501Concrete Pavement

501.01 Description . This work consists of pavement composed of concrete, with or

without reinforcement as specified, constructed in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and cross sections shown on the plans or established by the Engineer. This work also consists of replacing or repairing damaged or deteriorated dow els and wooden joint filler boards.

501.02 Materials . Materials shall meet the applicab le requirements of Division 700 and

the following Subsections: Fine Aggregate ............................................................................... 703.01 and 703.02 Coarse Aggregate ........................................................................... 703.01 and 703.03 Cement ........................................................................................... 701.01 and 701.02 Water ................................................................................................................ 714.0 1 Air Entraining Admixtures & Additives .......................................................... 713.02 Calcium Chlori de ............................................................................................. 714.02 Joint Filler ........................................................................................................ 707.02 Curing Materi als ............................................................................................... 713.01 Reinforcing Steel and Dowel Bars ................................................................... 711.02 Dowel Adhesive ............................................................................................... 714.11

501.02.1 Composit ion of Concrete.

501.02.1 1--General. The concrete mix design shall be submitted by the Contractor to the

Engineer for approval prior to production. The mix proportions shall be based on a laboratory batch as described below.

501.02.1 2--Design of Mix . The mix shall be designed to meet the requirements as set out

in the following table. Design Property Requirements Minimum Coarse Aggregate Volume / Cubic Yard Concrete, % 72 Coarse Aggregate Size 467 or 57 Maximum Water / Cementitious Ratio 0.48 Maximum Slump, inches 3 Total Air Content, % 3 - 6 Minimum Compressive Strength, psi 3500

501.03 Construction Requirements .

501.03.1 Batching Plant and Equipment. Concrete batching and handling equipment

shall meet the applicable requ irements of AASHTO M 157.

501.03.2 Blank.

501.03.3 Blank.

501.03.4 Blank.

501.03.5 Placing, Spreading, and Finishing Equipment .

501.03.5 1--Finishing Machine . The finishing machine shall be equipped with at least

two oscillating type reverse screeds.

501.03.5 2--Vibrators . Vibrators, for full width vibrati on, may be the surface pan type or

the internal type with either immersed tube or multiple spuds. They may be attached to the spreader, paver, or the finishing machine, or may be mounted on a separate carriage. They shall not come in contact with the joint, rein forcing steel, load transfer devices, subgrade, or side forms. The frequency of the surface vibrators shall be at least 3,500 impulses per minute, and the frequency of the internal type shall be at least 5,000 impulses per minute for tube vibrators and at least 7,000 impulses per minute for spud vibrators. When spud type internal vibrators, either ha nd operated or attached to spreaders or finishing machines, are used adjacent to forms, they shall have a frequency of not less than 3,500 impulses per minute. 501.03.5.3--Slip-Form Paver . Slip-form pavers shall be self- propelled and equipped to spread, strike-off, consolidate, screed, and floa t-finish the freshly placed concrete so that a minimum of hand-finishing will be necessary. The equipment shall be adjustable as to crown and superelevation, and shall shape and compact the concrete into the required cross section. The crown adjustment shall be readily controllable for accuracy in crown transitions. The paver shall operate on tracks having sufficient contact area to prevent slippage under load. The length of ground contact per tr ack and the arrangement of tracks shall be adequate to meet the straightedge and ot her riding quality requirements specified. Screeding shall be accomplished by using either oscillating screeds or an extrusion device, or a combination thereof. The slip-form paver shall be equipped with trav eling side or trailing forms, of sufficient dimension and strength and of proper shape, to support the concrete late rally for a sufficient length of time during placing and finishing. If trailing forms are used they shall be rigidly supported laterally. The slip-form paver shall be equipped with automatic guidance and grade controls, which operate by sensing from a taut line set to line and grade. Variation from the requirements detailed herein may be permitted when approved by the Department, provided the proposed variation is an improved feature for which general acceptance by the industry has been established.

501.03.5 4--Steel Placing Equipment. Equipment, as approved by the Engineer, for machine placement of reinforcem ent shall be factory made by a recognized manufacturer

of construction equipment and shall be capable of positioning the steel at the designated location.

501.03.5 5--Transverse Texturing Device . Transverse texturing shall be produced by

either tining or grooving as indicated in the plans or in the contract documents. Other types of texturing equipment may be approved by the Department provided it produces a texture equivalent to that specified.

501.03.5 5.1--Trans verse Tining. This equipment shall be a metal tine finishing device

having flat steel wire tines capable of being operated to produce uniform, parallel grooves in newly placed pavement.

501.03.5 5.2--Transverse Grooving. This equipment shall be a self-propelled mechanical

sawing device using diamond blades. The blades shall be arrange in such a manner to produce grooves 1/8-inch wide and 3/16-inch deep spaced in the following sequence: 3/4- inch, 1 1/8-inch, 5/8-inch, 1-inch, 5/8-inch, 1 1/8 -inch, 3/4-inch in six-inch repetitions across the width of the sawing device.

501.03.6 Miscellaneous Equipment .

501.03.6 1-- Concrete Saw . When sawing joints is elected or specified, the Contractor

shall provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions using an “early entry” dry cut saw approved by the Engineer.

501.03.6 2--Forms . Straight side forms shall be metal and have a thickness of at least 7/32

inch and shall be furnished in sections at leas t 10 feet in length. Forms shall have a depth equal to the specified edge thickness of the pavement and a base width of at least 80 percent of the depth of the forms. Flexible or curved forms of proper radius shall be used for curves of 100-foot radius or less. Flexible or curved forms shall be of a design acceptable to the Engineer. Forms shall be provided with adequate devices for secure setting so that when in place they will withstand, w ithout visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Flange braces shall extend outward on the base not less than 2/3 the height of the form . Forms with battered top surfaces, and bent, twisted, or broken forms shall be removed fr om the work. Repaired forms shall not be used until inspected and approved. Forms shall not be built-up more than one inch. The top face of the form shall not vary from a true plane more than 1/8 inch in 10 feet, and the upstanding leg shall not vary from a vertical plane more than 1/4 inch. The forms shall contain provisions for secure setting and for locking the ends of abutting form sections together tightly.

501.03.7 Preparation of Grade . The foundation upon which the concrete pavement is

to be placed shall be prepared within the tolera nces set out in Subsection 321.03 for at least two feet beyond the proposed pavement edge.

