501PLAIN OR REINFORCED CEMENT CONCRETE PAVEMENTS

501.1DESCRIPTION—This work is construction of normal strength, accelerated strength, or HES cement

concrete pavement, plain or reinforced, on a prepared surface, as indicated.

501.2MATERIAL—

and is prohibited for use in long-term lane closures except to accommodate local traffic.

for use in long-term lane closures except to accommodate local traffic.

point of not less than 149F and recommended for contact with steel materials according to manufacturer’s recommendations. Do not use graphite-based lubricants.

for unbonded area.

area, for n=3 test unit assemblies, of less than or equal to 10% when tested according to PTM No. 634.

501.3CONSTRUCTION—

unless otherwise di rected. Use one- lane construction if two- lane construction interferes with traffic. For projects with more than 15,000 square yards of mainline concrete paving, monitor aggregate gradations during concrete production by performing sieve analysis using plant stockpiled aggregate before beginning daily production and when restocking bins, but no more than daily. From the results of the sieve analysis, generate the cumulative percent retained chart. Verify that the daily production plots within the limits defined by the Combined Gradation Percent Retained Chart according to PTM No. 529. If necessary, adjust aggregate proportions during production to maintain the combined gradation percent retained within limits according to PTM No. 529. Adjustments to aggregate proportions that also require adjustments to cementitious material or water content will require the development of new mix designs, including trial concrete batches. The DME/DMM may allow combined gradations during production that are less than 5% outside of the required percent retained according to PTM No. 529.

comprehensive paving operation QC Plan for field control and evaluation of concrete paving operations for review. Do not start paving until the QC Plan is accepted. At a minimum, include the following:

• Personnel and responsibilities for controlling the concrete paving operations.

• QC sampling and testing frequencies and action points to initiate corrective measures .

• Method requested for determining opening to traffic strength.

• Method requested for determining pavement depth.

• Procedures addressing cool and hot weather placements.

• Procedures for monitoring and controlling the rate of evaporation.

• Procedures for subgrade and subbase/treated base course control and maintenance.

• Procedures to ensure proper placement and consolidation.

• Procedures to ensure proper joint construction.

• Procedures to prevent edge slump.

• Procedures to ensure proper grade and depth control.

• Procedures for straightedge testing and to ensure proper final texture.

• Procedures to ensure proper curing application and temperature monitoring.

• Procedures to ensure timely sawing and proper sealing of joints; and

• Procedures to eliminate damage to pavement before opening to traffic.

• Procedures to perform concrete pavement joint wipe test.

square foot per hour unless mitigation measures are employed. The use of windbreaks and fog misting are acceptable methods to mitigate an excessive evaporation rate. When fog misting is employed, use equipment that atomizes droplets in the air surrounding the concrete without causing water deposits.

descending air temperature, away from artificial heat, falls to 40F (45F for accelerated strength concrete) . Do not resume operations until the air temperature, away from artificial heat, rises above 40F (45F for accelerated strength concrete) . Do not allow water above 90F to come in direct contact with the cement, until the cement has been mixed with the aggregates. Place concrete when the concrete te mperature is between 50F and 90F. Do not use materials containing frost, lumps, or crusts of hardened materials. Do not place concrete on frozen base, subbase, or subgrade.

85F, take thermometer readings of the plastic concrete, at 1/2- hour intervals and at the conclusion of the mixing cycles. Discontinue concrete operations if the plastic concrete temperature exceeds 90F after mixing. When the plastic concrete temperature rises to 90F, cool the mixing water or aggregates to maintain a plastic concrete temperature within 50F to 90F at the time of placing.

approved by the District Executive in writing. For slip -form paving, the Contractor may use plant mixed cement concrete, volumetric mixing plants or mobile mixers as specified in Section 704.1(a).

10 feet in length, with form depth and base width equal to pavement depth. Forms may be built -up no greater than 1/2 inch to meet the required pavement design thickness. Built -up form sections must be continuous, equal to the width of the steel form and secured to the form in a manner that prevents movement during concrete placement. Do not exceed 1/8 inch in 10 feet from the true plane of the face or top. The Contractor may use forms with a base of not less than 6 inches in width and meeting all other requirements for narrow strips of widening if approved by the District Executive in writing. Use forms of an approved section without horizontal joints, and with flange bracing extending outward on the base not less than two- thirds of the form height. Use forms that do not deflect or deform more than 0.01 inch when a center load of 1,700 pounds is applied within a 4- foot span. Use form sections equipped with three stake pockets, each of which have positive non- detachable wedges, and positive interlocking devices, which form a neat tight joint. Use a sufficient quantity of steel pins to securely hold the forms in place and provide the necessary rigidity. For curves with a radius of less than 150 feet, the Contractor may use wood forms. Use two 1-inch (nominal) seasoned, surfaced planks properly joined together. Brace all wood forms with steel pins. Do not exceed 24 inch spacing between pins. Clean and oil forms before each concrete placement. Cut and firm the subbase under the forms true to grade and set forms accurately to line and grade for their entire length and width. Forms may be shimmed provided that the material used to shim the forms creates continuous contact between the form and the base course surface. The forms and shimming material must result in a full vertical face of concrete when removed. If concrete extrudes outside the shims or forms, remove this extruded concrete, as di rected, before placing the adjacent concrete. For concrete pavement constructed on aggregate subbase, if the grade is low, add additional subbase in 1/2-inch compacted lifts. If the grade is high, cut the subbase to the required grade and recompact. For concrete pavement constructed on cement treated base courses or asphalt treated base courses, cut and trim high areas to required grade. If the base course along the form is low, place shims to maintain vertical form alignment during the concrete placement. Shim forms to a height no greater than 1 inch. Shimming material must be equal to or greater than the width of the form base and spaced so the forms do not deflect or deform more than 0.01 inch when a center load of 1,700 pounds is applied within a 4- foot span. Shimming material must be secured to the form in a manner that prevents movement during concrete placement and must not protrude

beyond the inside face of the form. If concrete extrudes outside the forms, remove the extruded concrete, before placing the adjacent concrete.

