PORTLAND CEMENT CONCRETE PAVEMENT
PART 1 GENERAL
1.1SECTION INCLUDES
A.Portland Cement Concrete Pavement.
1.2RELATED SECTIONS
A.Section 02701: Pavement Smoothness
B.Section 02742S: Project Specific Surfacing Requirements
C.Section 03055: Portland Cement Concrete
D.Section 03152: Concrete Joint Control
E.Section 03211: Reinforcing Steel and Welded Wire
1.3REFERENCES
A.AASHTO M 31: Deformed and Plain Carbon and Low-Alloy Steel Bars for
Concrete Reinforcement
B.AASHTO M 157: Ready-Mixed Concrete
C.AASHTO T 22: Compressive Strength of Cylindrical Concrete Specimens
D.AASHTO T 325: Estimating the Strength of Concrete in Transportation
Construction by Maturity Tests
E.ASTM C 309: Liquid Membrane-Forming Compounds for Curing Concrete
F.ASTM E 3013: Evaluating Concrete Pavement Dowel Bar Alignment
Using Magnetic Pulse Induction
G.American Concrete Institute (ACI) Standards
H.UDOT Minimum Sampling and Testing Requirements
I.UDOT Quality Management Plan 506
Portland Cement Concrete Pavement
1.4DEFINITIONS
A.Panel – Area of pavement within a traffic lane or shoulder bound by two
transverse joints.
B.Production Day – A 24 hour period in which Portland Cement Concrete
Pavement is being placed.
1.5SUBMITTALS
A.Certified scale axle weights for each loaded haul unit for information when
requested by the Engineer.
B.Placing and finishing plan for review before concrete placement.
1.Include at least the following:
a.Production methods
b.Handling and placing
c.Protection and curing
d.Cylinder storage device. Refer to Section 03055.
e.Cold weather protection plan
f.Hot weather protection plan
C.Manufacturer’s product data sheets and installation instructions for dowel
bar bond breaking compound for information before concrete placement.
D.Verification that the batch plant meets the requirements of the UDOT
Quality Management Plan for Ready-Mix Concrete for information.
E.Pavement joint layout plan for approval before concrete placement.
F.Copy of steel verification equipment calibration for review.
1.Calibration date must be within 7 days before the first paving day.
2.Use of verification equipment not meeting the requirements of
ASTM E 3013 requires the approval of the Region Materials Engineer. Equipment without automated print outs will not be approved.
G.Individual batch tickets, with each load of concrete, to the Engineer at the
job site for information.
H.Gradation quality control test results for information.
I.Gradation quality control corrective action plans for review when required.
Portland Cement Concrete Pavement
J.Manufacture’s product data sheets and installation instructions for material
to be used to fill core holes for review.
K.Reinforcing steel placement verification test results for review. Include the
following information:
1.Test location, identified by station and offset.
2.Vertical and horizontal rotational alignment. Identify steel
orientation and amount of misalignment.
3.The length of embedment on each side of the joint.
4.Depth of the bar, at each end, from the pavement surface.
5.Paving date of panel and the date of verification testing.
6.Name of individual conducting verification testing and name of
Department representative witnessing testing.
1.6ACCEPTANCE
A.The point of acceptance for air content is the in-place pavement.
1.Sampling and testing will be performed at the point of placement
with necessary adjustments applied based on correlation testing. The Department will:
a.Perform the air test on concrete placed in front of the paver
and again from the same load in the finished pavement. Record any change in air content.
b.Adjust acceptance limits for air content according to results
of correlation testing to provide final in-place air content that meets the requirements specified in Section 03055.
c.Perform two correlation tests per paver for each day of
paving operations.
2.The Engineer will mark for later removal any areas determined to
be out of conformance with the contract.
a.Coordinate the timing for removal of reject material with the
Engineer
B.Department will assess price adjustments for strength, thickness, and
surface smoothness separately.
C.Thickness
1.Use cores obtained for compressive strength testing.
2.The Engineer will verify the thickness for hand placements before
placement.
