed to firmly hold
Concrete Paving Joints 1240 Westhaven Circle 02751-3
all the dowel bars at the specified depth and parallel to each other and pavement grade
and alignment
B. Place longitudinal contraction joints at locations and spacing indicated in the current
CDOT M Standards unless indicated on the plans and details. Joints shall be tooled or
sawed to the depth specified. If tie bars are required, they shall be installed to the size, spacing and location as indicated in the CDOT M Standards unless indicated on the plans
and details.
3.05 SAWED JOINTS
A. Contractor may use sawed joints as an alternate to tooled joints. Circular cutter shall be capable of cutting straight line joint a minimum of 1/8 inch wide. Commence sawing as
soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Saw joints at required spacing in sequence with concrete placement. The time of sawing shall be determined by the Contractor to prevent
random cracking and raveling from the sawing. If uncontrolled cracking begins during or prior to joint sawing, the Contractor shall move sawing operations ahead, and if
necessary, provide additional sawing units to prevent uncontrolled cracking. If concrete is
snowmelted, care shall be taken to not damage any snowmelt tubing or heat trace.
B. Concrete Saw: Provide sawing equipment adequate in power to complete sawing to
required dimensions and within required time. Provide at least one standby saw in good working order. Maintain sawing operations. Sawing equipment shall be on job at all
times during concrete placement.
3.06 JOINTS FOR CURB, CURB AND GUTTER, AND PANS
A. Place ½- inch preformed joint filler expansion joints through curb and gutters at locations of adjacent expansion joints in pavement; at locations and spacing indicated in the current
CDOT M Standards unless indicated on the plans and details and between concrete curb or pan and any fixed structure or bridge. Provide 1/8-inch wide joints on 10-foot centers, or, if curb or curb and gutter is poured adjacent to a concrete sidewalk, provide joints at
every other sidewalk joint (maximum spacing of 12-feet). Joint depth shall be 1/4 of the gutter thickness and 1/3 of the pan thickness. If curb and gutter is poured monolithically
with concrete pavement, transverse joints shall be to the same depth as the pavement.
3.07 JOINTS FOR CONCRETE SIDEWALKS
A. Provide ½- inch preformed joint filler expansion joints at intervals of not more than 500 feet and between sidewalk and any fixed structure, including utility penetrations. Extend
the expansion joint material full depth of the sidewalk. Provide 1/8-inch wide joints, extending ¼ the depth of the sidewalk, at intervals approximately equal to the width of the sidewalk.
3.08 JOINT SEALING (all joints shall be sealed)
A. Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F and less than 85 degrees F, and weather is not foggy or rainy.
Concrete Paving Joints 1240 Westhaven Circle 02751-4
B. Joint sealing equipment shall be in first class working condition, and be approved by the
Engineer. Use concrete grooving machine or power-operated wire brush and other
equipment such as plow, brooms, blowers or hydro or abrasive cleaning as required to produce satisfactory joints.
C. Thoroughly clean joints of loose scale, dirt, dust, residue, curing compound and other foreign material that will prevent bonding of the joint sealant. Compressed air, if used,
shall be free of oil. The term joint includes wide joint spaces, contraction joints, construction joints, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints.
D. Install backer rod and fill joints neatly with joint sealer per the current CDOT M Standards unless indicated on the plans and details. Provide sufficient joint sealer so that,
upon completion, surface of sealer within joint will be ¼ inch below level of adjacent surface or at elevation as directed.
3.09 PROTECTION
A. Maintain joints in good condition until completion of work.
B. Replace damaged joint material with new materials as required by this Section.
END OF SECTION
Concrete Paving Joints 1240 Westhaven Circle 02751-5
SECTION 02752
CONCRETE PAVING CURING
PART 1 GENERAL
1.01 DESCRIPTION
A. Work in this section includes curing of Portland Cement Concrete Paving.
1.02 RELATED ITEMS SPECIFIED ELSEWHERE
A. Earthwork – Section 02300 B. Rigid Pavement – Section 02750 C. Concrete Paving Joints – Section 02751
1.03 REFERENCES
A. AASHTO M 171 – Standard Specifications for Sheet Materials for Curing Concrete.
B. AASHTO M 148 – Standard Specifications for Liquid Membrane-Forming Compounds
for Curing Concrete.