course, do not disturb the form line after final testing. Remove accumulation of material adjacent to forms, to full depth of forms, in conjunction with final testing. If the prepared area is disturbed by any operations, or by traffic, check and correct before placing concrete. Thoroughly sprinkle water on the base course before paving, if necessary, to ensure a moist base course and to cool the surface temperature of treated permeable base courses below 115F. Discontinue paving operations if the surface temperature of treated permeable base courses cannot be maintained below 115F. Do not create water puddles or mud. Sprinkle the base course with as much water as it readily absorbs, well in advance of paving. If non -destructive depth testing is being utilized as specified in Section 501.3(s)2, place targets at locations determined by the Representative as specified in Section 501.3(s)2 and according to PTM No. 605. The measuring device and targets must be verified daily according to PTM No. 605 in the presence of the Representative before the installation of the targets. The Representative will verify the targets have been placed at the proper locations before paving operations. Remove and replace improperly located targets and repair any damage to the base course before paving operations at no cost to the Department.

and trained personnel are available, and sufficient hauling units scheduled, to maintain continuity in placement. For pavement construction around manholes, inlets, valve boxes, and similar appurtenances, place premolded expansion joint filler not less than 1/2 inch in total thickness, for the full depth of the pavement, around the outer sides of structures within the paved areas. Where pavements adjoin other rigid structures, bridges, or culverts, place premolded expansion joint filler, not less than 3/4- inch thick, adjacent to the structures. Before placing pavement adjacent to railway tracks, fill the spaces along the web and below the head and top flange of the rail with mortar. If construction crosses railway tracks, place a minimum 3/4-inch- thick expansion joint filler against the mortar -filled rails. If constructing along tracks, place a minimum 1/4- inch-thick expansion joint filler along each mortar-filled rail. Do not use concrete that has developed an initial set. If implanting dowel bars by mechanical means, the Contractor may deposit the concrete directly on the subgrade or prepared surface in front of the paver. Spread concrete as close as possible to joint assemblies to ensure proper concrete consolidation without disturbing the joint. Do not damage the prepared surface while transporting or depositing concrete ahead of the paver. If the prepared surface is an asphaltic leveling course on rubblized concrete, treated base course of cement or asphalt, or an aggregate subbase, travel on the prepared surface only in the immediate area of the paving operation for the purpose of depositing concrete ahead of the paver. Do not use the prepared surface for hauling. Satisfactorily repair or replace any damaged areas at no additional cost to the Department. Use vibrators capable of transmitting vibration to concrete with a frequency of not less than 100 impulses per second. Operate the vibrator around, but not in contact with transverse or longitudinal joint assemblies. Do not cause segregation when vibrating. Do not operate manual vibrators in one place more than 5 seconds. Use vibrators only to consolidate concrete after it has been properly placed. Do not use vibrators to move or spread concrete. Remove and discard segregated concrete, as directed. Maintain sufficient reserve vibratory equipment to prevent shutdown because of equipment failure.

forms to support concrete laterally to prevent edge slumping. Use a paver equipped with automatic controls to control alignment and grade. Use a paver that vibrates or tamps concrete for the full width and depth of the layer being placed.

pavement so the longitudinal joints do not traverse a driving lane or conflict with the final pavement markings. Construct longitudinal joints parallel to and within 12 inches of final pavement markings unless otherwise detailed on the construction drawings.

consolidated, the reinforcement is satisfactorily embedded, and a satisfactory finished surface is obtained. Operate the slip-form paver in a continuous forward movement. Coordinate operations of mixing, delivering, placing, and spreading concrete to provide uniform progress with stopping and starting of the paver held to a minimum. If the paver’s forward movement is stopped, immediately disengage vibrating and tamping elements.

designated locations. Implanting of dowel bars by mechanical means is allowed. Accurately mark the dowel- bar locations to ensure sawing the transverse joints over the center of dowels. Saw, cure, and protect transverse and longitudinal contraction joints, as specified in Sections 501.3(i) and (j).

5.a During Paving Operations. Test the pavement surface for edge slumping with a 12 -foot straightedge, before the concrete becomes non-plastic. Strive to avoid edge slump. Edge slump not exceeding the following will be acceptable:

• 1/8 inch between adjacent lanes, and lanes and ramps.

• 1/4 inch between lanes and shoulders, and ramps and shoulders.

Measure edge slump for the 6-inch width contiguous to the pavement edge. Suspend paving operations after 200 feet if edge slumping cannot be prevented or controlled within the above stated acceptable limits. The pavement within this 200-foot section will be evaluated as specified in Section 501.3(g)5.b.

5.b After the Concrete Hardens. Test the pavement surface with a 12-foot straightedge to ensure the requirements as specified in Section 501.3(g)5.a have been met. If testing confirms edge slumping exists in the hardened concrete, submit methods for correction to the District Executive for review. Make corrections according to the reviewed methods to eliminate the edge slumping. Remove and replace pavement determined defective, as specified in Section 501.3( t), at no additional cost to the Department.

foreign substances, which impair bond of steel with concrete. A light, powdery coating of rust, formed during project storage, does not require cleaning. Remove loose, scaly, or thick rust by suitable methods. The Representative will reject reinforcement with rust that has caused detectable reduction in cross-sectional area. If placing reinforced concrete pavement in two layers within fixed forms, strike off the entire bottom layer and lay the reinforcement full length on the concrete, in its final position, without further manipulation. Place reinforcement directly upon the concrete and place, strike-off, and screed the top layer of concrete. Remove and replace bottom- layer portions of concrete placed more than 1/2 hour without being covered with the top layer of freshly mixed concrete. If placing reinforced concrete pavement in one layer, position mesh reinforcement on acceptable supports as specified in Section 1002.3(d)2 in advance of concrete placement. If a mechanical installer is used, avoid segregation of concrete or displacement of reinforcement.

to form a continuous joint across the entire pavement width and locate dowels as shown on the Standard Drawings, except where paving operations must cease temporarily because of unavoidable conditions. Handle LTU assemblies with care to avoid damaging the corrosion protection barrier. Remove and replace dowels with damaged coating before placement of concrete. Place and anchor LTU assemblies so that dowel misalignments before concrete placements do not exceed the following limits:

• Vertical tilt or horizontal skew (relative to the plane of the grade and the centerline of the constructed pavement): 0.25-inch maximum displacement of each end of the dowel relative to the midpoint of the dowel.