501.03.8 Setting Forms .

501.03.8 1--Base Support . The foundation under the forms shall be hard and true to grade

so that the form, when set, will be firmly in contact for its whole length and at the specified grade. A grade at the form line which is found to be below the established grade shall be filled to grade with gra nular materials or bituminous plant mixture in lifts of 1/2 inch or less for the full width of the base of the form and at least 18 inches outside the base of the form, and thoroughly compacted. Imperfections or variations above grade shall be corrected by tamping or by cutting as necessary.

501.03.8 2--Form Setting. Forms shall be set sufficiently in advance of where concrete is

being placed. After the forms have been set to correct grade, the grade shall be thoroughly tamped, mechanically or by hand, at both the inside and outside edges of the base of the forms. Forms shall be staked into place with at least three pins for each 10-foot section. A pin shall be placed at each side of every joint. Form sections shall be tightly locked and free from play or movement in any direction. The forms shall not deviate from true line by more than 1/4 inch at any point. Excessive settlement or springing of forms under the finishing machine will not be tolerated. Forms shall be cleaned and oiled prior to the placing of concrete.

501.03.8 3--Grade and Alignment . The alignment and grade of the forms shall be

checked and corrections made by the Contractor immediately before placing the concrete. When a form has been disturbed or a grade has become unstable, the form shall be reset and rechecked.

501.03.9 Conditioning of Base .

501.03.9 1--Conditioning for Formed Pavement . High areas shall be trimmed to proper

elevation. Low areas, within the tolerances set out in Subsection 321.03.7 shall be filled with concrete integral with the pavement. The finished grade of the base shall be maintained in a smooth and compacted condition until the pavement is placed. Unless the base course is waterproof, it sha ll be uniformly moist when the concrete is placed.

501.03.9 2--Conditioning for Slip-Form Pavement . The base shall be brought to the

tolerances set out in Subsection 321.03.7. If the density of the base is disturbed, it shall be corrected by additional compaction before concre te is placed. The grade shall be prepared sufficiently in advance of the placing of the concrete to avoid delays. If traffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately ahead of the placing of the concrete. Unless the base course is waterproof, it sha ll be uniformly moist when the concrete is placed.

501.03.10 Handling, Measuring and Batching Materials . The batch plant site, layout,

equipment, and provisions for transporting ma terial shall be sufficient to assure a continuous supply of material to the work. Stockpiles shall be built up in layers of not more than five feet in thickness. Each laye r shall be completely in place before beginning the next, which shall not be allowed to "cone" down over the next lower layer. Aggregates from different sources and of different gradings shall not be stockpiled together. Aggregates shall be handled from stockpiles or other sources to the batching plant in a manner that will assure uniform grading of the material. Aggregates that have become segregated shall not be used until properly reblended. Aggregates contaminated with earth or foreign material shall not be used. All aggregates produced or handled by hydraulic methods and washed aggregates, shall be stockpiled or binned for draining at least 12 hours before being batched. Rail shipment requir ing more than 12 hours will be accepted as adequate binning only if the car bodies permit free drainage. In case the aggregates contain a high or nonuniform moisture content, storage or stockpile periods in excess of 12 hours may be required by the Engineer. The fine aggregate and each size of coarse ag gregate shall be separately weighed into hoppers in the quantities set by the job-mix. Cement shall be measured by weight. Separate scales and hoppers, with a device to indicate the complete discharge of the batch of cement into the batch box or container, shall be used for weighing the cement. Unless otherwise permitted by the contract, batching plants shall be equipped to proportion aggregates and bulk cement by weight us ing approved automatic and interlocked proportioning devices. For on-site mixing, aggregates shall be transported from the batching plant to the mixer in batch boxes, vehicle bodies, or other containers of adequate capacity and construction to properly carry the volume required. Partitions separating batches shall be adequate and effective to prevent spilling from one compartment to another while in transit or being dumped. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transpor ting container so as to assure the correct cement content in each batch. Bulk cement sh all be transported to the mixer in separate and tight compartments carrying the full amount of cement required for the batch. Cement in original shipping packages may be transported on top of the aggregates with each batch containing the required number of sacks. Batc hes shall be delivered to the mixer separately and intact. Each batch shall be dumped into the mixer without loss of cement and, when more than one batch is carried on a truck, without spilling of material from one batch compartment into another. Water may be measured either by volume or by weight. Unless the water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be filled. The measuring tank shall be equipped with an outside tap and valve to provide for checking the setting, unless other means are provided for readily and accurately determining the quantity of water in the tank. The volume of the auxiliary tank shall be at least equal to that of the measuring tank. Methods and equipment for adding air entraining agent or other admixtures into the batch shall be approved by the Engineer. The accuracy for measuring materials shall be in accordance w ith AASHTO M 157.

501.03.11 Mixing Concrete . The mixer shall be of an approved type and capacity.

Mixing time shall be measured from the time a ll materials, except water, are in the drum. Ready-mixed concrete shall be mixed and deliv ered in accordance with requirements of Section 804. When mixed at the site of the work or in a central mixing plant, the mixing time must provide a satisfactory mixture, and unless otherwise specified in writing by the State Materials Engineer, the mixing time shall be not less than 50 seconds. When deemed necessary to ensure a satisfactory mix, the St ate Materials Engineer may designate a mixing time suitable to obtain a satisfactory mixture. Four seconds will be added to the specified mixing time if timing starts the instant the skip reaches its maximum raised position. Mixing time ends when the discharge chute opens. Transfer time in multiple drum mixers is included in the mixing time. The contents of an individual mixer drum shall be emptied before a succeeding batch is placed therein. The mixer shall be operated at the drum speed shown on the manufacturer's name plate on the mixer. All concrete mixed less than the specified time shall be discarded and disposed of by the Contractor at no cost to the State. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity in cubic feet, as shown on the manufacturer's standard rating plate on the mixer, except that an overload of up to 10 percent may be permitted provided concrete test data for strength, segregation, and uniform consistency are satisfactory, and provided no spillage of concrete takes place. The batch shall be so charged into the drum that a portion of the mixing water enters in advance of the cement and aggregates. The flow of water shall be uniform and all water shall be in the drum by the end of the first 15 seconds of the mixing period. The throat of the drum shall be kept free of accumulations that might restrict the free flow of materials into the drum. Mixed concrete from a central-mixing plant shall be transported in truck mixers, truck agitators, or nonagitating trucks having approved bodies. The elapsed time from when water is added to the mix until the concrete is deposited at the site of the work shall not exceed 30 minutes, 45 minutes when a retarder is used, when the concrete is hauled in nonagitating trucks, nor 60 minutes when hauled in truck mixers or truck agitators. Retempering concrete by adding water or by other means will not be permitted. However, when concrete is delivered in transit mixers or agitators and if permitted by the Engineer, additional water may be added to the batch materials and additional mixing performed to increase the slump to meet the specified re quirements, provided all these operations are performed within 45 minutes after the initial mixing operation and the total amount of water in the concrete does not exceed the mix design amount. Concrete that exceeds the maximum slump at time of placement shall no t be used. Admixtures for increasing the workability or for accelerating the set will be permitted only when specifically provided for in the contract, or when permitted in writing by the Engineer.