C. AASHTO M 182 - Standard Specification for Burlap Cloth Made from Jute or Kenaf and
Cotton Mats
1.04 SUBMITTALS
A. Submit manufacturer’s product data for cover materials and liquid membrane-forming
compounds.
1.05 PROJECT CONDITIONS
A. Environmental Requirements:
1. If concreting occurs during cold weather as defined in Section 02753, concretecuring shall conform to the recommendations of Section 02753.
2.If concreting occurs during hot weather as defined in Section 02754, concretecuring shall conform to the recommendations of Section 02754.
PART 2 PRODUCTS, CURING MATERIALS SHALL CONFORM TO ONE OF THE FOLLOWING:
2.01 COVER MATERIALS FOR CURING
A. Polyethylene Film: Opaque pigmented white film conforming to requirements of AASHTO M 171
B. Waterproofed Paper: Paper conforming to requirements of AASHTO M 171
Concrete Paving Curing 1240 Westhaven Circle 02752-1
C. Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth.
Mats shall contain not less than ¾ of a pound of uniformly distributed cotton filler per
square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall stitched so that mat will contact surface of pavement
at all points when saturated with water.
2.02 LIQUID MEMBRANE – FORMING COMPOUNDS
A. Liquid membrane-forming compounds shall conform to AASHTO M 148. Membrane shall be Type 2 for non-colored concrete and Type 1 for colored concrete and shall
restrict loss of water to not more than 0.55 Kg/m2 of surface in 72 hours.
PART 3 EXECUTION
3.01 GENERAL
A. When the ambient temperature is below 35° F the Contractor shall maintain the concrete temperature above 50° during the curing period. It shall be the Contractor’s
responsibility to determine for himself the necessity for undertaking protective measures.
B. The minimum curing period shall be determined by one of the following methods. The
Engineer shall review for adequacy, the Contractor’s determination of the curing period.
1. The minimum curing period shall be 120 hours
2. The minimum curing period shall be from the time the concrete has been placeduntil the concrete has met a compressive strength of 80 percent of the required
field compressive strength. The Contractor shall cast information cylinders onthe final portion of a placement and store as close to the structure as possible.
The information cylinders shall receive similar thermal protection as the
structure. The Contractor shall protect the information cylinders from damage.In-place strength shall be determined by at least two cylinders. If the information
cylinders are destroyed in the field, the minimum curing period shall be 120
hours.
C. Immediately after placing fresh concrete, all concrete shall be cured by one of the following methods. The Engineer shall review for adequacy, the curing method proposed by the Contractor.
3.02 WATER METHOD
A. All surfaces other than slabs shall be protected from the sun and the whole structure shall be kept wet throughout the curing period. All concrete slabs shall be covered as soon as possible with suitable material so that concrete is kept thoroughly wet for at least five (5)
days. The concrete surface shall be kept moist at all times by fogging with an atomizing nozzle until the covering is places.
3.03 MEMBRANE FORMING CURING COMPOUND METHOD
A. A volatile organic content (VOC) compliant curing compound conforming to AASHTO
M148, Type 2 shall be used on surfaces where curing compound is allowed, except that
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Type 1 curing compound shall be used on exposed aggregate or colored concrete, or
when directed by the Engineer. Curing compound shall not be used on construction
joints. The rate of application of curing compound will be in accordance with the manufacturer’s recommendation, but shall not be more than 300 square feet per gallon.
All concrete cured by this method shall receive two applications of the curing compound.
The first coat shall be applied immediately after stripping of forms and acceptance of the concrete finish. If the surface is dry, the concrete shall be thoroughly wet with water and
the curing compound applied just as the surface film of water disappears. The second application shall be applied after the first application has set. During curing operations, all unsprayed surfaces shall be kept wet with water. The coating shall be protected
against marring for a period of at least ten days after application. Coating marred, or otherwise disturbed, shall be given an additional coating. When using a curing compound, the compound shall be thoroughly mixed within an hour before use. If the
use of a curing compound results in a streaked or blotchy appearance, its use shall be discontinued. Water curing shall then be applied until the cause of the defective appearance is corrected.
3.04 BLANKET METHOD
A. Electrically heated curing blanket or insulation blankets may be used in cold weather to maintain specified curing temperature and to retain moisture in concrete. Blankets shall
be lapped at least 8-inches and shall be free of holes. Blankets shall be secured at laps
and edges to prevent moisture from escaping.