• Longitudinal translation (relative to the intended transverse joint location, along the direction of travel): 1 inch maximum.

• Horizontal translation (relative to the intended location, across the joint): 1 inch.

• Vertical translation (relative to the intended depth of the constructed pavement): as shown on the Standard Drawings.

When LTU are used, secure them in place at the designated locations as shown on Standard Drawings in advance of paving operations to prevent their movement during paving operations. Before paving, demonstrate the fastening method to the Representative for approval. Before paving, apply bond- breaker lubricant to at least one-half of the length of Type B coated dowel bars, unless a bond-breaker lubricant has been applied in the shop. Stir the lubricant well and apply to the free end of dowels by spraying, or with a gloved hand, to produce a thorough coating. Do not use brushes for lubricant application. Apply the bond-breaker lubricant, as specified, at least 1 hour before placing the concrete around the dowel assembly. Type A coated dowel bars do not need lubricant. Where existing concrete pavements are widened, align transverse construction or contraction joints, if possible, with existing construction or contraction joints or cracks; otherwise, do not place within 10 feet of a joint. When constructing adjacent concrete pavement, shoulders, or structures after pavement construction, seal the ends of all transverse joints and cracks to prevent intrusion of cement mortar into the joints and cracks. In these cases, when saw cutting transverse joints in the newly constructed lane or shoulders, saw cut the existing transverse joint in the previously placed lane to ensure the removal of any mortar that might have intruded into the joint.

construct a transverse joint using a bulkhead. Place dowels in bulkheads by drilling or inserting into fiberglass dowel sleeves. Do not construct a transverse joint within 10 feet of another transverse joint. If not enough concrete has been placed or mixed at the time of interruption to form a slab at least 10 feet long, remove concrete to the preceding joint and dispose of excess mix.

center of the sawed transverse contraction joints. The sawed transverse joint must be located directly ±1 inch over the centerline of the dowel basket assemblies or the centerline of the mechanically implanted dowels. Saw joints with equipment having guides, a blade guard, water cooling system, and cut -depth control. Provide adequate and extra equipment and parts at the site, before placing concrete and during sawing operations. Saw joints as soon as concrete has sufficiently hardened to allow sawing without excessive raveling resulting from the sawing operation and to prevent random cracking. Saw joints to a depth of D/3 and a width of 1/8 inch. If initial saw cuts do not extend through the slab edge to avoid blowouts or edge damage of green concrete, extend these cuts through the edge as soon as it can be done without causing damage. If damage to the pavement occurs, repair in an approved method at no additional cost to t he Department. If necessary, conduct sawing operations continuously, both day and night, regardless of weather conditions. If the pavement is cured by means other than white membrane curing compound, remove curing materials from pavement, at the location where a joint is to be cut. Only remove sufficient covering to provide space necessary for sawing joints. Immediately after sawing the initial saw cut, thoroughly flush the joint to remove the slurry. Place oversized (width plus 50%) backer rod in the top of the sawed joint to maintain cure. Monitor the movement of the joint throughout the cure period and up to placement of permanent seal. If at any time the joint opens , remove and replace backer rod with appropriate oversized backer rod. The maximum time period allowed for curing covers to be removed for sawing is 1/2 hour. If white membrane curing compound is used, reapply curing compound as specified in Section 501.3(l)1.c. The Representative will not allow displacing coarse aggregate from the joint location by use of a vibrating T-bar, or by use of a filler strip at the joint. In all concrete pavement where adjacent concrete pavement, shoulders, or structures are to be placed, mark all dominant joints (which are the first joints to activate) within 48-hours of joint activation using a method approved by the Representative. Align the location of the first joints to be sawed in the adjacent concrete pavement, shoulder, or structure with the marked dominant joints to encourage dominant joint development in the adjacent concrete pavement, shoulder, or structure. Saw remaining joints before uncontrolled cracking occurs. Make the full required depth cut from edge to edge of the pavement. In formed paving, do this by

loosening or removing the side forms or by other acceptable methods. When paving from October 1 to April 1, the use of early entry saws or another approved method is recommended to encourage dominant joint development in the adjacent lane at the same location of dominant joints in the previous lane. For second stage sawing of joints, saw the sealant reservoir 72 hours or more after placing the concrete. Thoroughly flush joints with pressurized water to remove slurry and all deleterious material immediately after sawing. Continue curing and protect joint until sealed. If a crack or spall occurs at any location and any time before final inspection and resolution of all issues regarding the condition of the pavement, repair the pavement according to Table A, Repair Procedures for Deficiency in New Concrete Pavement, at no additional cost to the Department. Field coat the dowels with the bond-breaker lubricant, as specified in Section 501.3(i), where necessary as determined by the Representative. Join original pavement to replacement pavement and test as specified in Section 507; if Ride Quality and Incentive are not applicable, test as specified in Section 501.3(o). Patch voids or spalls, in excess of the specified width, as specified in Section 525.