3.The Engineer determines the acceptability and pay factors for
deficient thickness areas using Table 1.
Portland Cement Concrete Pavement
Table 1 Price Reductions for Deficient Thickness Deficient Thickness
(DT)Pay Factor
(inches) 0 < DT ≤ ⅛ 1.00 ⅛ < DT ≤ ¼ 0.90 ¼ < DT ≤ ½ 0.75 ½ < DT ≤ ¾ 0.60 DT >¾ Reject
a.The Engineer may accept pavement deficient by more than
¾ inch at 50 percent pay or require removal and replacement.
b.Take two additional cores for any deficient core (one on
each side) where the thickness varies by ⅛ inch or more. Locate the additional core midway between the deficient core and each of the adjacent cores.
c.The Engineer graphs the deficient areas by plotting new
cores and the original cores to define deficient areas, assuming the following: 1) The graph represents the thickness of the pavement. 2) The thickness varies linearly along the pavement length from core depth to core depth. 3) The pavement is a constant depth in the transverse direction.
4.The Engineer may require verification of thickness after grinding for
smoothness.
D.Compressive Strength Acceptance
1.Obtain cores using a 6 inch inside diameter diamond impregnated
bit. Drill cores within 1/8 inch of perpendicular to the pavement surface in all directions.
a.The Engineer marks core locations in areas free from
reinforcing steel.
b.Perform all coring at least 14 days and at most 21 days after
the pavement has been placed. 1) Immediately deliver cores to the Engineer. 2) Provide a protective container for transporting cores. 3) After receiving the cores, the Department will moist cure the cores until performing the 28 day compressive strength testing.
Portland Cement Concrete Pavement
4) Disincentives will be assessed if coring occurs after 21 days according to the following schedule:
a.$5,000 for the first placement and increasing
by $5,000 per placement thereafter.
2.Compressive strength is determined on each core, following
AASHTO T 22.
a.The Department will accept material according to Section
03055.
3.Hand-placement areas will be considered separately. Refer to
minimum sampling and testing requirements for Section 03055.
4.The Engineer notifies the Contractor, within three calendar days of
determining the 28 day compressive strength, if any test is below specifications.
a.The Contractor has the option to contest the compressive
strength results.
b.The Contractor obtains one set of three cores within 3 ft of
the location where the contested core was obtained as determined by the Engineer, if contesting the results. 1) Retesting must be completed within 40 calendar days after placement. 2) The Department conducts the retesting. 3) Compressive strength is the average of the results of the three cores or the lowest of the individual cores if any one core differs by 10 percent or more from the average of three and payment will be based on 4) The department does not apply a correction factor to the compressive strength results. 5) Results of retesting replaces the results of the original test. Retesting results are final.
E.Smoothness
1.Evaluate according to Section 02701.
F.Reinforcing Steel Acceptance
1.The Department will reject individual dowel bars based on the
following criteria:
a.Horizontal rotational misalignment greater than 1.5 inch
measured perpendicular to the joint, calculated using the full length of the bar.
b.Vertical rotational misalignment greater than 1.5 inch
measured perpendicular to the surface, calculated using the full length of the bar.
c.Any bar not embedded at least 6 inch on each side of the
joint in tangent sections.
Portland Cement Concrete Pavement
d.Any bar not embedded at least 4 inch on each side of the
joint in horizontal curves.
e.Any bar not entirely within the vertical middle third of the
pavement.
2.The Department will reject individual tie bars based on the following
criteria:
a.Any bar not embedded at least 1/3 of the bar length on each
side of the joint.
b.Any bar not entirely within the middle third of the pavement.
3.Remove and replace full panels where the reinforcing steel meets
the dowel or tie bar rejection criteria. The Engineer may accept rejected panels at 50 percent of the original unit bid price.
a.Saw cut the reinforcing steel identified as noncompliant for
panels accepted at the reduced price. 1) Do not saw cut compliant reinforcing steel. 2) A maximum of 3 consecutive transverse joints per sublot may be saw cut and the associated panels accepted at the reduced price. 3) Panels with reinforcing steel within 3 inch of the pavement surface are not eligible to be left in place.