END OF SECTION
Concrete Paving Curing 1240 Westhaven Circle 02752-3
SECTION 02753 ACI 306.1-90
COLD WEATHER CONCRETING
1 - GENERAL
1.1 - Scope 1.1.1 This Standard Specification covers requirements for cold weather concreting and protection of concrete from freezing during the specified protection period.
1.1.2 The provision of this Standard Specification shall govern unless otherwise specified in the Contract Documents.
1.2. - Definitions These definitions are to assist in interpreting the provisions of this specification. Accepted - Accepted by or acceptable to the Engineer.
Engineer -The engineer or engineering firm issuing Project Drawings and Specifications,or administering the Work under the Contract Documents.
Cold weather - A period when for more than three successive days the average daily outdoor temperature
drops below 40 F. The average daily temperature is the average of the highest and lowest temperature during the period from midnight to midnight. When temperatures above 50 F occur during more than half
of any 24 hr duration, the period shall no longer be regarded as cold weather. Cold weather concreting - Operations concerning the placing, finishing, curing, and protection of concrete during cold weather.
Contractor - The person, firm, or corporation with whom the Owner enters into an agreement for construction of the Work.
Contract documents - Documents including the Project Drawings and Project Specifications covering the required Work. Day - A time period of 24 consecutive hours.
Owner - The corporation, association, partnership, individual, or public body or authority with whom the Contractor enters into an agreement and for whom the Work is provided. Project drawings -The drawings, which along with the Project Specifications, complete the descriptive
information for constructing the Work required or referred to in the Contract Documents. Project specifications - The written documents which specify requirements for a project in accordance
with the service parameters and other specific criteria established by the Owner. Protection period - The required time during which the concrete is maintained at or above a specific temperature in order to prevent freezing of the concrete or to ensure the necessary strength development
for structural safety. Reference standards - Standards of a technical society, organization, or association, including the codes of local or state authorities, which are referenced in the Contract Documents.
Required - Required by this Specification or the Contract Documents. Submitted - Submitted to the Engineer for review. Work - The entire construction or separately identifiable parts thereof which are required to be furnished
under the Contract Documents. Work is the result of performing services, furnishing labor, and furnishing and incorporating materials and equipment into the construction, all as required by the Contract Documents.
Cold Weather Concreting 1240 Westhaven Circle 02753- 1
1.3 - Reference organizations
ACI: American Concrete Institute P.O. Box 19150
Detroit, MI 48219
ASTM: American Society for Testing and Materials
1916 Race Street Philadelphia, PA 19103
1.4 - Reference standards 1.4.1 ACI Standards 301-89 Specifications for Structural Concrete for Buildings
1.4.2 ASTM Standards C 31-88 Standard Method of Making and Curing Concrete Test Specimens in the Field C 150-86 Standard Specification for Portland Cement
C 494-86 Standard Specification for Chemical Admixtures for Concrete C 803-82 Standard Test Method for Penetration Resistance of Hardened Concrete
C 873-85 Standard Test Method for Compressive Strength of Concrete Cylinders Cast in Place in
Cylindrical Molds C 900-87 Standard Test Method for Pullout Strength of Hardened Concrete
1.5 - Submittal of procedures 1.5.1 Detailed procedures - If required, submit detailed procedures for the production, transportation,
placement, protection, curing, and temperature monitoring of concrete during cold weather. In the
submittal, include procedures to be implemented upon abrupt changes in weather conditions or equipment failures. Do not begin cold weather concreting until these procedures have been reviewed and accepted.
Minimum procedures for placement, curing and protection of the concrete shall follow the recommendations in ACI 306R, “Cold Weather Concreting.” The details should include, but not be limited to, the following:
a.Procedures for protecting the subgrade from frost and the accumulation of ice or snow onreinforcement or forms prior to placement.b. Methods for temperature protection during placement.
c.Types of covering, insulation, housing, or heating to be provided.d. Curing methods to be used during and following the protection period.
e. Use of strength accelerating admixtures.
f.Methods for verification of in-place strength.g.Procedures for measuring and recording concrete temperatures.
h. Procedures for preventing drying during dry, windy conditions.
2 - - MATERIALS 2.1 Scheduling protection materials
All materials and equipment required for protection shall be available at the project site before cold weather concreting.