Table A Repair Procedures for Deficiency in New Concrete Pavement Item Deficiency Location Description Contractor Repair Options 1 Partial Depth Crack Anywhere ≤ 0.007 inches wide Do nothing >0.007 inches wide AND ≤ D/3 deep Epoxy inject crack as specified in Section 1091 > 0.007 inches wide AND > D/3 deep Repair as specified in Section 516 Partial Panel Full Depth Patcha, b, c 2 Spall Mainline or shoulder panel Minimal spalling d ≤ 2 inches wide AND ≤ D/3 deep Do nothing Significant spallinge > 2 inches wide (measured perpendicular to joint) AND ≤ D/3 deep or > 12 inches wide (not at a joint) AND ≤ D/3 deep Spall Repair as specified in Section 525 (Repair must perform satisfactorily for 1 year or replace with Partial Panel Full Depth Patch as specified in Section 516)a, b, c Significant spallinge > 2 inches wide (measured perpendicular to joint) AND > D/3 deep or > 12 inches wide (not at a joint) AND ≤ D/3 deep Repair as specified in Section 516, Partial Panel Full Depth Patcha, b, c Significant spallinge > 2 inches wide (measured perpendicular to joint) AND > D/3 deep or > 12 inches wide (at a joint) Repair as specified in Section 516, Partial Panel Full Depth Patcha, b, c OR as specified in Section 516, Full Depth Corner Repair OR as specified in Section 519, Full Depth Longitudinal Joint Repair 3 Single Full Depth Crack

(any orientation) Shoulder Non-working crack with minimal spallingd Epoxy inject crack as specified in Section 1091 Working crack with minimal spallingd Seal crack as specified in Crack with significant spallinge Repair as specified in Section 516 Partial Panel Full Depth Patcha, b, c OR Full Panel Replacementc

Mainline or Shoulder panel is affected by irregular geometry (construction joints do not line up) Crack with minimal spallingd Seal crack as specified in Mainline Entire length of crack ≤ 9 inches from longitudinal joint AND crack is parallel to longitudinal joint ± 1 inch Seal crack as specified in Mainline crack is in center one- third of dowelled panel. Crack ≤ 1/8 inch wide AND spalling ≤ 1/4 inch from edge of crack. Dowel Retrofit as specified in Section 527: three dowels per wheel path (panels ≤ 10 inches thick); four dowels per wheel path (panels > 10 inches thick) OR Partial Panel Full Depth Patch a, b, c repaired as specified in Section 516 OR Full Panel Replacementc Mainline All other conditions Partial Panel Full Depth Patcha, b, c OR Full Panel Replacementc 4 Multiple Cracks > D/3 deep (any orientation) Mainline or Shoulder Panel has more than 1 crack > D/3 deep Partial Panel Full Depth Patcha, b, c OR Full Panel Replacementc Notes:

Concrete Pavement (RCP).

crack.

crack.

Payment for new pavement where the crack has been removed is at the Contract Unit Price

Payment for new pavement where the crack has not been removed but sealed as specified in Section 590 is at five percent CUP for the slab with NO additional cost to the Department for the repair. Payment for slabs with Partial depth Crack or Spall is at the CUP with NO additional cost to the Department for the repair. Crack depth is to be determined by coring at no cost to the Department

pavements are widened, align transverse expansion joints, if possible, with existing expansion joints. Place transverse expansion joints, without load transfer units, in the plain cement concrete pavement in paved divisor areas. Conform to the dimensions and locations in adjacent concrete curb. Place expansion joint filler, as indicated or as directed.

no tie bars are installed within 24 inches of a dowelled contraction joint. To minimize the development of shear cracking, eliminate one tie bar in each slab adjacent to joints where cracks have opened 1/8- inch or

greater. In addition, when paving from October 1 to April 1, eliminate one tie bar in each slab adjacent to dominant joints, as specified in Section 501.3(i)2. The Representative will select 15 tie bars from the first day’s concrete placement according to PTM No. 1. Test each selected tie bar for pull-out resistance after the concrete has attained a compressive strength of 3,500 pounds per square inch, or epoxy anchoring material has met manufacturer’s requirements. Use a center-pull hydraulic jack with a load measuring gage and bearing ring capabl e of testing each tie bar to 12,000 pounds or to a 1/32 inch slippage. Do not use jack and gage having a calibrati on date older than 6 months. Record the gage reading at point of slippage or 12,000 pounds, whichever occurs first. Determine the average of pull-out test results. Divide pull-out test average by the tie bar spacing to determine pull-out resistance of tie bars, in pounds per cubic foot, for compliance with Table B. If the pounds per cubic foot is not in compliance with Table B, replace failed tie bars or install additional tie bars until compliance with Table B is attained, at no additional cost to the Department. Install additional tie bars from the center of slab out in an approved pattern. Do not install additional tie bars within 30 inches of a transverse joint. Do not construct adjacent lanes until the tie bars comply with Table B. Perform additional testing as directed. Saw tied, longitudinal contraction joints to prevent random cracking, as specified in Section 501.3(i)2. Thoroughly flush the joints to remove the slurry immediately after sawing. Continue curing and protect the joint until it is sealed, as specified in Section 501.3(n).

TABLE B Pull-Out Resistance of Tie Bars Tied Width of Pavement (Distance from Joint Being Constructed to Nearest Free Edge) Minimum Average Pull-Out Resistance of Tie Bars lb/ft of Joint 12 feet or less 2,200 Over 12 feet to 17 feet 3,200 Over 17 feet 4,500

If a longitudinal crack occurs within a lane, remove and replace slabs containing the crack at no additional cost to the Department. If damage to the pavement surface occurs, repair in an approved method at no additional cost to the Department. Join original and replacement pavements. Field coat dowels with bond- breaker lubricant, as specified in Section 501.3(i), where necessary.

light, unless using an acceptable lighting system.

1.a Machine Method. Immediately after placing, strike off and screed the concrete, with a finishing machine, as necessary, to properly consolidate the concrete and to leave a uniform textured surface. Keep the top of forms free from accumulation of concrete or of foreign material. Maintain true machine travel on the forms without lift, wobble, or other variations that affect accurate finishing. Use equipment that does not groove the concrete pavement edges for a width greater than can be eliminated by edging tools. Use a rubber -tired wheel to sup port the spreader and a transverse finishing machine on the adjoining concrete pavement surface, keeping the wheel approximately 12 inches from the pavement edge. Maintain a uniform roll of concrete ahead of the finishing machine front screed for its entire length. Overlap the previously screeded concrete on the last pass. Place and vibrate concrete adjacent to joints and other areas, as specified in Section 501.3(f), then bring the finishing machine forward. Operate the machine carefully to avoid damage, misalignment of joints, or concrete segregation. Do not add water or monomolecular film to the concrete surface to assist in finishing.