501.03.12 Limitations of Mixing. Except in emergencies, no concrete shall be mixed or

placed when the natural light will be insufficient for finishing. In case of an emergency, the Engineer may permit finishing during periods of insufficient light provided adequate and approved lighting is furnished by the Contractor. Concrete shall not be placed on a frozen foun dation, nor shall frozen aggregate be used in the concrete. During periods of cold or expected cold weather, the limitations for beginning a concrete pour and the limitations for temperature control of the mix and its components shall be in accordance with the provisions of Subsection 804.03.16.1. During periods of hot weather or arid atmosp heric conditions the provisions of Subsection

804.03.16 2 shall be applicable. 501.03.13--Placing Concrete .

501.03.13 1--General . Concrete shall be mechanically spread in an approved manner so

as to distribute the concrete uniformly without segregation. On roadside areas such as driveways and parking areas for weigh stations or roadside parks, etc. and on other small or irregular areas the concrete may be placed by other approved methods. The rate of delivery of the concrete shall be such that the interval between the discharge of the successive loads shall not exceed 20 minutes, and when ai r temperature is 90°F or higher the interval shall not exceed 15 minutes. Concrete that has begun to set up shall not be placed in the work. All concrete materials that may fall on or be worked into the surface of a completed slab shall be removed immediately by approved methods.

501.03.13 2--Formed Pavement . The concrete shall be deposited on the grade in a manner

that will require as little rehandling as possible. For paneled pavement, placing shall be continuous between transverse joints without the use of intermediate bulkheads. For continuously reinforced pavement, placing shall be continuous between construction joints without use of interm ediate bulkheads. Necessary hand spreading shall be performed with shovels and not rakes. Workers shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. When concrete is to be placed adjoining a pr eviously constructed lane of pavement and mechanical equipment will be operated upon the existing lane of pavement, that lane shall have attained the age of 14 days, exclusive of days on which the air temperature does not reach 35°F, or shall have attained a flexural stre ngth of 600 pounds per square inch. If only light finishing bridges or other similar light equipment is partially carried on the existing lane, paving in the adjoining lanes will be permitted after three days. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies, by means of vibrators inserted in the concrete. Vibrators shall not come in contact with a joint assembly, reinforcing steel, the base, or a side form. In no case shall the vibrators be operated longer than 15 seconds in one location. Concrete shall be deposited as near to expansion and contraction joints as possible without disturbing them, but shall not be dumped onto a joint assembly unless the hopper is well centered on the joint assembly. The Contractor shall have available at all tim es materials for the protection of unhardened concrete in the event of rain.

501.03.13 3--Slip-Form Pavement . The Contractor shall have sufficient forms available

on the project for use in th e event of an emergency. In order that the concrete may be properly prot ected against the effects of rain before it has sufficiently hardened, the Contractor shall ha ve available at all times materials for the protection of the edges and surface of the unhardened concrete. Protective materials shall include standard metal forms, or wood planks having a nominal thickness of at least two inches and a nominal width of not less than the thickness of the pavement, and covering material such as burlap or cotton mats, curing paper, or plastic sheeting material. When rain appears imminent, all paving operations shall stop, and all available personnel shall begin placing forms against the sides of the pavement and covering the surface of the unhardened concrete with the protective covering. The concrete shall be of uniform consistenc y and placed, shaped, consolidated, and float finished by an approved slip-form paver. The slip-form paver shall be operated off of a taut stringline or wire set by the Contractor to true grade and alignment, except that if the grade at each form line, plus the width of the track of the paver, has been constructed within the tolerance allowed at the form line in Su bsection 321.03.7 the automatic control devices on the paver will not be required. The equipment shall vibrate the concrete for the full width and depth of the strip of pavement being placed. Vibration shall be accomplished with vibrating tubes or arms working in the concrete or with a vibrating screed or pan operating on the surface of the concrete. No appreciable slumping of the in -place concrete will be allowed, and, if necessary, forms shall be trailed behind the paver to prevent slumping. If trailing forms are used, they shall be rigidly supported laterally. The slipform paver shall be operated with as nearly a continuous forward movement as possible. If, for any reason, it is necessary to stop the forward movement of the paver, the vibratory and tamping elements shall be stopped immediately. Where sections of pavement are to be subsequently abutted with other lanes of pavement involving longitudinal or nearly longitudinal joints, the concrete adjacent to these joints shall be placed and finished as required by standard paving methods or by use of false forms, adjacent to the slip fo rms. The false forms shall be metal of sufficient gage to maintain the proper shape and continuity of the form line and shall be approved by the Engineer. The use of false forms shall be su bject to satisfactory performance. If the Contractor is able to construct the pavement without measurable edge slump or misalignment, the Engineer may wa ive the use of the false form. When required, bracing of the forms shall be accomplished so there will not be more than 10 feet of unbraced false forms. False form s shall remain in place of a minimum of 90 minutes or until forms can be removed without damaging the adjacent concrete.

501.03.14 Test Specimens . The Contractor shall furnish the concrete necessary for test

specimens. The specimens shall be made and cured as specified in Subsection

804.02.13 1.1 thru Subsection 804.02.13.1.5 at the frequency in TMD 20-04-00-000.

Testing personnel shall meet the requirements in Subsection 804.02.9. Laboratory and test equipment shall meet the requirements in Subsection 804.02.8.

501.03.15 Strike-Off of Con crete and Placement of Reinforcement .

501.03.15 1--General . Reinforcing steel shall be free from dirt, oil, paint, grease, mill

scale, and loose or thick rust which could impair bond of the steel with the concrete.

501.03.15 2--Bar Mat Reinforcement . When the pavement is placed in two layers, the

entire width of the bottom layer shall be struck off to the length and depth that will permit the sheet of bar mat to be laid full length on the concrete in its final position without further manipulation. The reinforcement shall then be placed directly upon the bottom layer, after which the top layer shall be placed, struck off, and screeded. All concrete in the bottom layer which has been placed more than 30 minutes without being covered with the top layer shall be removed and replaced with freshly mi xed concrete at no additional costs to the State. When the pavement is placed in one layer, the reinforcement may be placed in the plastic concrete after spreading, by approved mechanical or vibrator y means, or it may be positioned in advance of concrete placement on supports that will withstand, without displacement, all depositing, spreading, and vibrating operations.