2.2 - Concrete Concrete for slabs and other flatwork exposed to cycles of freezing and thawing in a wet condition during the construction period shall be air entrained.
3-- EXECUTION 3.1 - Preparation before concreting
Remove all snow, ice, and frost from the surfaces, including reinforcement, against which the concrete is
Cold Weather Concreting 1240 Westhaven Circle 02753- 2
to be placed. Before beginning concrete placement, completely thaw the subgrade. Do not place concrete
around massive embedments identified in the Contract Documents unless such embedments are at a
temperature above freezing.
3.2 - Concrete temperature 3.2.1 Placement temperature - The minimum temperature of concrete immediately after placement shall be as specified in Column 2 of Table 3.2.1. The temperature of concrete as placed shall not exceed the
values shown in Column 2 of Table 3.2.1 by more than 20F.
Table 3.2.1 - Concrete temperature
(1) (2) (3) Least dimension of Minimum temperature Maximum gradual
section, in. of concrete as placed decrease in surface and maintained during temperature during protection period, °F any 24 h after
end of protection, °F Less than 12 55 50
12 to less than 36 50 40
36 to 72 45 30 Greater than 72 40 20
3.2.2 Protection temperature - Unless otherwise specified, the minimum temperature of concrete during the protection period shall be as shown in Column 2 of Table 3.2.1. Temperatures specified to be
maintained during the protection period shall be those measured at the concrete surface, whether the
surface is in contact with formwork, insulation, or air. Measure the temperature with a surface temperature measuring device having an accuracy of +/-2 F. Measure and record the temperature of
concrete in each placement at regular time intervals at a frequency not less than twice per 24-hr period. 3.2.3 Termination of protection - The maximum decrease in temperature measured at the surface of the concrete in a 24-hour period shall not exceed the values shown in Column 3 of Table 3.2.1. Do not exceed
these limits until the surface temperature of the concrete is within 20 F of the ambient or surrounding temperatures. When the surface temperature of the concrete is within 20 F of the ambient or surrounding temperature, all protection may be removed.
3.3 - Curing of concrete Prevent concrete from drying during the required curing period. If water curing is used, terminate use at
least 24 hr before any anticipated exposure of the concrete to freezing temperatures.
3.4 - Protection of concrete 3.4.1 Combustion heaters - Vent flue gases from combustion heating units to the outside of the enclosure. 3.4.2 Overheating and drying - Place and direct
heaters and ducts to avoid areas of overheating or drying of the concrete surface. 3.4.3 Maximum air temperature - During the protection period, do not expose the concrete surface to air having a temperature more than 20 F above the values shown in Column 2 of Table 3.2.1, unless higher
values are required by an accepted curing method. 3.4.4 Protection against freezing - Cure and protect concrete against damage from freezing for a minimum period of 3 days, unless otherwise specified. Maintain the surface temperature of the concrete
during that period in accordance with Column 2 of Table 3.2.1, unless otherwise specified. The protection period may be reduced to 2 days if use of one or more of the following to alter the concrete mixture is accepted:
•Type III portland cement meeting the requirements of ASTM C 150
Cold Weather Concreting 1240 Westhaven Circle 02753- 3
•A strength accelerating admixture meeting the requirements of ASTM C 494
•100 lb/yd³ of additional cementDuring periods not defined as cold weather, but when freezing temperatures may occur, protect concrete
surfaces against freezing for the first 24 hr after placing. Any changes in the concrete mix proportions for
reducing the duration of the protection period to prevent early freezing should be submitted for review or acceptance.
3.4.5 Protection deficiency - If the temperature requirements during the specified protection period are not met but the concrete was prevented from freezing, continue protection until twice the deficiency of protection in degree-hours is made up. Deficient degreehours may be determined by multiplying the
average deficiency in temperature by the number of hours the temperature was below the values shown in Column 2 of Table 3.2.1.
APPENDIX - METRIC CONVERSIONS
Inch-pound unit Factor S1 unit
In. x25.4 = mm
Lb/yd3 x0.5933 =kg/m1 Psi x0.006895 =Mpa
Temperature, °F (°F-32)/1.8 =°C Temperature interval °F °F/1.8 =°C
Cold Weather Concreting 1240 Westhaven Circle 02753- 4
SECTION 02754 ACI 305.1-06
HOT WEATHER CONCRETING
SECTION 1—GENERAL
1.1—Scope This Specification covers requirements for hot weather concrete construction. Provisions of this Specification shall govern, except where other provisions are specified in Contract Documents. This Specification shall not be used in conjunction with ACI 301 or ACI 530.1.