1.b Manual Method. Unless otherwise directed, do not use manual strike- off methods, except to strike off concrete already deposited on the subbase if a breakdown of mechanical equipment occurs or on small turnout areas and patches up to 10 feet in length.

If finishing manually, use screeds contoured to the pavement cross section. Provide screeds sufficiently rigid to retain their shape and at least 2 feet longer than the maximum slab width to be struck off. Operate the equipment in a manner to obtain consolidation and a uniform textured surface free of porous areas. Consolidate as specified in Section 501.3(f).

pavement areas with a float, as necessary. Do not add water or monomolecular film to the surface to assist in finishing and do not overfinish. Mechanical floats or long handled floats may be used. Do not use steel or Fresno floats.

using a 12 foot straightedge, swung from handles 3 feet longer than one-half the slab width, as required. Hold the straightedge in contact with the surface in successive positions. Advance in successive stages of not more than 5 feet a stage. Immediately correct low areas, then strike off, consolidate, and refinish. Cut down high areas and refinish. Make sure the surface across joints meets requirements for smoothness as specified in Section 501.3(o). Continue straightedge testing and surface corrections until the entire surface is free from observable departures from the straightedge and until the slab conforms to the required grade and cross-section.

excess moisture has disappeared, and before concrete becomes non- plastic, provide initial texturing with a turf drag or broom device to produce striations parallel with centerline.

4.a Longitudinal Texture. Install turf drags, brooms and tine devices on self-propelled equipment having external alignment control. Maintain the area of texture device in contact with the pavement surface constant at all times during texturing. Provide positive elevation control f or texture devices. Maintain down pressure on pavement surface at all times during texturing to achieve uniform texturing without measurable variations in pavement profile. Operate self-propelled texturing machines to maintain constant travel speed when texturing. For small or irregular areas, confined areas which prohibit self -propelled equipment, or during equipment breakdown, hand methods may be approved. If unsatisfactory results are obtained, stop the placement of concrete until the equipment deficiency or malfunction is corrected. Perform final texturing with a spring steel tine device to produce grooves parallel with centerline. Operate the spring steel tine device within 5 inches, but not closer than 3 inches, of pavement edges. Produce a textured finish with grooves that have the following characteristics:

• 1/8 inch (± 1/32 inch) in width,

• 1/8 to 3/16 inch in depth, and

• 1/2 to 3/4 inch nominal center-to-center tine spacing.

4.b Transverse Texture. For shoulders, gore areas, traffic separators, sidewalks, other applications smaller in width, or pavements approved by the Representative, texture the surface transversely for the full width. Produce a textured finish with grooves that have the following characteristics: rectangular in shape; from 3/32 inch to 3/16 inch in width; and from 1/8 inch to 3/16 inch in depth. For a 10-foot rake use center-to-center tine spacing as follows:

TABLE C Center-to-Center Tine Spacing 1 3/8 1 3/8 1 7/8 2 1/8 1 7/8 1 3/4 1 1/4 1 1/4 1 1/8 1 3/8 1 1/8 1 3/4 7/8 1 3/4 7/8 1 5/8 2 1 3/4 1 1/8 1 5/8 1 3/8 1 1/8 1 1 1 1/8 3/4 1 1/2 1 1/2 2 2 1 3/4 1 1/2 1 3/4 2 1/8 1/2 1 1/8 1 1/2 1 5/8 1 5/8 1 1/8 1 3/4 1/2 1 3/4 1 3/4 1 1/8 1 1/2 1 1/4 1 5/8 1 1/8 1 1/4 2 1 3/8 1 3/4 5/8 3/4 1 3/4 2 5/8 2 1/8 2 1 1/8 1 3/4 5/8 2 1/8 3/4 1 1/2 2 1 5/8 5/8 5/8 1 7/8 2 1 1/2 2 1 3/8 1 3/8 1 1/2 1 3/4 1 1/8 1 1/2 2 1 1 1/4 (in)

When using this chart begin in the upper left corner and read across the entire row then start again on the left side in the next row. Produce the texture in one pass, without overlapping the previous pass, to provide a uniform finish. Keep the texturing device free of hardened concrete particles. If unsatisfactory results are obtained, stop the placement of concrete until the equipment deficiency or malfunction is corrected.

4.c Macrotexture. For pavements exposed to traffic with radii less than 50 feet, ensure the final surface finish meets a minimum Mean Texture Depth (MTD) of 0.040 inches, unless otherwise directed or indicated. Conduct the test for macrotexture depth according to ASTM E965 in the presence of the Representative. Conduct a minimum of four test locations for each lane of pavement. The Representative will determine each test location and will document the 4 rotated diameter measurements, the calculated average diameter, and the MTD at each location. If any determined MTD is less than 0.040 inches, conduct additional tests every 50 feet to determine the extent of deficient macrotexture. Mechanically groove the pavement, determined deficient in macrotexture, perpendicular to the roadway, at no additional cost to the Department, having the following characteristics:

• Rectangular in shape

• 1/8 inch (± 1/32 inch) in width

• 1/8 inch to 3/16 inch in depth

• 1 1/2-inch nominal center-to-center sawed groove spacing

Terminate grooves as follows:

• No closer than 2 inches of transverse joints

• No closer than 3 inches of longitudinal joints

• Not greater than 15 inches any joint

Use smaller machine to minimize non-grooved areas of the pavement. Do not overlap grooves. When diamond grinding surface corrections are made in the hardened concrete for pavement smoothness, no additional texturing is required.

dissipation of bleed water. Maintain the curing materials until the pavement has achieved sufficient strength for opening to traffic as specified in Section 501.3(q). Do not mar the concrete surface. After removing forms and correcting honeycombed areas, cure the sides with the same method as the surface. When using covers, secure over the entire surface and sides. The Representative will suspend co ncrete operations immediately if sufficient curing is not provided. Cure by the same method throughout the work unless directed to change by the Representative. Have material available for emergency curing. If normal curing is delayed, apply an intermediate monomolecular film curing compound to all cement concrete patches before normal curing. Apply the monomolecular film in a light -fog application, using a pressure spray tank with an adjustable nozzle. Use a water -to-curing-agent ratio and rate of application both according to the manufacturer's recommendations. Agitate the solution before each application. Apply the curing compound in a continuous film, immediately after finishing and texturing operations are completed on any area. Do not provide any additional finishing after application of the monomolecular film. Apply additional applications as required, if surface drying is taking place and curing covers have not been placed. After application of the monomolecular film, provide normal curing as specified.

and cure joints, if the procedure and materials are acceptable. The Representative may require a change in method if unsatisfactory results are obtained.