501.03.15 3--Continuous Reinforcement . Steel for continuously reinforced pavement

shall be placed by the first of the following methods or conditionally by the second method:

501.03.16 Joints . Joints shall be constructed of the type and dimensions and at the

locations required by the plans, or as directed. Sawing of joints shall commen ce as possible after the concrete has hardened and before uncontrolled shrinkage cracking occurs. The saw blades, and skid plates if early entry method is used, shall be changed as ofte n as necessary to control and minimize spalling/raveling. A sufficient number of sa ws, replacement blades and skid plates shall be available at the project site to ensure that the sawing operations will proceed until completion without interruption. Any damage to the concrete resulting from the sawing operations shall be corrected immediately after the sawing is complete at no additional costs to the State.

501.03.16 1--Longitudinal Joints . Deformed steel tie bars or transverse bars of specified

length, size, spacing, and material shall be pl aced perpendicular to the longitudinal joints. They shall be placed by approved mechanical equipment or rigidly secured by chairs or other approved supports to prevent displacement. Tie bars shall not be painted or coated with asphalt or other material, or enclosed in tubes or sleeves. When adjacent lanes of pavement are cons tructed separately, longitudinal construction joints shall be constructed in accordance with the details shown on the plans. Tie bars, except those made of rail steel, may be bent at right angles against the form of the first lane constructed and straightened into final position before the concrete of the adjacent lane is placed. The longitudinal center joint shall be installed so that its ends are in co ntact with transverse joints, if any. Longitudinal joints shall be constructed by sawing or forming in accordance with the plans.

501.03.16 2--Transverse Expansion Joints . The expansion joint filler shall be continuous

from form to form and shaped to the subgrade and to the keyway along the form. Preformed joint filler shall be furnished in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint filler shall not be used unless approved by the Engineer. The expansion joint filler shall be held in a vertical position. An approved installing bar, or other device, shall be used if required to secure preformed expansion joint filler at the proper grade and alignment during placing and finishing of the concrete. Finished joints shall not deviate more than one-fourth inch in the horizontal alignment from a straight line. If joint fillers are assembled in section, ther e shall be no offsets between adjacent units. Plugs of concrete will not be pe rmitted within the expansion space.

501.03.16 3--Transvers e Contraction Joints . Transverse contraction joints shall consist

of planes of weakness created by forming or sawing grooves in the surface of the pavement as shown on the plans and shall include lo ad transfer assemblie s when specified.

501.03.16 4--Transverse Construction Joints . Transverse construction joints shall be

constructed when there is an interruption of more than 30 minutes in the concreting operation. Construction joints shall not be constructed within 10 feet of expansion joints, contraction joints, or planes of weakness. If sufficient concrete has not been mixed at the time of interruption to form a slab of at leas t 10 feet long, the excess concrete back to the last preceding joint shall be removed and disposed of as directed. 501.03.16.5--Load Transfer Devices . When dowel assemblies ar e used, the dowels shall be held in position parallel to th e surface and center line of the slab. For the slip-form method of concrete placeme nt, dowel bars may be placed in the full thickness of pavement immediately following the paver with a vibratory inserter in lieu of using dowel assemblies. The vibratory dowel bar inserter shall be approved by the Engineer. The inserter shall vibrate the dowels into place accurately, at the proper location both vertically and longitudinally. An osc illating surface correcting beam shall follow immediately behind the insert er to correct surface deforma tion caused by the inserter. When a dowel bar inserter is used, a skewed joint may be permitted with the approval of the Engineer. The entire length of each dowel will be thoroughly coated with an approved lubricant to prevent adherence to the concrete.

501.03.16 6--Dowel Replacement . When designated on the plans, dowel replacement

work shall consist of replacing damaged or deteriorated dowels in reconstructed contraction joints and both dowels and wooden joint filler boards in reconstructed expansion joints. Dowel bars shall be the size and length designated on the plans. Wooden joint filler board shall conform to the dimensions shown on the plans. New expansion boards shall be drilled to fit th e new dowels installed. Special care shall be taken to ensure that all dowels in the joint remain parallel to the surface of the concrete.

501.03.17 Final Strike-Off, Consolidation and Finishing .

501.03.17 1--Sequence . The sequence of operations shall be the strike-off and

consolidation, floating and removal of laitan ce, straight-edging, and final surface finish. Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking off the bottom layer of concrete if reinforcement is used and the pavement is placed in two layers. The screed for the surface shall be at least tw o feet longer than the maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and be constructed of metal or of other suitable material shod with metal. Consolidation shall be attained by the use of a suitable vibrator or other approved equipment. In operation the screed shall be moved forward with a combined longitudinal and transverse shearing motion, and manipulated so that neither end is raised from the side forms during the striking off process. If necessary, this shall be repeated until the surface is of uniform texture, true to grade and cross section, and free from porous areas. In general, the addition of superficial water to the surface of the concrete to assist in finishing operations will not be permitted. If the application of water to the surface is permitted, it shall be applied as a fog spray by means of approved spray equipment. 501.03.17.2--Finishing at Joints . The concrete adjacent to jo ints shall be compacted or firmly placed without voids or segregation ag ainst the joint material, and also under and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in Subsection 501.03.13.2. After the concrete has been placed and vibrated adjacent to the joints, the finishing machine shall be brought forward, operating in a manner to avoid damage or misalignment of joints. If uninterrupted operation of the finishing machine, to, over, and beyond the joints causes segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the front screed is approximately eight inches from the joint. Segregated concrete shall be removed from in fr ont of and off the joint, and the front screed shall be lifted and set directly on top of the joint and the forward motion of the finishing machine resumed. When the second screed is close enough to permit the excess mortar in front of it to flow over the joint, it shall be lifted and carried over the joint. Thereafter, the finishing machine may be run over the joint without lifting the screed s, provided there is no segregated concrete immediately between the joint and the screed or on top of the joint.

501.03.17 3--Machine Finishing . Unless otherwise specified, full width vibration shall

be performed. If uniform and satisfactory density of the concrete is not obtained by the vibratory method at joints, along forms, at structures, and throughout the pavement, the Contractor shall furnish equipment and methods which will produce pavement conforming to the specifications.