4.The Engineer may verify the location of the dowel bars visually
before placement when baskets are used.
5.Disincentives will be assessed if steel verification occurs after 5
days according to the following schedule:
a.$5,000 for the first placement and increasing by $5,000 per
placement thereafter.
G.Quantity adjustment when overlaying existing pavement surfaces not
constructed with the current project.
1.Adjust quantity when accepted batched volume overruns or under
runs neat-line volume.
a.The Engineer and Contractor determine batched volume at
time of placement.
b.Batched volume is the total batched material adjusted to
design yield minus rejected or wasted material.
2.Adjust quantity before any price adjustment for non-conforming
material.
3.Determine overrun/underrun quantity by the following formula:
V − Vn QA = 0.5 a Qm V n
QA = Adjusted quantity in yd2 Va = Batched Volume Vn = Neat-line Volume Qm = Measured quantity in yd2 Portland Cement Concrete Pavement
1.7QUALITY CONTROL
A.Gradation
1.Perform quality control testing of the combined aggregate
gradation. Sample and test within the first 100 cubic yards of production, after shutdowns of 1 hour or more and randomly thereafter for each 800 cubic yards.
a.Sample and test the blended aggregate when aggregates
are blended before charging the mixing drum.
b.Sample and test each aggregate and calculate the combined
gradation when aggregates are batched individually.
c.Provide test results to the Engineer Daily.
2.Immediately notify the Engineer if a test does not meet the
gradation requirement in Section 03055 and make corrections to bring the aggregate gradation within the requirements.
a.Suspend production and provide a written corrective action
plan to the Engineer for review if two or more consecutive test results fail to meet the requirements.
b.Do not resume production until the corrective action plan is
authorized.
3.QC testing is not required for hand placements.
B.Provide nondestructive verification of the reinforcing steel location within
the hardened concrete within 5 days after each production day’s paving. Meet the requirements of ASTM E 3013.
1.Verify dowel bar placement the full length of every third transverse
joint.
a.Test the full length of every transverse joint between
compliant locations if non-compliant dowel bars are identified.
2.Randomly verify tie bar placements for one third of the bars placed.
a.Test every tie bar between compliant locations if non-
compliant tie bar placement is identified.
PART 2 PRODUCTS
2.1CONCRETE
A.Use Class AA(P). Refer to Section 03055.
1.Class AA(AE) may be used for hand placements. Refer to Section
03055.
Portland Cement Concrete Pavement
2.2CONCRETE CURING COMPOUND
A.Refer to ASTM C 309, Type 2, Class A.
2.3JOINT SEALERS
A.Use hot poured joint sealant meeting Section 03152.
2.4REINFORCING STEEL
A.Tie Bars
1.Use deformed epoxy coated reinforcing steel. Refer to Section
03211.
B.Dowel Bars
1.Use plain epoxy coated reinforcing steel. Refer to Section 03211.
2.Basket assemblies must meet the following requirements:
a.Use a U-shape leg for the assembly frame.
b.Use a minimum 0.306 inch diameter wire.
c.Epoxy coating is not required.
2.5BATCH PLANT
A.Use a prequalified supplier according to UDOT Quality Management Plan
506, Ready Mix Concrete.
2.6VEHICLES FOR HAULING
A.End dump trucks with watertight beds and end gates and rounded
corners.
B.Agitator trucks with open tops.
C.Transit mixers that conform to AASHTO M 157.
D.Do not use bottom or belly dump units.
2.7SLIP FORM PAVER
A.Self-propelled machine with no fluid leaks equipped with automatic line
and grade control capability.
B.Capabilities
1.Spreading the dumped concrete uniformly across the grade by an
auger or a traveling strike-off device. Portland Cement Concrete Pavement
2.Vibrating, tamping, striking-off, and shaping the concrete to the
desired line grade and thickness in one continuous pass.