For all accelerated strength concrete pavements, provide insulation or heating of pavements during the curing operation. Control the curing temperature and monitor at least hourly to ensure that the concrete pavement does not experience a curing temperature change in excess of 40F within any 1- hour period during the curing operation. If a change in c uring temperature in excess of 40F occurs in the concrete pavement within any 1-hour period, the work will be considered defective.

1.a White Polyethylene Curing. Use sheeting wide enough to cover the pavement surface and sides. Provide lengths consistent with pavement joint spacing. Overlap sheets a minimum of 12 inches and secure sides and seams to form a tight seal. After form removal, fold sheeting down over the sides for the full pavement depth, then secure with suitable material.

1.b White Polyethylene Burlap-Backed Curing. Use sheeting wide enough to cover the pavement surface and sides. Provide lengths consistent with pavement joint spacing. Overlap sheets a minimum of 12 inches, then secure sides and seams to form a tight seal. Saturate the burlap side with water, then place and secure with the burlap side down. After form removal, fold sheeting down over the sides for the full pavement depth, then secure with suitable material.

1.c White, Poly-alpha-methylstyrene (PAMS) Liquid Membrane Forming Curing Compound. The Representative will allow this method of curing if the air temperature is above 40F at the time of application and the air temperature is forecasted to remain above 40F a period of 4 hours after application. Following the final finishing, immediately after free water has left the pavement surface and while the surface is still damp, seal exposed concrete areas with an application of curing compound. Apply curing compound homogenously to produce a uniform, solid white opaque coverage on all exposed concrete surfaces. Apply at a rate of 1 gallon per 150 square feet, or according to manufacturer's recommendations. Using a self-propelled mechanical spreader, apply in a fine mist, without marring the concrete surface. Use atomizing type spraying equipment, equipped with a tank agitator providing continual compound agitation during application. Provide proper calibration to allow accurate control of the amount of material being placed. Use a hood to protect the spray device against the wind and control so the spray overlaps transversely 50%, to produce two coverages of a continuous, uniform membrane. Do not drip curing compound on the pavement. If rain falls on newly coated pavement before the film has dried sufficiently to resist damage or if film is damaged in any way before the pavement is cured, apply a new coat immediately, in an amount equal to the original specified application. Alternate methods for the application of curing compound may be approved in writing by the District Executive. Areas inaccessible to self -propelled mechanical spray equipment may be coated using manual or alternate methods. After form removal, apply a uniform coat to the sides, at the rate specified for the surface. Manual spraying equipment may be used for spraying the sides and for any small or irregular areas not reached by surface spraying equipment. Cure and protect joints during the curing period to prevent moisture loss from concrete in and adjacent to joints. Include the method of joint curing in the pavement QC plan as specified in Section 501.3(a)1. Keep workers, materials, and equipment off the membrane film during curing, unless adequate precautions are taken to protect the film.

1.d Burlap Curing. Place burlap in double- thickness by overlapping each strip one- half its width on the pavement surface. Keep this covering saturated with water for the full curing period. After sides are exposed, fold burlap down over the sides and secure with suitable material.

1.e White Polypropylene Fiber -Backed Curing. Use sheeting wide enough to cover the pavement surface and sides. Provide lengths consistent with pavement joint spacing. Overlap sheets a minimum of 12 inches, then secure sides and seams to form a tight seal. Saturate the burlap side with water, then place and secure with the burlap side down. After form removal, fold sheeting down over the sides for the full pavement depth, then secure with suitable material.

1.f Black Membrane-Forming Curing Compound. Liquid Membrane-Forming Curing Compound, Black, may be used, provided the cement concrete pavement will be overlaid with an asphalt pavement and is not accessible to traffic before the surface course is placed. Apply at a rate not to exceed 0.015 gallon

per square yard to produce a uniform continuous film. Discontinue use of the compound if it becomes unsatisfactory as a curing agent; and resume curing by other methods, as specified.

below 50F, place high-low thermometers on the concrete surface and monitor concrete curing temperatures. Protect the pavement surface and sides to effectively maintain a temperature of not less than 40F until the pavement has achieved sufficient strength for opening to traffic as specified in Section 501.3(q). If at any time during this period the high-low thermometer falls between 40F and 35F, extend the cure period by an additional day. If at any time during the curing period the high-low thermometer temperature falls below 35F, the concrete will be considered defective. Remove and replace defective pavement as specified in Section 501.3(t) at no additional cost to the Department. For applications less than 6 inches in nominal depth, provide adequate insulating blankets to prevent rapid heat loss if the air temperature is 45F or less. Insulation may be removed when the air temperature exceeds 45F or when the pavement has achieved sufficient strength for opening to traffic as specified in Section 501.3(q). When insulation is used to protect the pavement, remove insulation in a manner such that the rate of temperature change at the concrete surface does not exceed 40F within any 1- hour period. Concrete that experiences a higher rate of temperature change will be considered defective. The application or removal of insulation covers may be controlled by the use of maturity method as specified in Section 501.3(q), with full removal of insulation allowed after the minimum required degree- hours of curing has been accumulated at the top of the slab.

forms carefully to avoid pavement damage.