501.03.17 4--Hand Finishing . Unless otherwise specified, hand finishing methods, other

than the hand floating method described belo w, will not be permitted except under the following conditions: In the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade when th e breakdown occurs. Narrow widths or areas where operation of mechanical equipmen t is impractical may be finished by hand methods.

501.03.17 5--Floating . After the concrete has been struck off and consolidated, it shall be

further smoothed and trued by means of a longitudinal float, using one of the following methods as specified:

501.03.17 6--Straight-Edge Testing and Surface Correction . After the floating has been

completed and while the concrete is still plastic, the surface of the concrete shall be tested with a 10 foot straightedge. For this purpose the Contractor shall furnish and use an accurate 10-foot straightedge swung from handles three feet lo nger than one-half the width of the slab. The straightedge shall be held in contact with the surface in successive positions parallel to the road centerline and the whole area gone over from one side of the slab to the other as necessary. Advance along the road shall be in successive stages of not more than one-half the length of the straightedge. All depressions found shall be immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meets the requirements for smoothness. Straightedge testing and surface corrections shall continue until the entire surface is found to be free from observable departures from the straightedge, and the slab conforms to the required grade and cross section.

501.03.18 Final Finish . The surface finish of the concrete shall be that designated on the

plans and in the bid schedule of the contract. If a finish is not designated, the finish shall be a drag finish.

501.03.18 1--Drag Finish . This finish shall consist of a uniform surface of gritty texture

produced by dragging a seamless strip of damp burlap or cotton fabric longitudinally along the full width of pavement. For pavement 16 feet or more in width, the drag shall be mounted on a bridge which travels on the forms or track line. The dimensions of the drag shall be such that a strip of burlap or fabric at least three feet wide is in contact with the full width of pavement surface while the drag is used. The drag shall consist of at least two layers of burlap with the bottom layer ap proximately six inches wider than the upper layer. The drag shall be maintained in a condition that wi ll produce a surface of uniform appearance with corrugations approximately one-sixteenth inch in depth. Drags shall be maintained clean and free from encrusted mortar. Drags that cannot be cleaned shall be discarded and new drags substituted. 501.03.18.2--Broom Finish . A broom finish shall be applied when the water sheen has practically disappeared. The broom shall be drawn from the center to the edge of the pavement with adjacent strokes slightly overlapping. The brooming operations shall produce corrugations in the surface that are un iform in appearance a nd not more than 1/16 inch in depth. Brooming shall be completed before the concrete has set to a degree that the surface will be torn or unduly roughened by the operation. The finished surface shall be free from rough and porous areas, irregularities, and depressions. Brooms shall be of the quality, size, and construction and operated so as to produce a surface finish meeting the approval of the Engineer. Subject to satisfactory results being obtained and approval of the Engineer, the Contractor will be permitted to substitute mechanical brooming in lieu of manual brooming as herein described.

501.03.18 3--Belt Finish . When straight-edging is complete and the water sheen has

practically disappeared and just before the concrete becomes nonplastic, the surface shall be belted with a two-ply canvas belt eight inches wide and at least three feet longer than the pavement width. Hand belts shall have suitable handles to permit controlled, uniform manipulation. The belt shall be operated with short strokes transverse to the road centerline and with a rapid advance parallel to the center line. Subject to satisfactory results being obtained and approval of the Engineer, the C ontractor will be permitted to substitute mechanical belting in lieu of manual belting as herein described.

501.03.18 4--Transverse Tine Finish . The surface shall first be given a drag finish. After

completion of the drag finish, the pavement shall be given an additional texture by transverse tining. The final surface texture shall be produced with a metal tine finishing device meeting the requirements of Subsection 501.03.5.5. The texturing device shall be so constructed and operated as to produce uniform parallel groo ves perpendicular to the centerline of the pavement 1/2 inch on centers and having a depth of 1/8 inch, plus or minus 1/32 inch. The metal tine device shall be operated by approved mechanical means when texturing main roadway pavement lanes. Manual methods may be used for texturing small irregular areas inaccessible to the texturing machine. The depth of the finished grooves will be determined by the use of a standard commercial tire tread depth measuring gauge with 1/32 inch graduations that can be easily and accurately read, a brass wire brush, and a steel straightedge approximate ly 1/4 inch x 1 inch x 12 inches. The Contractor shall furnish this equipment for use by and subject to the approval of the Engineer. The method of measur ing the depth of grooves will be as set out in Department SOP. If for any reason the concrete hardens to the extent that the tining equipment does not provide grooving in accordance with these requirements, or if rainfall damages the finish and the Engineer permits the concrete to rema in in place, the Contractor shall use other approved devices such as saws to construct the grooves substantia lly in accordance with the requirements specified herein.

501.03.18 5--Transverse Grooved Finish. After the concrete has cured for a minimum

of seven (7) days, areas to be transverse grooved shall be grooved with a sawing device meeting the requirements of Subsection 501.03.5.5.2. Grooves shall be perpendicular to the centerline of the roadway and extend as close as possible to the edge but in no case more that two (2) feet from the edge, gutter line, etc. The tolerance for the width of the groove is +1/16" to -0" and the tolerance for the depth and spacing of the grooves is ±1/16".

501.03.18 6--Edging at Forms and Joints . After the final finish, but before the concrete

has taken its initial set, the pavement along each side of each slab, and on each side of transverse expansion joints, formed joints, transverse construction joints, and emergency construction joints shall be worked with an approved tool and rounded to the radius required by the plans. A well-defined and continuous radius shall be produced and a smooth, dense, mortar finish obtained. The surface of the slab shall not be unduly disturbed by tilting of the tool during use. At all joints, all tool marks appearing on the sl ab adjacent to the joints shall be eliminated by brooming the surface. In doing this, the rou nding of the corner of the slab shall not be disturbed. All concrete on top of the joint filler shall be completely removed. All joints shall be tested with a straightedge before the concrete has set, and correction made if one side of the joint is higher than the other, or if they are hi gher or lower than the adjacent slabs.