C.Vibrator Minimum Requirements
1.Eccentric Diameter 1⅞ inch
2.Frequency 7,000 to 9,000 vibrations per minute
3.Spacing 18 inch maximum, mounted longitudinally
D.Mount vibrators to provide adequate concrete consolidation.
1.Do not interfere with dowel bar basket assemblies.
E.Use trailing forms long enough to leave a smooth, straight, vertical edge.
2.8CURING APPLICATION EQUIPMENT
A.Use curing compound application machine with a fully atomizing type
power spray and a wind protection hood.
PART 3 EXECUTION
3.1LINE AND GRADE CONTROL
A.Use a system that limits deviations in the pavement surface to ⅛ inch in
10 feet and deviations in the vertical edge of the pavement to ¼ inch and maintains specified pavement thickness.
B.Slip Form Paving
1.Establish the necessary stakes for line and grade control over
existing surfaces and provide the elevation control benchmarks.
2.Equip machinery with a control system that automatically controls
concrete placement to the specified longitudinal grades.
C.Formed Paving
1.Keep forms free from warps, bends, kinks, and equal in depth to
the specified pavement edge.
2.Tightly join form sections by an interlocking joint free of vertical and
horizontal movement.
3.Stop paving operations if the side forms do not meet or hold line
and grade.
D.Profile grind existing adjacent pavement before concrete placement.
Portland Cement Concrete Pavement
3.2BATCH AND MIX
A.Separate and stockpile coarse aggregate in two sizes for 2 ½ inch, 2 inch
and 1½ inch gradations with the separation being made on the 1 inch sieve for 2 ½ inch and 2 inch gradations and the ¾ inch sieve for 1 ½” gradations.
B.Mixing – Operate the drum at manufacturer’s recommended speed.
1.Conduct mixing efficiency tests at the start of concrete placement
and evaluate as specified in AASHTO M 157, Annex A-1.
2.Increase mixing time in 10-second increments if necessary until the
mixer efficiency evaluation is passed.
a.Correct poor mixing efficiency.
3.Do not allow buildup of cement or mortar on the mixer drums and
blades.
4.Mix for at least 30 seconds after the last addition of water or
cement
C.Maintain a minimum mixing time of 80 seconds at the manufacturer’s
recommended mixing speed after all materials are in the drum.
1.Include actual mix time on each computerized batch ticket as a part
of the information automatically recorded.
D.Do not add water to the mix after acceptance testing.
3.3PLACE CONCRETE
A.Keep the base surface moistened 500 ft in front of the paver without
allowing areas of standing water.
B.Discharge and place the mixed concrete within the time frame listed below
after introducing the mixing water to the cement and aggregates.
1.Concrete not placed within the following time period may be
rejected.
a.Non-agitating Haul Equipment 45 minutes
b.Agitating Haul Equipment 75 minutes
2.The Engineer, in conjunction with the Region Materials Engineer,
may authorize alternate time periods based on concrete and ambient temperatures.
C.Do not interfere with dowel basket assemblies if redistributing the concrete
in front of the paver.
1.Minimize redistributing the concrete in front of the paver.
2.The Engineer may retest the concrete if redistribution occurs.
Portland Cement Concrete Pavement
D.Consolidate concrete using vibrators.
1.Position vibrators on finishing equipment ahead of strike-off auger
or final screed.
2.Vibrate, screed, and mechanically tamp the spread concrete.
a.Thoroughly vibrate adjacent to and along the faces of the
forms. 1) Stop vibrating and tamping elements when the forward movement of the paver stops.
3.Monitor the operation of vibrators.
a.Check each vibrator at the beginning and ending of each
day.
b.Repair or replace vibrators as necessary.
c.Stop paving operations immediately if any indication of
malfunction occurs.
d.Resume operations only after repairing or replacing the
vibrator.
4.Use hand-operated vibrators on a regular pattern, not to exceed 12
inches in each direction, for hand placements.
E.Do not add water to the surface for finishing.
1.Paving operations may be shut down and the concrete rejected if
water is added.
2.Use evaporation retarders only after obtaining written approval by
the Engineer.