pavement section to construction equipment or traffic. The Contractor may open pavement to construction equipment or traffic provided second stage sawing has not occurred, a backer rod is installed and maintained near the surface, initial concrete strength is attained, and curing requirements are met. Provide construction equipment within vehicle code limits. Seal cracks as indicated or directed. If the pavement is to be overlaid as part of this work, do not widen the joints with second stage saw cuts and do not seal except for expansion joints. Thoroughly clean the joint and the joint reservoir of all scale, dirt, curing compound, temporary joint sealing material, and other foreign material using methods that will not damage the joint, but will be sufficient enough to remove all contaminan ts and debris on both faces of the joint . Media blast each joint reservoir sidewall to clean and roughen the surface to ensure proper bonding with sealant material. Immediately before placing bond breaker or joint sealing material , ensure the joint is free of moisture and other contaminants. Do not place joint sealing material until the faces are thoroughly clean and dry to the satisfaction of the Representative.

immediately before placing joint sealing material to ensure the joint is free of surface dirt, dust, and debris. Repeat joint cleaning and QC wipe test until the joint is clean according to PTM No. 643. Conduct a QC wipe test at two locations along each of the first three sawcut joints per day of production. Report the results of the two locations at each sawcut joint by visual standard level according to PTM No. 643. Perform subsequent testing at two locations at each joint and every twenty joints thereafter, per day’s production or as directed by the Representative. If a wipe test result is not acceptable, take corrective action at all unsealed joints to achieve a consistently clean joint. A joint is one transverse joint of a single concrete slab. Provide the materials needed to perform the test.

40F, unless allowed. For hot-poured seals, seal all joints with an approved hot -pour or silicone sealant material according to the manufacturer’s recommendations. Use heating equipment of an indirect heating type, constructed as a double boiler. Provide positive temperature control and mechanical agitation. Determine the safe heating temperature range and recommended pouring temperature from the manufacturer's shippi ng container.

Heat and maintain the material temperature within these recommended safe temperatures. Place the material as close as possible to the recommended pouring temperature. Do not maintain any single batch of material at the pouring temperature for more than 6 hours. Reheat according to the manufacturer’s recommendations. Fill the joint reservoir with sealing material to the level shown on the Standard Drawings. Do not allow sealing material to spread over the pavement surface. When required, place the tape bond breaker and/or backer rods on the bottom surface of the joint reservoir before sealing. Do not extend tape up the reservoir face more than 1/8 inch. If necessary for support, install an acceptable joint backing material below the tape.

capable of placement without cutting, nicking, twisting, or damaging the seal. Install seals with lubricant adhesive applied, according to manufacturer's recommendations, to the co ntact surfaces of the joint faces or sides of the seal. Install seal in one piece to the depth indicated unless approved. Do not elongate the seal more than 3% or compress longitudinally more than 2%. Prepare and submit a QC Plan to the Representative at the start of the project, as specified in Section

106.03(a)2. As a minimum include the following in the QC Plan: Contractor's and manufacturer's

representatives; list of equipment and construction seque nce; list of material, along with sampling and testing procedures; test section schedule; and procedure to replace unacceptable seals. Before sealing joints, seal a minimum of three full-width pavement joints, according to the test section schedule specified in the QC Plan. Have the manufacturer's representative witness the test section(s) unless otherwise allowed in writing. The Representative will inspect the test section(s). Do not seal the remaining pavement joints until the Representative accepts an installation procedure. Conduct test(s) according to QC Plan when material is changed or seal installations are unacceptable. Replace seals exceeding 3% elongation or 2% compression, or otherwise not conforming to the specifications at no additional cost to the Department. Patch pavement damaged by removing unacceptable seals and adhesive as specified in Section 525.

recommendations.

in Section 501.3(k)3. The pavement surface will be accepted when the surface does not vary more than:

• 3/16 inch when the straightedge is laid parallel with the centerline.

• 3/16 inch when the straightedge is laid perpendicular to the centerline and within a traffic lane.

Remove high points by means of grinding or cutting tools, as directed.

between the pavement and shoulder, again for the following tolerance requirements:

• Where there is no change in the design cross slope across a joint, the tolerance will not be greater than 1/4 inch as measured by holding a 12-foot straightedge centered across and perpendicular to the joint.

• Where there is a change in the design cross slope across a joint, the tolerance will not be greater than 1/4 inch as measured by holding a 4-foot straightedge perpendicular to and on each side of the joint.

• Remove high points in excess of 1/4 inch by means of grinding or with cutting tools, as directed. Pavement containing depressions of 3/16 inch or more between adjacent lanes will be considered defective.

Retest corrected areas of the pavement surface. Corrected areas must be within 3/16 inch as tested above.

including construction equipment. When required to complete adjacent pavement, do not operate heavy equipment on any pavement until the pavement has achieved sufficient strength for opening to traffic as specified in Section 501.3(q). Perform operations on new pavement as approved and according to the following:

• When moving on and off the pavement, construct a ramp to prevent damage to the pavement slab.

• Take positive action to prevent damage to the pavement surface and joints.

• Before placing the protective mats, sweep the pavement surface free of debris.

• Operate equipment on a slab without causing damage. If damage results, suspend operations and take corrective action as approved.

• New pavement will not be opened to any traffic until all joints have been sealed unless an acceptable method to protect joints from damage and keep non-compressible materials from entering the joint is approved.

pavements and shoulders constructed after September 1.

in Section 704.1(d)5, mold a sufficient number of concrete QC cylinders to be tested for opening to traffic compressive strength testing. In addition, mold a sufficient number of concrete QC cylinders from the last mixer load of the day for opening to traffic compressive strength testing of accelerated strength pavements. For normal strength pavements, cure the QC cylinders as specified in Section 704.1(d)4.b. The Representative will determine when pavement may be opened to traffic based on when the concrete attains the minimum required compressive strength according to Table D as measured by either compressive strength testing of cylinders according to PTM No. 604 or estimating concrete strength by the maturity method according to AASHTO T 413.