1.2—Referenced standards
1.2.1 Standards of ACI and ASTM referred to in this Specification are listed with serial designation, including year of adoption or revision, and are part of this Specification.
1.2.2 ACI Standards 308.1-98 Standard Specification for Curing Concrete
1.2.3 ASTM Standards C 31/C31 M-03a Practice for Making and Curing Concrete Test Specimens in the Field
C 39/C 39M-05 Test Method for Compressive Strength of Cylindrical Concrete Specimens
C 78-02 Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)
C 94/C 94M-05 Specification for Ready-Mixed Concrete C 138/C 138M-01a Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete
C 143/C 143M-05a Test Method for Slump of Hydraulic-Cement Concrete C 171-03 Specification for Sheet Materials for Curing Concrete C 173/C 173M- 01ε1 Test Method for Air Content of Freshly Mixed Concrete by the Volumetric
Method C 192/C 192M-05 Practice for Making and Curing Concrete Test Specimens in the Laboratory C 231-04 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method
C 293-02 Test Method for Flexural Strength of Concrete (Using Simple Beam With Center-Point Loading)
C 1064/C 1064M-05 Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete
1.2.4 Abbreviations for and complete names and addresses of organizations issuing documents referred to
in this Specification are listed:
American Concrete Institute (ACI)
PO Box 9094 Farmington Hills, MI 48333-9094 Phone: (248) 848-3700
Fax: (248) 848-3701 website: www.concrete.org
Hot Weather Concreting 1240 Westhaven Circle 02754- 1
ASTM International (ASTM)
100 Barr Harbor Dr
West Conshohocken, PA 19428-2959 Phone: (610) 832-9500
Fax: (610) 832-9555
website: www.astm.org
1.3—Definitions day—a period of 24 consecutive hours. evaporation retardant—a material that generates a continuous thin film when spread over water on the
surface of fresh concrete and thus retards the evaporation of bleed water. hot weather—job-site conditions that accelerate the rate of moisture loss or rate of cement hydration of freshly mixed concrete, including an ambient temperature of 27 °C (80 °F) or higher, and an evaporation
rate that exceeds 1 kg/m2/h, or as revised by the Engineer. hot weather concreting—operations concerning the preparation, production, delivery, placement, finishing, protection, and curing of concrete during hot weather.
moist—slightly damp but not quite dry to the touch; “wet” implies visible free water, “damp” implies less wetness than “wet,” and “moist” implies not quite dry.
protection period—the required time during which the concrete is protected against thermal cracking
due to rapid temperature drops. temperature of fresh concrete—the temperature measured during the discharge and placement in
accordance with ASTM C 1064/C 1064M. temperature of hardened concrete—the temperature measured at the concrete surface. units—values stated in either U.S. Customary or SI units shall be regarded separately as standard. Values
stated in each system might not be exact equivalents; therefore, each system must be used independently of the other, without combining values in any way.
1.4—Submittal of procedures 1.4.1 Before hot weather concreting and the preplacement conference, submit to Engineer for review and comment detailed procedures, including production, placement, finishing, curing and protection of
concrete during hot weather concreting.
1.5—Preplacement conference 1.5.1 At least 15 days before the start of the concrete construction schedule, hold a preplacement conference for the purpose of reviewing hot weather concreting requirements and mix designs.
1.5.2 Send a preplacement conference agenda on hot weather operations and procedures to representatives
of concerned parties not less than 10 days before the scheduled date of the conference. 1.5.3 Preplacement conference shall include, but is not limited to, representation of Contractor, Concrete
Subcontractor, Testing Agency, Pumping Contractor, and Ready-Mixed Concrete Producer. 1.5.4 Distribute the minutes of the preplacement conference to representatives of concerned parties within 5 days after the preplacement conference.
1.6—Documents required on site 1.6.1 Copies of ACI 305R, ACI 305.1, and ACI 308.1 must be available at the project site during concrete
construction.
SECTION 2—PRODUCTS
2.1—General 2.1.1 Store all materials and equipment required for curing and protection at or near the project site before hot weather concreting commences.