F.Provide protection for existing surfaces when placing concrete in an
adjoining longitudinal section (companion placement).
1.Do not place concrete for companion placement before existing
concrete has achieved at least a compressive strength of 2,500 psi, determined by Maturity Method, AASHTO T 325, or cast cylinders.
3.4HANDLE AND PLACE REINFORCING STEEL
A.Keep reinforcing steel clean, free from damage, and free from distortion.
B.Place tie bars in the middle third of the slab.
1.Refer to PV Series Standard Drawings.
2.Place in the direction of paving and parallel to the slab surface.
3.Place by using automatic bar inserters, bar supports, through
forms, or drilled and epoxied after concrete has hardened.
a.Do not manually insert tie bars while concrete is still plastic if
using a paver.
4.Maintain at least 6 inch clearance between tie bars and dowel bars.
a.Eliminate tie bars that interfere with dowel bars.
b.Do not adjust dowel bar locations.
Portland Cement Concrete Pavement
C.Place dowel bars in the middle third of the slab depth, parallel to the
centerline and surface of the slab.
3.5FINISH
A.Finish the surface smooth and true to grade by machine float immediately
after placing concrete.
1.Finish at a rate equal to the progress of the paving operation.
B.Shut down the mixing operation until the situation is resolved if preliminary
finishing is delayed more than 30 minutes after initial screeding.
C.Fill honeycomb areas in the vertical edge of the pavement with mortar.
D.Texture the pavement by burlap drag unless the final texture includes
artificial turf drag.
1.Use at least three plies of wet burlap and drag parallel to the
centerline without tearing.
2.Complete the drag finish with one pass.
3.Spray water directly on the final burlap drag only in the quantity
necessary to keep the burlap wet.
3.6PAVEMENT TEXTURE
A.Refer to Section 02742S for pavement texture type.
B.Longitudinal Tining
1.Produce grooves of approximately ⅛ inch wide by ⅛ inch deep
spaced ¾ inch apart and parallel to the longitudinal joint.
2.Keep tining devices clean and free from encrusted mortar and
debris to provide uniform groove dimensions.
3.Time tining so that the grooves do not close up.
C.Diamond Grinding
1.Produce resultant surface in a parallel, corrugated type texture.
a.Allowable width of grooves is 1/16 inch to ¼ inch.
b.Allowable distance between grooves is 1/16 inch to ¼ inch.
c.Maximum allowable height of ridges is approximately 1/16
inch.
2.Maintain cross slope drainage.
D.Transverse Tining
1.Produce randomly spaced ½ inch to ¾ inch transverse grooves
approximately ⅛ inch deep.
Portland Cement Concrete Pavement
E.Artificial Turf Drag
1.Drag artificial turf along the pavement in the direction of paving.
2.Use plastic turf that is wide enough to cover the entire pavement
width and produce a uniform texture with corrugations 1/16 inch to ⅛ inch deep.
3.Use turf with a blade density of 7,200 blades/ft2 and each blade at
least ¾ inch long.
4.Continuously monitor the texturing operation.
5.Weight the turf if necessary to produce an acceptable texture using
a uniformly distributed load.
6.Remove buildup of cementitious or other materials that may
produce an uneven or unacceptable texture.
F.Grinding may be required to correct unacceptable texturing.
G.Rumblestrips
1.Install by diamond grinding when required.
2.Rotomilling is not an acceptable method of installation.
3.7CURE
A.Apply concrete curing compound to the entire pavement surface and
exposed edges immediately after completing finishing operations.
1.Apply the concrete curing compound in two approximately equal
applications.
2.Apply the second application in the opposite longitudinal direction
as the first at a combined application rate equal to 100 ft2/gal.
3.Allow at least 30 minutes between applications.
4.Hand spray small and irregular areas and areas inaccessible to
mechanical spraying equipment.
B.Stop the paving operations until the problem is resolved if the concrete
curing compound application behind the paving machine is delayed.