TABLE D Slab Thick, inches Strength for Opening to Traffic, psi Slab Length < 10 ft Slab Length ≥ 10 ft f'c f'c 6.0 3000 3600 7.0 2400 2700 8.0 2150 2150 9.0 + 2000 2000

For accelerated strength pavements, cure the QC cylinders as specified in Section 501.3(l). The Representative will determine when the accelerated strength pavement may be opened to traffic based on when the concrete attains the minimum required compressive strength of 1,200 pounds per square inch as measured by either compressive strength testing of cylinders according to PTM No. 604 or estimating concrete strength by the maturity method according to AASHTO T 413. Pavement opened to traffic before meeting the required compressive strength will be considered defective work as specified in Section 501.3(t). If not removed and replaced, continue testing cylinders for compressive strength until the 28- day minimum mi x design compressive strength specified in Section 501.2(a) Table A is attained or for a maximum of 56 days.

pavement edges and surface against rain, before initial set of concrete. If rain appears imminent, stop paving operations, immediately protect the pavement sides, and cover the concrete surface with protective material.

final acceptance of each phase of the project, the concrete pavement thickness will be determined in the presence of the Representative by drilling cores according to PTM No. 606 or by non-destructive thickness measurements according to PTM No. 605. Other methods of non- destructive thickness testing may be requested in writing for approval by the District Executive. The Department will divide the pavement into Lots representing not more than 3,000 square yards of pavement (n=5) in each traffic lane. Include ramps in a separate Lot(s). Select one of the following options for thickness determination:

within each Lot according to PTM No. 1. Provide a measuring apparatus conforming to PTM No. 614. The Representative will determine the core depth according to PTM No. 614. If any core measurement is deficient by more than 1/4 inch in required depth, drill additional cores in the presence of and for measurement by the Representative. Drill the additional cores at 100-foot intervals in both directions longitudinally from each deficient core, in the same traffic lane, until the depth is no more than 1/4 inch deficient. Each core will represent the condition in the same traffic lane for a distance of 50 feet in both directions longitudinally. The pavement is defective if any core measurement is deficient by more than 1/2 inch in required depth. Submit every fifth core as an information sample to the LTS where an evaluation will be made of the entrained air content according to PTM No. 623, and for 28- day compressive strength testing according to PTM No. 606. For a partial Lot, the Representative will randomly select one core, according to PTM No. 1, for testing. If the core strength is less than 3,500 pounds per square inch immediately perform an investigation of the concrete operations to determine the cause of the low strength. Provide a written evaluation of the problem and the proposed solution to the Department.

measurement locations within each Lot according to PTM No. 605. Determine the pavement thickness according to PTM No. 605 in the presence of the Representative. One retest will be allowed if any average sublot thickness measurement is determined to be deficient by more than 1/4 inch in required depth. If any average sublot thickness measurement is deficient by more than 1/4 inch in required depth, drill a core over the target in the presence of the Representative for confirmation of the deficient depth at no additional cost to the Department. If the core measurement confirms the pavement thickness is deficient more than 1/4 inch in required depth, drill additional cores to determine the extent of pavement deficient in depth as specified in Section 501.3(s)1. If the core measurement does not confirm the pavement thickness is deficient more than 1/4 inch in required depth, stop paving operations to investigate the equipment and targets used in the non-destructive testing to determine if re-verification is needed. For Independent Assurance of non-destructive thickness measurements, the Representative will select one location within the initial Lot and one location within the subsequent ten Lots thereafter. Drill one core over the selected target locations as specified in Section 501.3(s) in the presence of the Representative. Cores drilled based on deficient non-destructive thickness measurements or based on suspect deficiencies may be used for Independent Assurance purposes. If the core measurement confirms the pavement thickness is deficient more than 1/4 inch in required depth, drill additional cores to determine the extent of pavement deficient in depth as specified in Section 501.3(s)1. If the core measurement confirms the pavement thickness is not deficient by more than 1/4 inch in required depth, the drilling of the core will be paid as specified in Section 501.4(c). Thoroughly clean the vertical surface of any core hole of laitance and loose and foreign material. Fill the holes with the mixture used to construct the course and consolidate. As an alternative, use a premixed, non-shrink grout.

to the Department, remove and replace pavement that is:

• Defective in construction or sawing of transverse joints as specified in Section 501.3(i) .

• Defective in curing requirements as specified in Section 501.3(l)2.

• Defective in surface tolerance, as specified in Section 501.3(o).

• Defective in depth, as specified in Section 501.3(s);

• Defective in air content, as specified in Section 704.1(c)3.

• Defective in compressive strength as specified in Sections 501.3(q) or 704.1(d); or

• Showing surface defects resulting from the effects of freezing and thawing, rain, improper final finish, or honeycombing which, as determined by the Representative, cannot be repaired.

Repair pavement that is cracked or spalled according to Table A, Repair Procedures for Deficiency in New Concrete Pavement. The minimum pavement removal and replacement length between transverse joints is 10 feet if constructing reinforced cement concrete pavements or 6 feet if constructing plain cement concrete pavements. After removal of defective pavement, construct required transverse joints according to the methods for joining pavements, as shown on the Standard Drawings. Where replacement extends to an existing transverse joint, satisfactorily salvage the joint or replace in kind, as directed. If removing and replacing pavement defective in depth, start at the determined point of deficiency as determined by the Representative. Remove and replace defective work transversely for the full -lane width and longitudinally, until the pavement is not more than 1/4 inch deficient in depth, as specified in Section 501.3(s).

501.4MEASUREMENT AND PAYMENT—Square Yard

Department will pay as follows:

Deficiency in Depth Determined by Cores (inches) Proportional Part of Contract Price Allowed

0.0 to 0.25 100% 0.26 to 0.30 95% 0.31 to 0.35 90% 0.36 to 0.40 85% 0.41 to 0.45 80% 0.46 to 0.50 70% ≥ 0.51 Defective Work

place, unless otherwise directed in writing by the District Executive. When the District Executive directs that defective pavement be left in place, final payment for this pavement will be at 50% of the contract price.

The price includes the measuring apparatus, which remains the Contractor's property upon completion of the project and targets provided for non- destructive testing. The Department will not pay for additional cores drilled if the depth is deficient by more than 1/4 inch.