Hot Weather Concreting 1240 Westhaven Circle 02754- 2
2.1.2 Initial site curing of strength test specimens for acceptance—Provide facilities that ensure
compliance with the initial curing requirements of ASTM C 31/C 31M.
2.2—Concrete mixture proportions 2.2.1 Submit concrete mixture proportions to Engineer for review. Include specific materials,
manufacturer, and type for hot weather concreting. The submittal shall include concrete mixture adjustment parameters and methods to be implemented during changes in weather conditions.
SECTION 3—EXECUTION
3.1—General 3.1.1 Do not place concrete against surfaces of absorbent materials that are dry. Do not place concrete against surfaces that have free water.
3.1.2 Prepare all materials required for accepted evaporation control measures and have them available on site so that specified measures can be executed as necessary.
3.1.3 Initiate accepted evaporation control measures when concrete and air temperatures, relative
humidity of the air, and the wind velocity have the capacity to evaporate water from a free water surface
at a rate that is equal to or greater than 1.0 kg/m2/h (0.2 lb/ft2/h), unless otherwise specified. Determine the evaporation rate of surface moisture by use of the Menzel Formula:
W = 0.315(eo – ea)(0.253 + 0.060V) [SI units] W = 0.44(eo – ea)(0.253 + 0.096V) [U.S. Customary units]
where W = mass of water evaporated in kg (lb) per m2 (ft2) of water-covered surface per hour; eo = saturation water vapor pressure in kPa (psi) in the air immediately over the evaporating surface, at
the temperature of the evaporating surface. Obtain this value from Table 3.1(a) or (b). The temperature of the evaporating surface shall be taken as the concrete temperature; ea = water vapor pressure in kPa (psi) in the air surrounding the concrete. Multiply the saturation vapor
pressure at the temperature of the air surrounding the concrete by the relative humidity of the air. Air temperature and relative humidity are to be measured at a level approximately 1.2 to 1.8 m (4 to 6 ft) above the evaporating surface on the windward side and shielded from the sun’s rays; and V = average wind speed in km/h (mph), measured at 0.5 m (20 in.) above the evaporating surface.
3.1.3.1 Monitor site conditions (air temperature, humidity, wind speed) to assess the need for evaporation
control measures beginning no later than 1 hour before the start of concrete placing operations. Continue to monitor site conditions at intervals of 30 minutes or less until specified curing procedures have been
applied. 3.1.3.2 For measuring the rate of evaporation of surface moisture, use equipment or instruments that are certified by the manufacturer as accurate to within 1 °C (2 °F), 5% relative humidity, and 1.6 km/h (1
mph) wind speed. Use equipment in accordance with the product manufacturer recommendations.
Table 3.1(a)—Saturation water vapor pressure (kPa) over water (SI units)
Air and concrete Saturation Air and concrete Saturation temperature, °C pressure, kPa temperature, °C pressure, kPa
4 0813 28 3.78
5 0.872 29 4.01 6 0.934 30 4.24
7 1.00 31 4.49
Hot Weather Concreting 1240 Westhaven Circle 02754- 3
Air and concrete Saturation Air and concrete Saturation
temperature, °C pressure, kPa temperature, °C pressure, kPa
8 1.07 32 4.75 9 1.15 33 5.03
10 1.23 34 5.32
11 1.31 35 5.62 12 1.40 36 5.94
13 1.50 37 6.28 14 1.60 38 6.63 15 1.70 39 6.99
16 1.82 40 7.38 17 1.94 41 7.78 18 2.06 42 8.20
19 2.20 43 8.64 20 2.34 44 9.10 21 2.49 45 9.58
22 2.64 46 10.1 23 2.81 47 10.6
24 2.98 48 11.2
25 3.17 49 11.7 26 3.36 50 12.3
27 3.56
Data source: CRC Handbook of Chemistry and Physics, 68th Edition, 1987, mathematically converted into kPa.