501.03.19 Surface Test. It is the intent of these speci fications that the finished surface

will have good riding qualities. The smoothness of the surface will be determ ined by using an Inertial Profiling System (IPS) that meets the requirements of Subsection 401.02.6.9 to measure and record roughness data in each designated location. Roughness data for eac h longitudinal profile will be reported as a mean roughness index (MRI). MRI is calculated by averaging the international roughness index (IRI) values from the two wheelpath profiles. The surface shall be tested and corrected to a smoothness index as described herein with the exception of those locations or specific projects that are excluded from smoothness testing with an IPS. The smoothness of the surface will be determined for traffic lanes, auxiliary lanes, climbing lane and two-way turn lanes. Areas excluded from a smoothness test with the IPS are acceleration and deceleration lanes, tapered sections, transition s ections for width, shoulders, crossovers, ramps, side street returns, etc. The roadway pavement on bridge replacement projects having 1,000 feet or less of pavement on each side of the structure will be excluded from a smoothness test. Pavement on horizontal curves having a radius of less than 1,000 feet at the centerline and pavement within the super elevation transition of such curves are excluded from smoothness testing. Smoothness testing shall terminate 15 feet from each transverse joint that separates the pavement from a bridge deck, bridge approach slab or existing pavement not constructed under the contract. During initial paving operations, either when starting up or after a long shut down period, the pavement surface will be tested with prof ilograph as soon as the concrete has cured sufficiently to allow testing. Membrane cu ring damaged during the testing operation shall be repaired by the Contractor. The purpose of this testing is to aid the Contractor and the Engineer in evaluating the paving methods and equipment. Smoothness measurements must be performed at the posted speed limit or 50 miles per hour (±5 miles per hour), whichever is lower. This sp eed requirement will be waived for all lightweight profilers. Measurements will be made in both wheel paths of exterior and interior lanes. The wheel paths shall be designated as being located three feet (3’) and nine f eet (9’) from centerline or longitudinal joint, respectively. Beginning and ending latitude and longitude coordinates shall be required on each smoothness test. Testing will also be required on sections that have been surface corrected. No smoothness testing shall be performed when there is moisture of any kind on the pavement surface. The surface will be accepted on a continuous basis for pavement smoothness. Continuous reporting is based upon all MRI values for a specified running interval. These values are averaged and presented at the midpoint of the specified running interval. The last 15 feet of a day's work may not be obtainable until the work is continued and for this reason may be included in the subsequent section. Smoothness tolerances shall be applied to concrete pavements based on the following pavement categories: Category A applies to the following pavement constructions.  New construction projects Category B applies to the following pavement constructions.  Rehabilitation projects For all projects, the surface smoothness data shall be reported by two MRI methods.

501.03.20 Curing and Protection . Immediately after the finishing operations have been

completed and as soon as marring of the conc rete will not occur, th e entire surface of the newly placed concrete shall be covered and cured in accordance with one of the following methods. On hot or windy days, and when di rected by the Engineer, the surface of the fresh concrete shall be kept damp by fogging with water until the normal curing operation can be performed. In all cases in which curing requires the use of water, the curing shall have prior right to all water supplies. Failure to provide sufficient cover material of whatever kind the Contractor may elect to use, or lack of water to adequately take care of both curing and other requirements, shall be cause for immediate suspension of concreting operations. The concrete shall not be left exposed for more than 1/2 hour between stages of curing or during the curing period. Unless otherwise specified, the curing period shall be 72 hours.

501.03.20 1--White Pigmented Membrane . The entire surface of the pavement shall be

sprayed uniformly with white pigmented curing compound immediately after the finishing of the surface and before the set of the concrete has taken place. The curing compound shall not be applied during rainfall or when there is a water sheen on the pavement. Curing compound shall be applied under pressure at the rate of one gallon to not more than 150 square feet for all surface finishes except transverse grooving. For transverse groove finishes, the application shall be at the rate of one gallon to not more than 120 square feet. The spraying equipment shall be of the fully atomizing type equipped with a tank agitator. At the time of use, the compound shall be in a thoroughly mixed condition with the pigments uniformly dispersed throughout the vehicle. During application, the compound shall be stirred continuously by effective mechanical means. Hand spraying of odd widths or shapes and on concrete surfaces exposed by the removal of forms will be permitted. Curing compound shall not be ap plied to the faces of joints to be sealed, and those faces shall be cured by other approved means for at least 72 hours. The curing compound shall be of such character that the film will harden within 30 minutes after application. Should the film become damaged from any cause within the curing period, the damaged portions shall be repaired immediately with additional compound. Upon removal of side forms, the sides of the slabs exposed shall be protected immediately to provide a curing treatment equa l to that provided for the surface.

501.03.20 2--White Polyethylene Sheeting . The top surface and sides of the pavement

shall be entirely covered with polyethylene sh eeting. The pieces used shall be lapped at least 18 inches. The sheeting shall be so placed and weighted down that it will remain in direct contact with the surface covered. Th e sheeting shall be wide enough to extend 18 inches beyond the edges of the slab being cured.

501.03.20 3--Curing in Cold Weather . When concrete is being placed and the air

temperature may be expected to drop below 35°F , a sufficient supply of straw, hay, grass, or other suitable blanketing material shall be provided to protect the work. The Contractor shall be responsible fo r the quality and strength of the conc rete placed during cold weather, and all concrete injured by frost action shall be removed and replaced at no additional cost to the State. The Department reserves the right to perform destructive or nondestructive testing for evaluation of damage caused by cold weather.

501.03.20 4--Protection of Pavement . The Contractor shall protect the pavement from

both public traffic and traffic caused by employees and agents. This shall include watchmen to direct traffic and the erection and maintenance of warning signs, lights, pavement bridges, or crossovers, etc. The plans or special provisions will indicate the location and type of device or facility required to protect the work and provide adequately for traffic. The Contractor shall have material s available at all times to protect unhardened concrete from rain. All damage to the pavement, occurring prior to final acceptance, shall be repaired or the pavement replaced.

501.03.21 Removing Forms . Except for auxiliary forms used temporarily in widened

areas or unless otherwise provided, forms shall not be removed from freshly placed concrete until it has set for at least 12 hours. Forms shall be removed carefully so as to avoid damage to the pavement. After the form s have been removed, the sides of the slab shall be cured as outlined in one of the methods indicated in the previous subsection. Honeycombed areas shall be satisfactorily repaired.

501.03.22 Sealing Joints . Joints to be sealed shall be filled with joint sealing material

meeting the requirements of Subsections 707.02.1.3 or 707.02.1.4, as shown on plans, and Subsection 707.02.1.5 before the pavement is opened to traffic, and as soon after completion of the curing period as is feasible.

501.03.22 1--Cleaning . Joints shall be clean, dry and frost free when the sealant is applied.

