502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-24 b. Slip Form Paving. When paving is performed with a slip fo rm paving unit, use equipment as described
in subsection 154.5 . Pave 24-foot wide mainline paveme nt in a single operation. Do not exceed 24-foot paving width in a single operation except as follows: The Contractor may pave a maximum of 2 lanes plus a 6-foot shoulder (30 feet maximum) in a single operation. For pavements of 3 lanes or more, pave a minimum of 2 lanes mainline (with the option of including a single shoulder for a maximum of 30 feet) in a single operation. Approval will be based on satisfactory performance of the Contractor’s operation. Place ramps and auxiliary lanes/shoulders as shown in the Contract Documents. Once the paving operation has started, provide adequate equipment and supply of materials to maintain continuous placement for any given working period. Keep all conc rete conveying equipment clean. Do not apply any tractive forces to the slip form paver, except that which is controlled from the machine. Trim to grade the subgrade or surf ace of the base over which the tracks of the paver will travel. Do not disturb this surface with other equipmen t. If the equipment or method of opera tion requires the subbase to be wider than shown in the Contract Documents, place additional material to provide an adequate surface for the tracks of the paver. Upon completion of the paving ope rations, remove or repair any base material damaged by the slip form paver’s tracks. All necessary constructi on and removal of this additional base ma terial is subsidiary to other items of the contract. Operate the paver continuously, stoppi ng only when absolutely necessary . If the forward motion of the paver is stopped, immediately stop the vibrator and tamping elements. Deposit the concrete on the grade in successive batche s to minimize re-handling. Place concrete over and against any joint assemblies so the joint assembly is retained in its correct position. Spread the concrete using approved mechanical spreaders to prevent segregation and separation of the materials. After striking the concrete off with the spreader, l eave sufficient concrete in place to allow the final shaping by the use of screeds, templates and pans, de pending on make, model and type of machines approved for use in the paving train. Adjust the paving units to meet the required final cross-section, minimizing the need to carry back concrete to fill voids or depressions. Adjust each screed or te mplate so a uniform roll of concrete extends the full length of the screed or template and a llows just enough concrete to pass under the unit to properly feed the next machine. Do not shove large volumes of concrete with the screed or template. Adjust the screed or template to maintain a uniform cross-section. Use multiple spreaders for single and multiple lift opera tions. Place concrete ahead of the initial spreader strikeoff no more than 30 minutes ahead of the final spreader strikeoff. The use of any paving machine in the paving train is contingent on its ability to finish the pavement satisfactorily to the required grade, s ection and specified degree of consolida tion. The Engineer may at any time require the adjustment, repair or replacement of the machine for unsatisfactory performance. Correct any edge slump of the pavement in excess of ¼ inch, exclusive of edge rounding, before the concrete hardens. Excessive edge slumping will be sufficient reason to discontinue paving until machinery (or mix) is properly adjusted or removed from the project. When the machine finishing has been completed, check the surface with a straightedge a minimum of 10 feet in length before texturing. Operate the straightedge parallel to the pavement centerline, starting at the center and progressing outward. Advance in successive stages of less than ½ the length of the straightedge. At the Contractor’s option, this requirement may be eliminated when smoothness is to be determined by the profilograph.
c.Placing Reinforcement. Place pavement reinforcement at th e locations shown in the Contract Documents. Use a sufficient number of approved metal, bar supports or pins to hold all dowel bars and tie bars in proper position as required by th e Contract Documents. Install tie bars pe rpendicular to the concrete face being tied together. Do not use stones, concrete or wood to support the reinforcement. Joint tie bars may be installed mechanically if appr oved by the Engineer. The satisfactory placement of the bars depends on the ability of the Contr actor’s operation to place and maintain th e bars in their true position. When satisfactory placement is not obtained by mechanical means, the Engineer may require the tie bars be installed ahead of placing the concrete, and that they be securely held in their exact position by staking and tying. Do not install dowel bars mechanically. Install th e dowel bars ahead of placing the concrete, and hold them securely in their exact position by staking or tying. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-25 Thoroughly coat each dowel with hard grease or othe r approved bond breaker as shown in the Contract
Documents. The bond breaker coating shall not exceed 15 m ils ± 5 mils in thickness when averaged over 3 points measured at the ¼ points on the bar at 90º intervals around the bar. When reinforced concrete pavement is placed in 2 laye rs, strike off the entire wi dth of the bottom layer to such length and depth that the sheet of fabric or bar mat may be laid full length on the concrete in its final position without further manipula tion. Place the reinforcement di rectly on the concrete, then pl ace the top layer of concrete, strike it off and screed it. Remove any portion of the bo ttom layer of concrete that has been placed more than 30 minutes, and replace it with fresh mixed c oncrete at the Contractor’s expense. When reinforced concrete is placed in 1 layer, the reinforcement may be positioned in advan ce of the concrete placement or it may be placed in the plastic concrete after initial spreading, by mechanical or vibratory means. Place the wire mesh reinforcement in the pavement at the locations s hown in the Contract Documents. When 2 layers of wire mesh reinforcement are required, support the bottom layer in the required position with bar chairs. Use separators for the top layer if the strike -off can not be used properly for the operation. Lap the reinforcement as shown in the Contract Documents. Laps parallel to the centerline of the pavement are prohibited except for unusual width of pavement lanes or for irregular areas. If the Contract Documents do not show dimensions for laps, the minimum lap either perpendicular or parallel to the centerline of the pavement is 6 inches. Fasten or tie adjacent wire mesh sheets together to hold all parts of the wire mesh sheets in the same plane. If a “wire pattern” appears on the su rface of the fresh pavement, immedi ately modify placement procedures to eliminate the problem. Use reinforcing steel free from detrimental materials that could impair the bond between the steel and concrete.