Table 3.1(b)—Saturation water vapor pressure (psi) over water (U.S. Customary units)
Air and concrete Saturation Air and concrete Saturation temperature, °F pressure, psi temperature, °F pressure, psi 40 0.121 81 0.523
41 0.127 82 0.542 42 0.132 83 0.559 43 0.137 84 0.577
44 0.143 85 0.595 45 0.147 86 0.615 46 0.153 87 0.637
47 0.159 88 0.658 48 0.166 89 0.679
49 0.171 90 0.698
50 0.178 91 0.722 51 0.185 92 0.746
52 0.192 93 0.769
53 0.199 94 0.789 54 0.206 95 0.816
55 0.214 96 0.843 56 0.222 97 0.870 57 0.231 98 0.896
58 0.238 99 0.920 59 0.247 100 0.951 60 0.257 101 0.981
61 0.267 102 1.01
Hot Weather Concreting 1240 Westhaven Circle 02754- 4
Air and concrete Saturation Air and concrete Saturation
temperature, °F pressure, psi temperature, °F pressure, psi
62 0.277 103 1.04 63 0.285 104 1.07
64 0.296 105 1.10
65 0.308 106 1.13 66 0.319 107 1.17
67 0.327 108 1.20 68 0.339 109 1.24 69 0.352 110 1.27
70 0.366 111 1.31 71 0.378 112 1.35 72 0.388 113 1.39
73 0.403 114 1.43 74 0.418 115 1.47 75 0.433 116 1.52
76 0.443 117 1.56 77 0.459 118 1.60
78 0.476 119 1.65
79 0.494 120 1.70 80 0.510
Data source: CRC Handbook of Chemistry and Physics, 68th Edition, 1987, mathematically converted
into °F and psi.
3.2—Maximum allowable concrete temperature 3.2.1 Limit the maximum allowable fresh concrete temperature to 35 °C (95 °F), unless otherwise specified, or unless a higher allowable temperature is accepted by Engineer, based upon past field
experience or preconstruction testing using a concrete mixture similar to one known to have been successfully used at a higher concrete temperature. 3.2.2 Measure the fresh concrete temperature at the point and time of discharge in accordance with ASTM
C 1064/C 1064M. Frequency of temperature determination shall be in accordance with ASTM C 94/C 94M and at the option of the inspector.
3.3—Qualification of concrete mixture proportions 3.3.1 Approval of concrete mixture and proposed maximum allowable fresh concrete temperature,
supported by past field experience of Section 3.2.1, shall be based, on similar climate and production
conditions, materials, mixture proportions and temperatures, placing and finishing methods, and concrete delivery time.
3.3.2 Approval of concrete mixture and proposed maximum allowable fresh concrete temperature,
supported by preconstruction testing of Section 3.2.1, shall require materials similar to those proposed for use in the project.
3.3.3 Laboratory trial batch—Batch the laboratory concrete trial mixture within 2 °C (3 °F) of the proposed maximum allowable concrete temperature and mix in accordance with ASTM C 192/C 192M, except as modified herein. If necessary, move the laboratory mixer into an enclosed, heated and ventilated
space, or use heated mixing water, or both, to achieve and maintain the proposed maximum allowable concrete temperature. For drum-type mixers, the concrete mixture shall remain in the mixer for 47 minutes after completion of the 3-minute initial mixing period unless specified otherwise. During the 50-
minute period, cover the mixer opening with a non-absorbent material, such as plastic, to prevent moisture loss, and rotate the mixer continuously at an agitation speed of 6 to 8 rpm. For laboratory mixers without speed adjustments, simulate agitation by rotating the mixer continuously at a drum angle between
45 and 75 degrees from horizontal. At the end of 50 minutes, mix the concrete mixture at full mixing
Hot Weather Concreting 1240 Westhaven Circle 02754- 5
speed designated by the manufacturer (8 to 20 rpm) for 2 minutes. For pan-type mixers, the concrete
mixture shall remain in the mixer for 41 minutes after completion of the initial 3-minute mixing period.
During the 44-minute period, the mixer shall cycle through periods of rest for 5 minutes, and then mixing for 1 minute. During the rest period, cover the mixer opening with a non-absorbent material, such as
plastic, to prevent moisture loss. At the end of 44 minutes, mix the concrete mixture at full mixing speed
designated by the manufacturer (8 to 20 rpm) for 2 minutes. During mixing and agitation periods for both drum-type and pan-type mixers, the addition of water, chemical admixture, or both, to adjust slump is
permitted provided that the specified concrete mixture w/cm is not exceeded. As needed, check and adjust the slump of the concrete mixture during the middle 1/3 of the 50- or 44-minute laboratory trial mixing period.