Formed joints shall be thoroughly cleaned to remove all form release agents, curing compound residue, laitance, or any other foreign materials. All joints shall be thoroughly cleaned by sandblasting each face separately to th e depth of the sealer and backer rod. The cleaning operation of existing joints shall ensu re that the concrete joint surfaces which are to receive the new joint sealant and backer rod are free of all debris, di scoloration and stain; as well as any and all other forms of contamin ation. If a clean exposed concrete surface cannot be obtained by sandblasting, the joints shall be refaced with a power driven concrete saw with diamond and/or abrasive blades. The refaced joints shall be washed and sandblasted as set forth above. Immediately prior to installation of the backer rod, the joints shall be cleaned with compressed air which is free of moisture and oil. Wiping fingers on cleaned surface of joints shall not s how evidence of dust. The joints shall be completely free of sand, oil and moisture. Material in expansion joints shall be removed to the required depth with a power saw and/or router in such a manner as not to damage the expansion material which is to remain in place.

501.03.22 2--Insta lling Backup Material . After the final cleaning, a resilient rod type

backup material shall be installed with a pos itioning device to ensure conformity with the dimensions shown on the plans. The rod shall be compatible with the sealant and no bond or reaction shall occur between the rod and the sealant.

501.03.22 3--Installing Sealant . The installation of the sealant is to be performed as soon

after placing the backer rod as reasonably possible to ensure that joints are still clean and dry. In the event a joint does become contamin ated, damp, or wet, the backer rod is to be removed and the joint cleaned and dried with a new backer rod reinstalled prior to placing the sealant. The ambient temperature at time of placement must be 40°F or higher. The sealant shall be applied by pumping only. The pump shall be of sufficient capacity to deliver the necessary volume of material to completely fill the joint to the specified width and height of sealant in one pass. The nozzl e shall be of sufficient size and shape to introduce the sealant inside the joint with sufficient pressure to prevent voids occurring in the sealant and force the sealant to make contact with the join t faces. The sealant shall be tooled to provide the specified recess depth, thickness and shap e as shown on the plans. Sufficient force or pressure shall be applied to the sealant in this tooling operation to force the sealant against the joint faces to ensure satisfactory wetting and bonding. The sealant shall be placed to reasonably close conformity with dimensions and shape shown on the plans. Any unreasonable deviation will be cause for rejection and necessary corrective action will be made by the Contractor.

501.03.22 4--Cleaning Pavement . After a joint has been sealed, all surplus sealant on the

pavement shall be promptly removed.

501.03.23 Opening to Traffic . The Engineer will decide when the pavement may be

opened to traffic. The pavement shall not be opened to traffic until test specimens have attained a compressive strength of 3500 pounds per square inch. If such tests are not performed, the pavement shall remain closed to traffic for 14 days, or 28 days if Type IP cement or Type I or II cement with fly ash is used, from the date of placement. Prior to opening to traffic, the pavement shall be cleaned.

501.03.24 Tolerance in Pavement Thickness . The thickness of the pavement will be

determined from cores taken in accordance with Subsection 501.03.24.1 and tested in accordance with Subsection 700.03. Holes remaining in the pavement after coring shall be completely filled by the Contractor, at no additional cost to the State, with concrete of the same quality as used to construct the pavement. It is anticipated that when concrete paveme nt is placed over an asphalt treated base, the concrete may penetrate the asphalt treated base . Volumes of concrete that penetrate the asphalt treated base will not be included in the volume of concrete pavement to be paid for. When cores are taken to determine the thickness of concrete pavement, it is anticipated a layer of asphalt treated base will adhere to the bottom of the core. Prior to determining the thickness of the concrete pavement, all particles of asphalt treated base will be removed from the bottom of the core. Measurement of core thicknesses will be made from top of concrete pavement to the top of the asphalt treated base.

501.03.24 1--Thickness Determination . For the purpose of establishing adjusted unit

prices for pavement, units to be considered separately are defined as 1000 linear feet of pavement in each traffic lane. Each traffic lane will be divided into units of 1000 feet of pavement, excluding exceptions and omissions, beginning at the end of the pavement nearest the Beginning of Project. The last unit in each lane will be the length remaining except that if the length is less than 100 feet, it will be included in the previous unit. Each project under the same contract will be separated into units independently of the other projects. One core will be taken at random by the Department in each unit. If the measurement of the core from a unit is not de ficient more than 0.2 inch from the plan thickness, full payment will be made. When the measurement is deficient by more than 0.2 inch and not more than 1.0 inch from the plan thickness, that measurement will represent the one-third of the section in which it falls, and one additional core will be taken at random in each of the remaining thirds of the section. The average thickness of these three cores will determine the average thickness for that unit. An adjusted unit price as provided in Subsection 501.05.2 will be paid for the unit represented. Other areas such as intersections, entrances, crossovers, ramps, etc., will be considered as separate units, and the thickness of each unit will be determined separately. Small irregular unit areas may be included as part of anothe r unit. The areas to be included in each unit will be predetermined. At points the Engineer may select at random in each unit, one core will be taken for each 1000 square yards of pavement, or fraction thereof, in the unit. If the core taken is not deficient more than 0.2 inch from the plan thickness, full payment will be made. If the core is deficient in thickness by more than 0.2 inch but not more than 1.0 inch from plan thickness, two additional cores will be taken at random from the area represented and the average of the three cores determined. If the average measurement of these three cores is not deficient more than 0.2 inch from the plan thickness, full payment will be made. If the average thickness of the three cores is deficient more than 0.2 inch but not more than 1.0 inch from the plan thickness, an adjusted unit price as provided in Subsection 501.05.2 will be paid for th e area represented by these cores. In calculating the average thickness of the pave ment, measurements which are in excess of the specified thickness by more than 0.2 inch will be considered as the specified thickness plus 0.2 inch, and measurements which are less than the specified thickness by more than 1.0 inch, excluding exploratory cores, will be considered as the specified thickness minus 1.0 inch in the average. When the measured thickness of a core is less than the plan thickness by more than 1.0 inch, the actual thickness of the pavement in this area will be determined by taking exploratory cores at not less than 10 foot interv als parallel to the centerline in each direction from the affected location until in each directi on a core is found which is not deficient by more than 1.0 inch. Areas found deficient in thickness by more than 1.0 inch will be evaluated by the Engineer; and if in the judgment of the Engineer, the deficient areas warrant removal, they shall be removed and replaced with pavement of the thickness shown on the plans without cost to the Department. If the Engineer determines that the deficient areas do not warrant removal, the pavement may be left in place with no payment to the Contractor, or may be removed and replaced at the Contractor's option. Exploratory cores for deficient thickness will not be used in averages for areas for adjusted unit price.