d.Consolidation and Finishing. Perform hand spreading with shovels, not rakes. Do not allow workers to walk in the fresh concrete with boots or shoes coated with earth or foreign substance. Do not apply moisture to the surface of the concrete pavement unless the Engineer approves the use of additional water on the fresh concrete su rface to lubricate the float of the l ongitudinal finisher. If unusual weather conditions require the addition of superfi cial water to the concrete surface, a pply it only in the form of a fine, fog mist. Uniformly consolidate the concrete without voids, and finish to the cross-section and elevation shown in the Contract Documents. Use vibrators or other appr oved equipment to consolidate each layer of concrete, when placed in more than 1 lift, or full depth if placed in 1 lift. Uniformly vibrate the concrete across the full width and depth of the pavement so that the density of pavement concrete is a minimu m of 98% of the vibrated unit weight. The 98% density requirement may be eliminated on miscellaneous areas such as entrance pavement, median pavement and gore areas. Vibrators, either of the surface type (pan or screed) or the immersion ty pe (tube or spud) may be attached to the spreader, paver or finishing machine, or may be mounted on a separate carriage. Only operate the vibrators when the machine they are mounted on is moving forward. Do not operate hand vibrators more than 15 seconds, or less than 5 seconds in any one location unless approved otherwise by the Engineer. Place vibrators in and withdraw from concrete vertically in a slow deliberate manner. On mainline paving, every 4 hours, check the electronic monitoring system vibrator frequencies with the vibrator under load to comply with the frequencies shown in subsection 154.2e . If the system indicates a vibrator is not working properly, manually check the vibrators, immediately. If a vibrator is not f unctioning properly, i mmediately replace. If the electronic monitoring system fails to operate properly, manually check the vibrators, immediately. If the vibrators are functioning properly, paving may continue but make all efforts to correct the problem within 3 paving days. The Engineer may allow additional time if circumstances are beyond the Contractor’s control. Perform the vibrator checks manually until the system is fixed. Maintain a uniform, continuous roll of concrete over the vibrators ahead of the strike-off. The height of the roll shall be approximately the same height as the thickness of the pavement being vibrated. In order to obtain concrete consolidation in the vicin ity of joint assemblies, the Engineer may require that these areas be hand vibrated with an immersion spud vibrator. In the event the specified density is not attained, cease paving opera tions and make necessary adjustments to produce concrete to conform to the density requirements. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-26 Use an approved nuclear density meas uring device to monitor in-place dens ity. Provide a moveable bridge
and move it to test locations as required to allow the Inspector to work over the fresh concrete. On projects or areas within projects where the use of conventional equipment is impracticable, other consolidation and finishing equipment may be used with approval of the Engineer.
e.Fixed Form Paving. At the Contractor’s option, the fixed form paving method may be used.
1.Forms. Use straight, metal forms having adequate strength to support the equipment. Each section shall be a minimum of 10 feet in length. Use forms with a depth equal to the prescribed edge thickness of the concrete, a base width at least equal to the depth of the fo rms and without a horizontal joint. Use flexible or curved forms of proper radius for curves of 150-foot radius or le ss, except approved straight forms of 5-foot lengths may be used for curves of a radius from 75 to 150 feet. Flexible or curved forms must be approved by the Engineer. The Engineer may approve the use of wood forms in areas re quiring hand finishing. Secu re the forms in place to withstand the impact and vibration of the consolidating and finishing equipment without visible spring or settlement. Extend flange braces out ward on the base a minimum of ⅔ the height of the form. Remove forms with battered top surfaces or bent, twisted or broken forms. Do not use repaired forms until they have been inspected and approved by the Engineer. Do not use buildup forms, except where the total area of pavement of any specified thickness on the project is less the 2,000 square yards. Do not vary the top face of the form from a true plane more than ⅛ inch in 10 feet, and do not vary the vertical face of th e form by more than ¼ inch. The forms shall contain provisions for locking the ends of abutting form s ections together tightly, and for secure setting.
2.Base Support. Provide a foundation under the forms that is compact and true to the specified grade so that the whole length of the form will be set firmly in contact with the grade.
3.Form Setting. Set forms sufficiently in advance of the point where concrete is being placed so that line and grade may be checked. After the forms have been corr ectly set, thoroughly tamp the grade mechanically at both the inside and outside edges of the base of the forms. Stake forms into place with a minimum of 3 pins for each 10- foot section. Place a pin at each side of every joint. Ti ghtly lock form sections, free from play or movement in any direction. Do not deviate the form from true line by more than ¼ inch at any point. No excessive settlement or springing of forms under the fi nishing machine is permitted. Clean and oil forms before the placing of concrete.
4.Grade and Alignment. Check the alignment and grade elevations of the forms immediately before placing the concrete and make any necessary corrections. When any form has been disturbed or any grade has become unstable, reset and recheck the form.
5.Placing Reinforcement and Consolidating and Finishing Concrete. Meet the requirements in subsections 502.3 c. and d.
6.Removing Forms. Unless otherwise provided, do not remove forms from fresh ly placed concrete until it has set for a minimum of 12 hours, except auxiliary form s used temporarily in widened areas. Remove forms carefully to avoid damage to the pavement.
f.Texturing. Use texturing equipment and devices as described in subsection 154.7 . Use a burlap drag as soon as all excess moisture has disappeared and while the concrete is still plastic enough to make a granular surface possible. Following the dragging operation, use a mechanical device to make a final finish or texture by giving the surface of the plastic pavement a longit udinal tining, unless shown otherwise in the Contract Documents. Perform the operation at such time to minimize displacement of larg er aggregate particles and be fore the surface permanently sets. Small or irregular areas may be tined by hand methods. On projects of less than 5,000 square yards, or projects with longitudinal tining, the tining and curing devices may be mounted on the same carriage when approved by the Engineer. Operations of this type will be based on satisfactory performance. Before final texturing, finish the exposed edge of the pa vement to a radius of ¼ inch with an edger. Edge the interior longitudinal joints on multiple-lane pavement to a radius of ⅛ inch. Eliminate any tool marks appearing on the slab adjacent to the jo ints or edge of the slab. Do not dist urb the rounding of the corner of the slab.
g.Joints.
1.General. Construct joints accordi ng to the Contract Documents. Failu re to construct the joints in the best possible manner will be cause for suspension of work until the cause of the defective work is remedied. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-27 If existing pavement of any type is required to abut with the new pavement, and the termination of the
removal is not at an existing joint, make the new joint by sawing the existing pavement full depth with a diamond saw before removal. The objective is to create or form a plane of weakness in the fresh conc rete before uncontrolled or erratic cracking occurs. The following methods are acceptable: Use concrete saws to saw all contraction joints no wider than the initial saw cut and to a depth of D/3 ± ¼ inch. Extreme conditions could exist which make it impracticable to prevent erratic cracking by sawing the joints early. At the onset of the project, devise methods, with the approval of the Engineer, to control this cracking. Make a “plastic concrete cut” straight and well de fined so it can be sawed out by the saw crew. The “plastic concrete cut” would replace the specified in itial saw cut. Suggested procedures could be the use of a stiff metal parting strip, with or without handles that would be gently inserted in the fresh concrete and removed, thereby parting the interl ocking coarse aggregate and providing a plane of weakness. Cut the fresh concrete with a mason’s trowel and stra ightedge from a worker’s bridge. It is imperative that the “plastic concrete cut” joint and the second stage saw cut are in the same exact location. At the Contractor’s option, “early entry” saws may be used based on satisfactory performance and depth of cut recommended by the equipment manufacturer. Procedures to control erratic cracking are not limited to these examples. Edge any transverse joint requiring hand finish ing and edging with a tool having a radius of ⅛ inch. Do not indent the surface of the pavement with the horizontal face of the edger.