1.Use fogging to keep the pavement moist until the concrete curing
compound application resumes.
a.Use fogging equipment with compressed air misters that
atomize the water and produce a very fine mist and not a spray.
b.Use equipment that allows for adjusting the rate of fogging
depending on the conditions that are present.
c.Maintain misters at least 5 ft above the concrete surface and
aimed in a direction above horizontal.
d.Do not use fogging to apply excess water to the concrete
surface to aid finishing.
e.Do not affect the water/cement ratio of the concrete.
Portland Cement Concrete Pavement
f.Discontinue fogging when a fine coating of water or sheen is
visible on the concrete surface.
2.Prevent damage to the pavement surface texture.
3.8PROTECTION
A.Protect pavement against damage and marring.
1.Construct crossings to bridge the concrete when necessary.
B.Do not allow hauling equipment or traffic on the pavement until 100
percent of the specified 28 day minimum compressive strength has been achieved. Verify strength by one of the following:
1.Maturity method – AASHTO T 325
2.Cast cylinders
C.Do not permit hauling equipment or traffic on the pavement before all
sawed joints are sealed.
3.9JOINTS
A.Construct contact joints, sawed joints, and transverse expansion joints as
shown in the plans and approved joint layout.
B.Keep the joint faces at right angles to the top pavement surface with
longitudinal joints parallel to the centerline and coinciding with the traffic lane lines.
C.Longitudinal Contact Joints
1.Do not allow the finished surface across longitudinal contact joints
to deviate from a straight line by more than ¼ inch in 10 ft when tested with a straight edge.
2.Cease operations until specified tolerances are achieved if the
edge slump requirements are not satisfied within 200 ft.
3.Repair the edge by the following procedures if the edge slump
exceeds the specified ¼ inch in 10 ft before placing adjacent concrete:
a.Saw off the slumped edge to the full thickness with a
diamond saw.
b.Drill holes in the sawed edge and epoxy in new tie bars.
c.Profile grinding may be considered as approved by the
Engineer.
4.Cut and replace or straighten bent tie bars and re-coat with epoxy
paint at the bend point before placing concrete in the adjacent lane as determined by the Engineer.
Portland Cement Concrete Pavement
D.Transverse Contact Joints
1.Construct transverse contact joints normal to the centerline without
keyways on the vertical face.
2.Form joints with bars placed through the form or saw joints then drill
and epoxy bars.
E.Longitudinal and Transverse Sawed Joints
1.Single cut all transverse and longitudinal joints. Refer to PV Series
Standard Drawings.
2.Saw joints before uncontrolled cracking occurs.
3.Conduct continuous sawing operations during both day and night
regardless of weather conditions.
4.Provide lighting during nighttime sawing.
5.Thoroughly clean and dry joints before placing sealant.
a.Clean the joint using at least 100 psi air.
b.Equip air compressors with operating oil and water traps.
6.Fill the joints to within ¼ inch of the finished surface with joint
sealer.
a.Remove and replace joint sealer of overfilled joints.
7.Match joints in adjacent lanes to form a continuous line across the
pavement width including the concrete shoulders.
3.10FILL PAVEMENT CORE HOLES
A.Fill the core holes with the same concrete mix or other product authorized
by the Engineer within 24 hours after coring.
B.Verify the holes are cleaned with no standing water before filling with
concrete.
C.Consolidate the concrete by rodding or vibrating.
D.Strike off level with the pavement surface and texture.
E.Protect concrete in core holes from any damage for at least 48 hrs.
3.11DEFECTIVE PANELS
A.The Engineer determines defective panels before substantial completion.
B.Repair or replace cracked, damaged or otherwise defective panels.
1.Complete repairs before acceptance testing for smoothness.
2.Remove and replace panels when multiple full depth cracks
separate the panel into three or more pieces.
Portland Cement Concrete Pavement
3.Use methods that do not disturb or damage adjacent panels.
4.Remove and replace panel with any full depth transverse crack
within 4 ft or less of a transverse sawed joint.
5.Drill and epoxy tie-bars/dowel bars as required into existing
pavement.
6.Match the profile and texture of existing pavement.