3.3.3.1 The proposed concrete mixture shall meet the specified slump range at the end of the laboratory mixing period and meet the required strength at the specified test age. 3.3.4 Field trial batch—Batch the field concrete trial mixture within 2 °C (3 °F) of the proposed
maximum allowable concrete temperature in a truck-mixer with a minimum batch size of 3 m3 (4 yd3). If necessary, move the truck mixer into an enclosed, heated, and ventilated space to achieve a concrete temperature within the specified tolerance of the proposed maximum allowable concrete temperature. The
concrete mixture shall be held in the mixer for 90 minutes, unless otherwise specified by the Engineer. During the entire 90-minute period, agitate the mixer at 1 to 6 rpm. At the end of 90 minutes, mix the
concrete mixture at full mixing speed designated by the manufacturer (6 to 18 rpm) for 2 minutes. During
mixing and agitation periods, the addition of water, chemical admixture, or both, to adjust slump is permitted provided that the specified concrete mixture w/cm is not exceeded. As needed, check and adjust
the slump of the concrete mixture during the middle 1/3 of the 90-minute
mixing period. 3.3.4.1 The proposed concrete mixture shall be within the specified slump range at the end of the 90-
minute field mixing period and meet the required strength at the specified test age. 3.3.5 Test values obtained in accordance with the appropriate ASTM Standard shall include compressive strength (C 192/ C 192M or C 31/C 31M, and C 39/C 39M), flexural strength (C 192/C 192M and either
C 78 or C 293; C 31/C 31M and either C 78 or C 293), or both; slump (C 143/C 143M); air content (C 231, C 173/C 173M, or C 138/C 138M); concrete density (unit weight) (C 138/ C 138M); and concrete temperature (C 1064/ C 1064M). Slump, air content, and concrete and air temperature measurements shall
be performed after initial mixing, intermediately as needed or as desired, and at the conclusion of the mixing period along with the other specified tests. 3.3.6 Acceptance of concrete mixture proportions— Submit to the Engineer for acceptance a request for a
specific higher maximum allowable concrete temperature. Include the constituent materials and proportions of the proposed concrete mixture and all values obtained from past field experience or
preconstruction testing. Test results shall be within the Project Specification ranges and tolerances.
3.4—Concrete production and delivery 3.4.1 Concrete shall be produced at a temperature such that its maximum temperature at discharge will
not exceed the specified maximum allowable concrete temperature. Acceptable production methods to reduce the temperature of the concrete include: shading aggregate stockpiles, sprinkling water on coarse
aggregate stockpiles; using chilled water for concrete production; substituting chipped or shaved iced for portions of the mixing water; and cooling concrete materials using liquid nitrogen. The submittals for hot weather concreting shall indicate which methods will be used and in what order they will be initiated
when multiple methods are to be used. The substitution of other cooling methods will be considered by the Engineer when requested in the submittal and accompanied by satisfactory supporting data. 3.4.2 Unless otherwise specified, deliver concrete in accordance with ASTM C 94/C 94M, which requires
the concrete to be discharged within 1-1/2 hours or before the truck-mixer drum has revolved 300 revolutions, whichever comes first.
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3.5—Concrete placement and finishing 3.5.1 Concrete placement and finishing operations shall proceed as quickly as conditions will permit.
3.6—Concrete bleed-water evaporation 3.6.1 Control concrete surface bleed-water evaporation with application of evaporation reducers, plastic
sheeting, fog spray, or wind breaks. Use these materials and methods in accordance with ACI 308.1 Submit for approval the desired method to be used when concreting during periods with evaporation rates
higher than permitted
3.7—Concrete curing 3.7.1 Concrete curing—Cure concrete in accordance with ACI 308.1.
3.8—Concrete protection
3.8.1 Protection period—Protect the concrete against thermal shrinkage cracking due to rapid drops in concrete temperature greater than 22 °C (40 °F) during the first 24 hours unless otherwise specified. 3.8.2 Protection materials—Acceptable protection materials to prevent excessive temperature drops are
insulating blankets, batt insulation with moisture-proof covering, layers of dry porous material such as straw, hay, or multiple layers of impervious paper meeting ASTM C 171. These protection materials shall
not be applied until the concrete surface temperature has become steady or is beginning to decline.
END OF SECTION
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