2.Pressure Relief Joints. Install pressure relief jo ints according to the bridge approach details in the Contract Documents. Form or saw openings for the joint material approximately 1 ¾ inches wide for the 2 inch joint and approximately 3 ¾ inches wide for the 4 inch joint at the locations shown in the Contract Documents. Use the lubricant adhesive as recommended by the manufacturer of the pressure relief joint material. Just before the installation of the jo int material, clean the faces of the joint by sandblasting, followed by an air blast to clean all dust from joint faces. The Engineer may approve pre-positioning of the 2 inch material if adequate means are taken to obtain proper placement and retention, and if de formation of the material does not occu r when the fresh concrete is placed against it. Use a foam spacer block beneath the 4 inch joint filler material to mainta in the specified gr ade. The spacer block is an easily compressed foam material cut to fill the void beneath the joint filler.
3.Contraction Joints. Install contraction joints of the type, dimensions and spacing shown in the Contract Documents. Stretch a stringline along the centerline of the joint, or otherwise adequately mark it to verify dowel bar joint assembly alignment. Install the dowel bar joint assembly so the centerline of the assembly is perpendicular to the centerline of the slab, and the dowels lie parallel to the slab surface and slab cen terline. Place concrete so it will not displace or disarrange the joint assembly. Mark the location of contraction joints to assure the joints are sawed in the proper location.
4.Longitudinal Joints. Construct longitudinal joints according to the Contract Documents. When sawed joints are specified or used, provide approved guide lines or devices to cut the longitudinal joint on the true line as shown in the Contract Documents. Perform the sawing of longitudinal joints at a time that will prevent erratic or uncontrolled cracking. When “plastic concrete cut” met hods are used, no sawing or widening of the joint will be required to make a sealant reservoir.
5.Construction Joints. Make a butt construction joint perpendicular to the center line of the pavement at the close of each day’s work, or when the process of depositing concrete is stopped for a length of time sufficient for the concrete to take its initial set. Form this joint by using a clean header having a nominal thickness of 2 inches, and minimum cross-sectional area equal to pavement thickness by pavement width. Cut the header true to the crown of the finished pavement. A ccurately set and hold it in place in a pl ane at right angles to centerline and perpendicular to the surface of the pavement. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-28 Protect the top surface of the header with steel. Securely fasten a trapezoidal piece of metal or wood
approximately 2 inches wide and a minimum of 1 inch in depth on the face of the h eader, along the center of the header to form a grooved or keyed joint. With approval of the Engineer, the Contractor may pave beyond the joint location a distance to maintain the line and grade. Saw the construction joint when the concrete has hardened. Drill holes for reinforcing tie bars and epoxy the bars in-place. Place fresh concrete against the previously placed concrete taking care to avoid injury to the edge. Vibrate the concrete to obtain an interlocking joint and preven t a honeycombed face of the joint. The additional concrete, removal of debris a nd other work created by this alternativ e is at the Contractor’s expense. Unless shown otherwise in the Contract Documents, do not place any construction join t within 5 feet of an expansion, contraction or other construction joint.
6.Special Joint Construction. Construct special joints as shown in the Contract Documents or as ordered by the Engineer around drainage, utility and other structures located within the concrete pavement boundaries. Hold temporary forms securely in place dur ing the concrete placement operation.
7.Joint Construction. Construct all joints as show n in the Contract Document s. Repair or replace any curing medium damaged during joint constr uction. Construct joints as follows:
a.Induced Plane of Weakness. The first saw cu t is a relief cut at the proper joint location, approximately ⅛ inch wide and to the full joint depth as shown in the Contract Documents (D/3 ± ¼ inch). Make the relief cut as soon as the concrete has hardened enough so that no excess raveling or spalling occurs, but before any random cracks develop. The sequence of the relief sawing is at the Contractor’s option, provide d all relief sawing is completed before random cracking develops. Use suitable guide lines or devices to cut the joint straight and in the correct location. Repair curing membrane damaged during sawing as directed by the Engineer. See subsection 502.3g.(1) for alternate methods to the first stage sawing.
b.Reservoir Construction. Do not perform widening of the relief joints to full width until the concrete is a minimum of 48 hours old. Delay it longer if the sawing causes raveling of the concrete. If second stage sawing is performed be fore completion of the curing period, maintain the cure by use of curing tapes, plastic devices or other materials approved by the Engineer. Center the joint groove over the relief cut, and saw it to the dimensions shown in the Contract Documents. Should any spalling of the sawed e dges occur that would detrimentally affect the joint seal, patch it with an approved epoxy pa tching compound and allow it to harden before installing the joint material. Make each patch true to the intended neat lin es of the finished cut joint.
8.Cleaning Joints.
a.Immediately clean freshly cut sawed joints by flushing with a jet of water under pressure and other necessary tools to remove the resulting slurry from the joint and immediate area. (b) To clean the joints, use air compressors equi pped with suitable traps capable of removing all surplus water and oil from the compressed air. The Engineer will check the compressed air for contamination, daily. When contaminated air is found to exist, work will be stopped until suitable adjustments are made, and the air stream is found to be free of contaminants. (c) Just before applying the hot or cold joint sealant, complete a final cleaning by air blasting to clean incompressibles from the joint. (d) Before installing preformed elastomeric joint seals, use water or sandblasting equipment to clean the seal reservoir of the tr ansverse joint a minimum of the vertical height of the installed elastomeric joint material plus ½ inch measur ed from the pavement surface. Use a multiple pass technique until the surfaces are free of dirt, cu ring compound or any residue that might prevent ready insertion of the seal, or uniform contact with the concrete. (Note: These seals are held in place by compressive forces and friction acting on the faces of th e joint, not chemical bonding as with other joint sealants.) After final cleaning, and immediately before installing the seal, blow out the joint seal reservoir with compressed air until it is free of debris and visible water.