7.Repair any crack connecting joints appearing before substantial
completion.
a.Rout to a 1 inch depth by ⅛ inch width and seal with silicone
joint sealer. Refer to Section 03152.
8.Leave tight random cracks less than 1/64 inch wide undisturbed.
3.12LIMITATIONS – GENERAL
A.Meet limitations of Section 03055 except as modified below.
1.Precipitation
a.Cease operation when rain is threatening.
b.Remove, replace, or repair any pavement damaged by rain
or hail as determined by the Engineer. 1) Pavement is considered damaged when rain or hail leaves noticeable texture on the surface. 2) Do not finish rainwater or hail into the concrete surface.
2.Surface Evaporation
a.Limitations apply at any time of the year when any
combination of air temperature, relative humidity, and wind velocity have the potential to impair the quality of fresh or hardened concrete or otherwise result in abnormal properties.
b.Prepare materials required for evaporation control measures
and have them available on site.
c.Initiate evaporation control measures when concrete and air
temperatures, relative humidity of the air, and wind velocity have the capacity to evaporate water from a free water surface at a rate equal to or greater than 0.2 lb/ft2/hr. 1) Determine the evaporation rate of surface moisture by the Menzel Formula. Refer to ACI 305.1.
B.Mix Consistency
1.Cease operations upon having four consecutive batches rejected
due to noncompliant air content of the mix.
2.Do not resume paving operations until the issues have been
resolved to the satisfaction of the Engineer.
Portland Cement Concrete Pavement
C.Verification of Reinforcing Steel
1.Cease paving operations upon identifying 5 percent or more of the
transverse joints with non-compliant steel reinforcement.
2.Operations may not resume until the issues have been resolved to
the satisfaction of the Engineer.
3.13LIMITATIONS – COLD WEATHER
A.Cold weather limitations apply when the temperature is forecast to fall
below 40 degrees F within 14 calendar days of placement.
B.Comply with the following requirements for placing concrete in cold
weather:
1.Do not use chemical additives in the concrete to prevent freezing.
2.Provide all necessary cold weather protection for in-place concrete
using items such as covers, insulation, and heat.
3.Do not place concrete in contact with frozen surfaces.
4.Adequately vent combustion-type heaters that produce carbon
monoxide.
5.Protect the concrete from freezing when the ambient air
temperature is 36 degrees F or below until a compressive strength of 3,500 psi has been achieved, determined by either:
a.Maturity method – AASHTO T 325
b.Field cure cylinders
6.Maintain moist conditions to avoid loss of moisture from the
concrete due to heat applied
7.Limit the drop in temperature next to the concrete surfaces when
removing heat to 20 degrees F during any 12 hour period until the surface temperature of the concrete reaches that of the atmosphere.
8.Measure, monitor, and record the concrete surface temperature at
the frequency in the approved cold weather protection plan.
a.Provide the data to the Department within 24 hours of
measurement.
9.Paving may occur when base surface temperature is above 35
degrees F in the shade and the ambient air temperature is above 45 degrees F.
10.Remove and replace concrete when any portion of the panel has
frozen.
11.Do not use material containing frost or lumps.
Portland Cement Concrete Pavement
C.Heating Aggregate and Water
1.Provide and operate heating devices when heated aggregates are
required.
2.Use aggregates free of ice.
3.Heat aggregates uniformly, avoid overheating or developing hot
spots.
4.Use either steam or dry heat.
3.14LIMITATIONS – HOT WEATHER
A.Comply with approved hot weather protection plan when ambient air
temperature is 85 degrees F to 100 degrees F in the shade.
B.Discontinue paving when ambient air temperature exceeds
100 degrees F in the shade.
END OF SECTION
Portland Cement Concrete Pavement
Portland Cement Concrete Pavement in other states
Utah revises spec sections through supplementals and new editions. We check this one every week and email you the day it changes. Free, no account.
Source: Utah Standard Specifications for Road and Bridge Construction, 2026 Edition. Pages 544–561 of 1,331.
View official source ↗