9.Sealing Joints. The joint location, size and configuration is shown in the Contract Documents. Use applicable materials to obtain the required joint sealant configuration. Seal transverse pavement joints with preformed elastomeric compression joint seals, unless shown otherwise in the Contract Documents. Seal longitudinal pavement joints full depth with either a cold applied chemically cured joint sealant or a hot joint sealing compound. Use only 1 type of longitudinal joint sealant on a project, unless otherwise approved by the Engineer. Seal joints before opening to traffic. For opening to construction traffic, see subsection 502.3i.(3)(a) . 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-29 When using cold applied chemically cured joint sealant, hot joint sealing compound or preformed
elastomeric compression joint seals, arra nge for a technical representative of the manufacturer to be present during installation of the joint seal to provide guidance on cleaning, preparation of the joint and installation of the seal. Keep the manufacturer’s technical representative on the project until Contractor and KDOT personnel have been thoroughly trained in the proper installation of the material. The Engineer may waive this requirement for Contractors that are experienced in installing the type and brand of material being used. Provide the Engineer with a résumé of experience for evaluation.
a.Cold Applied Chemically Cured Joint Sealants. Do not seal joints until they are clean and dry, and the pavement has attained the age recommended by the manufacturer of the sealant. Do not apply sealant to damp concrete, or install it during inclement weather. Do not apply joint sealant when the ambient air temperature is below 40ºF, or as specified by the manufacturer. Place the sealer full depth in close conformity with dimensions shown in the Contract Documents. Any deviation will be cause for rejection of the joint until satisfactory corrective measures are taken. Apply the joint sealant by an a pproved mechanical device. Any fa ilure of the joint material in either adhesion or cohesion will be cause for rejection. Repair the joint to the Engineer’s satisfaction. Some cold applied, chemically cured sealants are not self-leveling and will not position properly in the joint under its own weight. Tool the sealant surface as shown in the Contract Documents. Accomplish tooling before a skin form s on the surface. Do not use soap or oil as a tooling aid. After a joint has been sealed, promptly remove all surplus joint sealer from the pavement or structure surfaces. Do not permit traffic over sealed joints until the sealer is tack free, or until debris from traffic can not embed into the sealant. (b) Hot Applied Joint Sealing Compound. Do not s eal joints until they are clean and dry, and the pavement has attained the age recommended by the manufacturer of the joint sealing compound. Install joint sealing compound according to the manufacture’s recommendations. Completely clean out the application unit when changing brands of materials, or if the material exhibits any sign of changes in application characteristics, polymer or oil separation, balling or any signs of jelling. If the application unit contains compatible material from a previous project at start-up, provide the Engineer a certification covering the material in the application unit, including the manufacturer, type, et c. Before start-up completely clean out any material that can not be identified and certified. After a joint has been sealed, promptly remove all surplus joint sealer from the pavement or structure surfaces. Do not permit traffic over sealed joints until the sealer is tack free, or until debris from traffic can not embed into the sealant. (c) Preformed Elastomeric Joint Seals. Concrete that has reached an age that permits proper sawing and cleaning without causing deterioration of the joint e dges and joint faces, is considered acceptable for seal installation. Under normal construction procedures, seal transv erse joints full width with no splices made in the preformed joint seal. However, under pha sed construction of widenings, where the lanes placed earlier have been opened to traffic, the preformed joint seal may be spliced at the construction joint. When the existing seal is peeled back to saw the construction joint, clean it, reapply the lubricant/adhesive and reinstall as soon as possible. After the new seal is installed, place the longitudinal joint sealan t through the intersection with th e transverse jo int, with the transverse seals butted in. Place the longitudina l sealant to encase and seal the ends of the preformed seals. Install the joint seal with a m achine especially designed to comp ress and install the sealant in an upright position, without cutti ng, nicking, distorti ng or otherwise damaging the seal. Apply lubricant to the concrete or the preformed seal (or both), and install the seal in a substantially compressed condition. Place the top of the seal at a depth below the finished surface of the pavement recommended by the manufacturer. Use a method of installation such that the jo int seal will not be stretched or compressed longitudinally more than 3% of the length, unless stated otherwise in the manufacturer’s 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-30 instructions. The method of installation will be checked for stretc hing or compression by
comparing the distance between 2 marks on the surf ace of the seal measured before and after the installation. If the check indicates stretching or compression beyond the limits stated above, modify the method of installation to correct the s ituation. The Contractor may proceed slightly out of specification for a short distance under the supervision of the manufacturer’s technical representative, while making corrections and adjustments to return to specification limits. This material may remain in place, provided the st retching does not exceed 5% and the Contractor makes a good faith effort to correct the problem. Once the machine is in proper adjustment and the installation is proceeding satisfactorily, fu rther checks (approximately every 100 joints) will be made to verify proper installation. Remove any joint seal not conforming to the above stated limits of installation and replace with new material. After being removed for any reason, no seal may be reused.
10.Sawed (Non-Sealed) Joints.
a.Joint Construction. The joint location, size and configuration are shown in the Contract Documents. Use concrete saws to saw all joints a nominal 1/8 inch wide to the full joint depth, D/3± ¼ inch, unless shown otherwise in the Contract Documents. Make the saw cut as soon as the concrete ha s hardened enough so that no excess raveling or spalling occurs, but before any random cracks develop. The sequence of the sawing is at the Contractor’s option, provided all sawing is co mpleted before random cracking develops. Use suitable guide lines or devices to cut the joint straight and in the correct location. (b) Cleaning Joints. Immediately clean freshly cut sawed joints by flushing with a jet of water under pressure and other necessa ry tools to remove the resu lting slurry from the joint and immediate area. Repair curing membrane damaged during sawing and cleaning, as directed by the Engineer. (c) Backer Rod. Install and maintain backer rod (of a size sufficient to prevent debris from entering the joint) in the joint. When major construction traffic is no longer driving on the pavement, and prior to opening to the public, remove the backer rod, and follow with an air blast to remove any debris. (d) Repair of Joints. If the sawed joint is ≥ ¼ inch, seal the joint using Hot Applied Joint Sealing Compound, according to subsections 502.4g.(7) thru (9)(b) . Seal transverse joints the full width of pavement. Seal longitudinal joints the full length of the panel. If the joint can not be properly sealed, see subsection 502.4k .
e.Opening to Traffic. When no joints require sealing, disregard subsection 502.4i.(3)(a) , third bullet and 502.4i.(3)(b) .
f.Side Roads and Entrance Pavement. If the PCCP is designated with sawed (non-sealed joints), construct the side road and entr ance pavement joints according to subsection 502.4g.(10) , unless otherwise specified in th e Contract Documents.
g.Curb and Gutter/Valley Gutter. Unless specified otherwise in the Contract Documents, if the PCCP is designated with sawed (non-sealed) join ts, construct the curb and gutter/valley gutter joints according to subsections 502.4g.(10)(a) thru (c) with the following exception: saw to a depth a minimum of 1 ¼ inches below the surface of the gutter. If the curb and gutter is placed monolithically with the pavement, saw to the same depth as the pavement.
h.Hand Finishing. Hold hand finishing methods to a mini mum. Generally, hand methods of placement and finishing will be permitted as follows: For pavement when a breakdown of some portion of the paving train occurs, making the hand finishing of that portion of the c oncrete already in place necessary. For pavement lanes that may be too narrow or a length too short to accommodate a full paving spread. For all irregular shaped areas. For special approach sections to bridges, widene d portions at bridges, intersections and sections widened beyond traffic lanes. When the dimensions of the work make the use of a complete power operated paving impossible, or impracticable. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-31 For uniform width areas or transition width areas using false forms, finish handwork with a mechanical
finishing machine or approved vibrating screed, whenever possible. Use spud hand vibrators on any area considered impracticable to vibrate with a vibrating screed. Approved metal or wood floats may be used if needed to help close an open or porous surface condition. Continue the operation of consolidation and screeding or striking off the concrete until the concrete is uniformly consolidated and the surface is true to line, grade and cross-section. After the pavement has been properly struck off, strai ghtedge the pavement for trueness and finish it. Use a burlap drag to remove surface straighte dge marks. The burlap drag may be pu lled by hand, but the results shall be similar to that on the mainline pavement. Manual methods may be used for texturing hand finished pavement areas. Where applicable, the tined texture applies. Use a metal comb with dimensions and spacing shown in subsection 154.7c . Obtain a finished textured surface similar to that produced mechanically. On miscellaneous areas such as entrance pavement, median pavement and gore areas, texturing with the metal comb may be eliminated. Final finish may be attained by the use of a drag that consists of a seamless strip of damp burlap, cotton fabric or other suitable material capable of producing a uniform surface of gritty texture.
i.Protection and Curing of Concrete. Cure the pavement by using burlap, liquid membrane-forming compounds, white polyethylene sheeting, concrete curing bl ankets or reinforced white polyethylene sheeting. Failure to provide proper curing is cause for i mmediate suspension of the concreting operations.
1.Burlap, Concrete Curing Blankets, White Polyethy lene Sheeting and Reinforced White Polyethylene Sheeting. Place the curing material on the pavement immediately after the pa vement has been finished, and the concrete has hardened sufficiently to avoid harmful marring of the surface, yet early enough to prevent undue loss of moisture from the concrete. If the pavement become s dry before the curing material is placed, moisten the concrete with a fine spray of water. Place burlap-polye thylene blankets with the dampened burlap side down. Dampen burlap and place on the surface. Keep burlap damp throughout the entire curing period. Lap adjacent units of curing materials approximately 18 inches. Upon removal of the forms, extend the material to completely cover the full depth of the exposed pavement. Weigh the curing material down usi ng continuous windrows of earth pl aced along the sides and edges of the pavement and transversely across the pavement on the laps to cause the material to remain in contact with the covered surface throughout the curing pe riod. Other methods may be used with approval of the Engineer. Walking on the pavement surface to place the curing material is prohibited. Walking on the curing material is prohibited until the pavement has cure d sufficiently to prevent damage to the surface. Leave the curing material in place for a minimum of 4 days, unless otherwise dir ected by the Engineer. Immediately repair any tears or holes appearing in the material during the cu ring period, or replace it with material in good condition. The material may be reused, provided it is kept servi ceable by proper repairs, and if in the judgment of Engineer it will provide water retention during the curing period.
2.Type 2 White Liquid Membrane-Forming Compounds. After finishing operations have been completed and immediately after the free water has left the surface, co mpletely coat and seal the surface of the slab with a uniform layer of compound. Apply the compound in 1 app lication at a minimum rate of 1 gallon per 150 square feet of surface. Thoroughly mix the compound at all times during usage. Do not dilute the compound. Daily provide the Inspector with documentation of the quantity of curing compound used. Protect the treated surface from injury a minimum of 4 days, unless otherw ise directed by the Engineer. If the newly coated film is damaged in any way, apply a new coat of material to th e affected areas equal in coverage to that specified for the original coat. A minimum of foot traffic will be permitted on the dried film as necessary to properly carry on the work, provided any damage to the film is immediately repaired by application of an additional coat of compound. Immediately after the forms are remove d (fixed form and slip form), coat the entire area of the sides of the slab with compound at the rate specified for the pavement surface, regardless of whethe r or not further concrete placement will be made against the pavement edge. A pproved hand spray equipment will be permitted only for the application of compound on the sides of the slab, for repair ing damaged areas and for hand finished areas. Repair any damaged areas caused by joint sawing.
3.Opening to Traffic. No motorized traffic is allowed on the pavement until all of the following conditions are met.
a.Construction Traffic Only. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-32 The flexural strength of the pa vement shall meet or exceed 450 psi. Determine the flexural
strength of the pavement by testing flexural strength specimens utilizing the third point loading method, or by use of a calibrated maturity meter. If flexural strength doe s not meet or exceed 450 psi, obser ve a 10 day curing period before allowing motorized traffic on the pavement. Provi de a strength gain curve of concrete cured at 45°F to justify a curing period of less than 10 days. Provide protection to keep foreign material out of the unsealed joints by an approved method.
b.All Traffic. In addition to subsection 502.3i.(3)(a) , seal the joints according to subsection 502.3g.(9) . The Contractor may, at own expense, increas e the cement content from the minimum shown in DIVISION 400 to accelerate the strength gain of the PCCP.
4.Cold Weather Curing. Maintain the concrete pavement at a minimum temperature of 40ºF, as measured along the surface of the concrete, for a minimum of 4 days after placing. When the ambient air temperature is expected to drop below 35ºF anytime during the curing period, take precautions to maintain the concrete temperature. Keep a sufficient supply of approved moisture barrier material, other than liquid curing compound, and suitable blanketing material, such as straw, hay and burla p close by. Be prepared to cover the pavement with a moisture barrier and protect all pavement less than 4 days old with blanketing material. Remove, dispose of and replace concrete damaged by cold weathe r, as determined by the Engineer.
5.Early Strength Concrete Curing. The curing peri od shall conform to the requirements specified for regular concrete pavement in subsection 502.3.i.(3) . Construct joints according to the manufacturer’s recommendations for early strength concrete pavement.
j.Cold Weather Limitations. If concrete is placed in cold weather, comply with DIVISION 400 .
k.Repair of Defective Pavement Slabs. It is the responsibility of the Cont ractor to repair any spalled, cracked or broken panels as specified hereinafter at no cost to KDOT. Co mpletely remove and replace pavement panels (area between contraction joint and contraction joint) containing both transverse and longitudinal cracks (separating the panel into 4 or more parts) through the full depth of the slab. Properly seal the joints of the repaired or replaced panels.
1.Repair of Spalls. In no case shall an individual patch of a spall be less than 1 square foot with no dimension less than 1 foot. For spalls greater than ¼ inch and less than or equal to ½ inch from edge of the original sawed joint, repair with hot pour. For spalls greater than ½ inch and less than or equal to 1 inch from the edge of the original sawed joint, blast clean and repair with epoxy patch material. For spalls greater than 1 inch from the edge of original sawed joint, repair by making a saw cut a minimum of 1 inch outside the spalled area to a minimum depth of 2 inches. The interior angles formed by the intersection of ad jacent sides of the patch shall be a minimum of 60º. When the spalled area abuts a joint, make the saw cut to a depth of 2 inches or 1/6 the slab thickness, whichever is greater. Chip out the concrete between the saw cut and the joint or primary crack to solid concrete. Do not use chipping hammers greater than 15 pounds. Thoroughly clean all loose material from the formed cavity. Apply a coat of an approved concrete bonding epoxy to the dry, cleaned surface of all sides of the cav ity, except the joint. Apply the epoxy by scrubbing the material into the surface with a stiff bristle brush. Place portland cement concrete, epoxy resin concrete or mortar, immediately following application of the epoxy, according to the manufacturer’s recommendations. If the spalled area to be patched abuts a working joint, use an insert or other bond breaking medium during the repair work to maintain working joints. Remove and replace major honeycombed areas found after removal of the forms. Removed areas or sections so removed shall be a minimum of 6 feet in length if less than full width of th e lane involved. When it is n ecessary to remove a section of pavement, also remove and replace any remaini ng portion of the slab ad jacent to the joints that is less than 6 feet in length. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-33 (2) Repair of Cracks in New Reinforced, Dowel Jointed PCCP.
a.Transverse and Diagonal Cracks.
i.Full Depth. When a single full-depth transverse crack falls within the middle ⅓ of the panel, no corrective work will be required. Should a second full-depth crack develop within the middle ⅓ of the panel, remove and replace the panel to the nearest planned contr action joint, eliminating both cracks. If the location of the mid-panel full-depth crack is within 6 feet of the boundaries of the area to be repaired, extend the area to be repair ed to include the mid-panel crack. When any portion of a full-depth crack falls outside the middle ⅓ of the panel, remove and replace the portion of panel between the contraction joint and the crack. Make 1 full-depth saw cut parallel to the contraction jo int on the mid-panel side of the crack to be removed. Make another cut in the adjacent pa nel, parallel to the contraction joint, clear of the basket assembly, but not less than 6 f eet from the first cut. Remove the cracked section and basket assembly. Drill holes in both sawed faces, and insert bars to make 2 contraction joints. Use dowels of the same size and spaced the same distance as those shown in the Contract Documents. Drill bar holes ¼ inch ± 0.05 inch larger than the diameter of the bar and fill them with epoxy or grout and insert the new dowel. Support the free ends of the bars parallel to the pave ment surface until the epoxy or grout has set, obtaining proper alignment of the bar. Apply grease or an approved bond breaker to the free ends. If the boundaries of consecutive areas to be repaired are less than 6 feet apart, also remove and replace the areas between the patches. Saw off the longitudinal joint tie bars at the longitudinal joint. Drill holes midway between the existing bars and insert tie bars to make a new tied longitudinal hinged joint. Use tie bars of the same size and spacing as those in the Contract Documents. Drill bar holes ¼ inch ± 0.05 inch larger than the diameter of the ba r and fill them with epoxy or grout and insert new tie bars.
b.Longitudinal Cracks. When a single longitudinal crack falls within a panel, no corrective work will be required. When a second full-depth longitudinal crack falls w ithin a panel, remove and replace the panel to the nearest planned contraction joint, eliminating both cracks.
3.Repair of Cracks in both New Non-reinforced Dowel Jointed PCCP and Mainline Plain PCCP.
a.Transverse and Diagonal Cracks.
i.Full Depth. If a maximum of 4 panels per any lane mile has a crack, repair according to SECTION 504 - DOWEL BAR RETROFIT-REPAIR , or remove and replace the pavement. If 5 to 18 of the panels per any lane mile has a crack, repair according to SECTION 504 - DOWEL BAR RETROFIT-REPAIR . When 2 consecutive panels have a crack, remove and replace the panels from cont raction joint to contraction joint. If more than 18 of the panels per any lane mile have a crack, remove and replace the pavement bounded by the cracks in that se gment. Remove and replace until ¼ mile segment has less than 4 panels cr acked, then repair or replace. (ii) Partial Depth. If coring (at no additional co st to KDOT) verifies th e transverse cracks are not full depth, repairs may be made by SECTION 505 - TIE BAR INSERTION-REPAIR . (iii) When required or at the Contractor’s option, remove and re place pavement panels containing any transverse or diagona l crack according to the following: Make a full-depth saw cut in the abutting panel nearest to the crack, parallel to the contraction joint, just clear of the basket assembly to allow the existing dowel basket assembly to be completely removed. Make a second saw cut parallel with the contraction joint on the opposite side of the crack away from the contraction joint. For plain PCCP, make the saw cut at the joint nearest to the crack. Make the second saw cut opposite the 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-34 first cut a minimum of 6 feet from the first saw cut to include the crack. Remove the
resulting area. The minimum longitudinal length of a patch is 6 feet. Do not permit a patch to fall within 6 feet of a contraction joint. The maximum distance between doweled/non-doweled contraction joints is 18 feet. Drill holes and insert dowel bars to make new contraction joints with in the vertical faces of both newly created panel ends. Use dow els of the same size and spaced the same distance as shown in the Contract Documents. Drill bar holes ¼ inch ± 0.05 inch larger than the diameter of the ba r and fill with epoxy or portland cement grout and insert the new dowel. Support the free ends of the bars until the epoxy or grout has set to obtain proper alignment of the bar. Apply grease or an approved bond breaker to the free ends. Do not use dowel bars in plain PCCP. Saw off the longitudinal joint tie bars at the longitudinal joint. Drill holes midway between the existing bars and insert tie bars to make a new tied longitudinal hinged joint. Do not place new tie bars within 12 inches of doweled joint. Use tie bars of the same size and spacing as those in the Contract Documents. Drill bar holes ¼ inch ± 0.05 inch larger than the diameter of the bar and fill them with epoxy or grout and insert new tie bars.
b.Longitudinal Cracks. Repair or remove a nd replace pavement panels that contain a single longitudinal crack, accord ing to the following: Repair longitudinal cracks that are within 3 inches of the planned longitudinal joint for their entire length with a partial depth patch as specified for spall in subsection 502.3k.(1) , except make the transverse dimension of the patch 6 inches and saw cuts to D/3 ± ¼ inch. For longitudinal cracks between 3 and 6 inches from the planned longitudinal joint, fill the entire planned longitudinal joint full depth with epoxy through the length of the longitudinal crack. Repair longitudinal cracks that are 6 inches or more from the planned longitudinal joint by removing and replacing pavement panels, or repair pavement by SECTION 505 - TIE BAR INSERTION-REPAIR . Remove and replace pavement panels that contain 2 or more longitudinal cracks.
4.Repair of Cracks in Shoulder Plain PCCP.
a.Transverse and Diagonal Cracks. When a single transverse crack fa lls within a panel and is within 3 feet of the transverse contraction joint, fill the contraction joint according to the Contract Documents and rout and seal the crack. When 2 or more transverse cracks fall with in a panel, remove and replace the panels.
b.Longitudinal Cracks. When a single longitudinal crack falls w ithin a panel, repair pavement by SECTION 505 - TIE BAR INSERTION-REPAIR . When 2 or more longitudinal cracks fall with in a panel, remove and replace the panels.
l.Protection of Pavement from Rain. Before placing PCCP, prepare and submit to the Engineer for approval, a Protection Plan to address the onset of rain during concrete placem ent. As a minimum, the plan shall include protective covering and si de forms available at the project site at all times to protect the surfaces and edges of the newly placed concrete pavement. Polyethylene, burlap or other covering materials ma y be used. Side forms may be of wood or steel and shall have a depth a minimum of the thickness of the pavement. Specify the location of the storage site in order that a review of the protective materials may be conducted by the Engineer. Include the type and amount of protective materials as well as the methods proposed to protect the pavement. 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA)
500-35 When rain appears imminent, stop all paving operations and initiate the Protection Plan. Extend the
covering back to the point where the ra in will not indent the surface. Exerci se care to prevent unnecessary damage to the surface with the covering.
m.Pavement Thickness and Tolerance. Make the required corrections for pavement smoothness before making the pavement thickness determinations. Thickness will be determined by average caliper measurements of cores taken by the Engineer. Random cores will be take n for each 1,000 square yard s ection paved per day. The 1,000 square yard sections will be calculated on a lane (9 to 15 feet wide) basis for ma in line paving, ramp driving areas, lane widenings, and acceleration or deceleration lanes. When sections would require taking cores with an area less than 250 square yards, include that area with the da ys full section. Sections with an area greater than 250 square yards will stand as individual sec tions. The Engineer will not include br idge deck wearing surfaces or bridge approach paving in the 1,000 square ya rd calculation. Cores will not be ta ken in gore areas, intersection curb returns, entrances, shoulders, median, widenings less than 5 feet in uniform width and irregular areas less than 500 square yards. Cores will not be taken for projects with less than 2,500 square yards of c oncrete pavement. Treat pavement less than the thickness specified in the Contract Documents as described in TABLE 502-1 . TABLE 502-1: PCCP THICKNESS TOLERANCE Core Thickness in a Section (inch) Action Core measurement is 0.00 to 0.20 inches less than specified thickness. Take no additional cores. Pay as per TABLE 502-2 . Core measurement is (>0.20) to 0.99 inches less than specified thickness. Take 2 additional cores at random intervals a minimum of 200 feet apart and average. Note: If the measured thickness is greater than 0.20 + the specified thickness, the measured thickness value will be 0.20 + specified thickness, when calcu lating the average. Use the calculated average, and pay as per TABLE 502-2 . Core measurement is a minimum of 1.00 inch less than the specified thickness. Take exploratory cores on 10 foot intervals parallel to the centerline in each direction to define the lengt h of deficient pavement. Deficient pavement for removal is any pavement less than the specified thickness minus 1.0 inch. Remove all deficient pavement identified in the exploratory cores and repl ace with pavement of satisfactory quality and thickness at own expense. When removing and replacing a length of pavement, and one end of the deficient pavement is less than 10 feet from an expansion, contraction or construction joint, remove and replace the entire pavement up to the joint. Remove the area so that new joints are a mini mum of 10 feet apart. After the deficient area and removal and repl acement area is defined, take an additional core at a random location within the section and apply subsection 502.3m . The replaced deficient pavement area will be included for pay in the section. For monetary deductions found in the measurement of the thickness cores, see subsection 502.4f .
n.Pavement Smoothness. Evaluate pavement sm oothness for pay according to SECTION 503 . 502.4 MEASUREMENT AND PAYMENT
a.Plan Quantity Measurement. The quantities of concrete pavement for which payment will be made are the quantities shown in the Contract Documents for the traveled way and the various paved approaches, exits and interchanges, provided the project is constructed esse ntially to details shown in the Contract Documents. When the Contract Documents have been altered, or when a disagreement exists between the Contractor and the Engineer as to the accuracy of the Contract Document quantities in an y location or the entire project, either party has the right to request and cause the quantities involved to be measured according to subsection 502.4b . 502 - PORTLAND CEMENT CONCR ETE PAVEMENT (NON-QC/QA) 500-36
b.Measured Quantities. The quantity to be paid for under this ite m will be the number of square yards of concrete pavement as measured in-pl ace. The width for measurement will be the width of the pavement shown on the typical cross-section of the Contract Documents, additional widening where added or as otherwise directed in writing by the Engineer. The length will be measured horiz ontally along the centerline of each roadway or ramp.
c.Excavation Included in Contract. On projects where the grading and the pavement or base construction is included in the same contract, the Engineer will not measure additional excavation required to obtain the specified subgrade elevation.
d.Sawing and Sealing Joints. The Engineer will not measure this work for separate payment. All costs of complying with the requirements specifi ed herein are included in the contract price for the concrete pavement in which the joints are located.
e.Water. The Engineer will not measure water used in dust control on haul roads, around plant installations, etc.
f.Price Adjustments. When the average thickness of the pavement determined in subsection 502.3m. is deficient by more than 0.2 inch based on the thickness required by the Contract Documents a price adjustment for deficient concrete pavement th ickness will be made according to TABLE 502-2 for the for the entire section represented. The pay adjustment amount will be subtr acted as "Concrete Pavement Thickness Deficiency" on the pay estimate. TABLE 502-2: PCCP CONCRETE PAVEMENT THICKNESS DEFICIENCY PRICE ADJUSTMENT Deficiency in thickness as determined by cores (inches) Percent of contract unit price for pay 0.00 to 0.20 100 0.21 to 0.30 75 0.31 to 0.40 65 0.41 to 0.50 55 0.51 to 0.75 45 0.76 to 1.00 35
g.General Payment. Payment for "Concrete Pavement" and "E arly Strength Concrete Pavement" with pay adjustments as specified above is full compensation for the work specified. 503 - PORTLAND CEMENT CONCR ETE PAVEMENT SMOOTHNESS
500-37 Section 503
PORTLAND CEMENT CONCRETE PAVEMENT SMOOTHNESS 503.1 DESCRIPTION Determine the smoothness of the pavement surface. Correct the smoothness defici encies discovered in the pavement surface. BID ITEM UNITS Concrete Pavement Smoothness Lump Sum 503.2 MATERIALS - None specified. 503.3 CONSTRUCTION REQUIREMENTS
a.General. Determine the pavement smoothness by profili ng the pavement surface of through traffic lanes and ramps. Excluded from profilograph testing, a nd not eligible for pay adjustments, on all projects are: bridge decks; acceleration and deceleration lane s of at-grade intersections; turning lanes; shoulders; pavement on horizontal curves with centerline radius of curvature of less than 1000 feet, and pavement within the superelevation transition of such curves; individual sections of pavement less than 50 feet in length; sideroads less than 250 feet in length; and the first (or last) 15 feet of a pavement section where the Contractor is not responsible for the adjoining surface county secondary projects
b.Equipment. Use a California type profilograph, prequalified by the Bureau of Construction and Materials, to determine the pavement profile. If approved by the Bureau of Construction and Materials, other types of profilographs that produce results compatible to the Californi a type profilograph may be used. If the profilograph has a mechanical recorder, provide a ProScan electronic scanner with motorized paper transport to reduce the trace. Use the motorized paper transport when scanning the profilograph traces. The Bureau of Construction and Materials can provide the information necessary for the Contractor to obtain a ProScan electronic scanner. If approved by the Bureau of Construction and Materials, other types of automated trace reduction equi pment may be used. If the profilograph has a computerized recorder, th e trace produced is evaluated without further reduction. Provide a self-propelled grinding machine specifically designed to grind and texture portland cement concrete pavement using diamond blades mounted on a multi-blade arbor. The arbor mu st contain enough blad es to provide at least a 36-inch wide cutting head and provi de 55 to 60 evenly spaced grooves per foot. Do not use equipment that causes excessive ravels, aggreg ate fractures or spalls. Use equipment that provides a flat plane surface without crown and a uniform texture for the full width of th e lane. Grind a nominal depth of 3/16 inch. When grinding is performed, use vacuum equipment or other continuous methods to remove grinding slurry and residue. Remove from the project and properly dispose of the material. Do not allow the grinding slurry to flow across lanes being used by traffic, onto shoulder slopes, into st reams, lakes, ponds or other bodies of water, or gutters or other drainage facilities. Do not place grinding slurry on foreslopes. Bush hammers or other impact devices will not be permitted.
c.Profilograph Operation. Provide an operator for the profilogra ph certified according to KT-46, Part V. Determine the pavement profiles for each lane according to the procedures for 1 lane shown in Kansas Test Method KT-46. Additional profiles may be taken only to defi ne the limits of an out-of-tol erance surface variation. The 503 - PORTLAND CEMENT CONCR ETE PAVEMENT SMOOTHNESS
500-38 Engineer may use a 10-foot straightedge (or other means) to detect irregularitie s outside the required trace paths. The
Engineer may also use the straightedge to de lineate the areas that re quire corrective action. Determine a profile index (in./mi.) for each pavement s ection of finished pavement. A pavement section is a continuous area of pavement surface 0.1 m ile long by 1 lane wide (12 feet nominal). A partial pavement section resulting from an interruption (such as a bridge) of the continuous pavement surf ace is subject to the same testing and evaluation as a whole section. During the initial paving operations (a nd after long shutdown peri ods), profile the pavement as soon as the concrete has cured sufficiently to permit testing. The Engineer and the Contractor will use the results of the initial testing to evaluate the paving met hods and equipment. If the initial pa ving operation produces acceptable results, the Contractor may continue paving. Repair or replace any PCCP curing me dium that is damaged or removed during the testing. On surfaces excluded from profilograph testing, the E ngineer will determine the pavement smoothness using a 10-foot straightedge. The Engineer will select the locations to be tested. Th e variation of the surface from the testing edge of the straightedge shall not exceed ⅛ inch between any 2 contacts, longitudinal or transverse. Correct all irregularities exceeding th e specified tolerance using equipm ent and methods approved by the Engineer. After the irregularities are corrected, the Engineer will retest the area to verify compliance with the specified tolerance.
d.Profilograph Evaluation and Corrective Actions. Evaluate the profilograph results according to KT-
46.Provide the Engineer with the pr ofilograms and their evaluation within 2 working days after placement of the pavement. Determine and evaluate the profile index (in./mi.) fo r each trace and the average profile index (in./mi.) for each section to identify required corrective action. Determine the daily average profile index (in./m i.) for each day’s paving ope ration. A day’s paving operation is the pavement placed in a day (a minimum of 1 pavement section). If less than 1 pavement section is placed in a day, the day’s production is grouped with the next day’s production. If the production of the last day of project paving is less than 1 pavement section, it is grouped with the previous day’s production. The Contractor has the option of profiling the fi nal portion of a day’s production (not to exceed 5 sections) the first working day that paving is conti nued in the same lane. If the Contractor opts to profilograph the final portion of a day’s paving the next working day that paving is continued in the same lane, those results (the final portion of the previous day’s paving) are grouped with the day’s paving as the lane is continued. Make the required corrections for pavement smoothness before making the pavement thickness determinations. Take the require d corrective actions according to TABLE 503-1 .
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 218–232 of 978.