501.03.24 2--Alternate to Coring . For contracts that involve the placement of less than

7,500 square yards of pavement, cores will not be taken unless the State Materials Engineer elects to do so. For such contracts, the Project Engineer’s measurements will be used to determine the pavement thickness as follows: The Engineer will accurately measure, by taut stringline or instrume nt from referenced grades, and record the grade on which the pavement is to be placed. After the pavement is in place, the Engineer will accurately measure and record the grade of the top of the pavement above each point where the initial measurements were made. From the measurements thus made, the thickness of each area will be determined, unless the State Materials Engineer elects to take the cores as provided in this subsection. In the latter case the measurements made from cores will govern.

501.03.24 3--Pavement Cracking . Concrete pavement with full-depth cracks or

misplaced joints shall be removed and replaced at no additional expense to the Department. Load transfer devices shall be established in these replaced panels in a manner sufficient to meet the designed load transfer requirements of the original pavement. Any partial depth surface cracking or other su rface distress shall be immediately repaired by the Contractor at no additional expense to the Department. The Contractor shall submit to the Engineer for concurrence, a plan describing the materials and methods to be used when making these repairs. Concurrence with the plan does not relieve the Contractor from providing a satisfactory repair at the time of final inspection of the project. Should the repair fail to produce satisfactory results pr ior to the final inspection of the project, the Contractor shall develop and submit a new plan for repairing the cracked or distressed areas.

501.04 Method of Measurement . Concrete pavement will be measured by the square

yard complete in place and accepted. The wi dth for measurement will be the plan width, including widening where called for, or as otherwise authorized in writing by the Engineer. The length will be measured horizontally in accordance with Section 109. Where integral or raised edge curb is constructed, the width of the pavement will include the width of the curb. When specified for payment, expansion joints complete and accepted, will be measured by the linear foot. Reinforced concrete lug anchors w ill be measured by the linear foot. Reinforcement and other materials for which no pay item is included in the contract will not be measured for separate payment. When rehabilitating existing pavement, dowels will be measured per each and wooden joint filler board shall be measured by the linear foot. All concrete removed will be measured by the square yard under pay item 202-B. When a pay item is included in the contract, transverse grooving will be measured by the square yard, complete in place and accepted. For bridge decks, the quantity will be computed by measuring the limits of transverse grooving shown in the plans. When not shown, the quantity will be computed by measuring the bound area between the face of barrier rail and the length of the span. For concrete and bridge end pavements, the quantity will be computed by measuring by the limits of transverse grooving shown in the plan. When not shown, the quantity will be comput ed by measuring the bound area between the edge of pavement and the length of the pavement.

501.05 Basis of Payment.

501.05.1 General . Concrete pavement will be paid for at the contract unit price per square

yard, adjusted when applicable in accordance with Subsections 501.05.2 and 501.05.3. Expansion joints will be paid for at the contract unit price per linear foot. Reinforced concrete lug anchors will be paid for at the contract unit price per linear foot. Transverse grooving, measured as prescribed above, will be paid for at the contract unit price per square yard, which price shall be fu ll compensation for all grinding, cleaning and sweeping, and for all labor, equipment, tools and incidentals necessary to complete the work. When rehabilitating existing pavement, dowel bars and expansion board will be paid for at the contract unit price per each and linear foot, which shall be full compensation for furnishing all labor, equipment, tools and ma terials to complete th e work. No separate payment will be made for cutting off dowel bars left in the existing pavement. Unless otherwise noted, the price for dowel replacement work shall include the cost of continuous maintenance of traffic and prot ective services as required by the Department's Traffic Control Plan. This shall include all required individual traffic control devices. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 501-A: ___" Reinforced Cement Concrete Pavement, _______ Finish - per square yard 501-B: ___" Plain Cement Concrete Pavement, _____ Finish - per square yard 501-C: ___" Continuously Reinforced Cement Concrete Pavement, ______ Finish - per square yard 501-D: Expansion Joints with Dowels - per linear foot 501-E: Expansion Joints without Dowels - per linear foot 501-F: Concrete Lug Anchors - per linear foot 501-G: Dowels, Drilled and Installed - per each 501-H: Dowels, Installed - per each 501-I: Joint Filler, Wooden Board - per linear foot 501-J: Blank 501-K: Transverse Grooving - per square yard

501.05.2 Price Adjustments for Thickness . Where the average thickness of pavement

determined in accordance with Subsection 501.03.24.1, or w ith Subsection 501 .03.24.2, is deficient in thickness by more than 0.2 inch, but not more than 1.0 inch, payment will be made at an adjusted price as sp ecified in the following table: Thickness Deficiency Inches Propo rtional Part of Contract Price Allowed 0.0, 0.1, 0.2 100 percent 0.3 80 percent 0.4 72 percent 0.5 68 percent 0.6, 0.7, 0.8 57 percent 0.9, l.0 50 percent When the thickness of an area of pavement is deficient by more than 1.0 inch and, in the judgment of the Engineer, the deficient area should be removed, the area shall be removed and replaced at no additional costs the State with pavement of the specified thicknesses. If, in the judgment of the Engineer, the defici ency does not warrant removal, the deficient area may be left in place with no payment to the Contractor, or may be removed and replaced at no additional cost to the Department, at the Contractor's option. 501.05.3--Price Adjustments for Smoothness. For all concrete projects, when the MRI for the final surface is less than or equal to fo rty-five inches per mile (45.0 inches / mile) on the long interval report, a unit price increa se will be added. The adjusted unit price will be computed using the contract unit price of the concrete pavement. This adjusted unit price will apply to the total area for the lane width represented by given segment. Projects will be considered for incentive pay based on the following guidelines for the long interval surface lift MRI. Mean Roughness Index (inches / mile) Contract Price Adjustment (Per Square Yard of PCC Pavement) less than 30.0 plus 0.64 percent 30.0 to 35.0 plus 0.48 percent 35.1 to 40.0 plus 0.32 percent 40.1 to 45.0 plus 0.16 percent 45.1 to 50.0 100 percent Over 50.0 100 percent (With Correction to Required MRI) In addition to the above pay incentive factors, a project may be subject to a disincentive when the MRI for the final su rface exceeds the allowable tole rance. This applies to all project categories and will correlate to the maximum allowed long interval MRI. Mean Roughness Index (inches / mile) Adjustment Price (Per Square Yard of PCC Pavement) Above 20.1 Over REMOVE AND REPLACE 15.1 to 20.0 Over minus 3.2 percent 10.1 to 15.0 Over minus 2.4 percent 5.1 to 10.0 Over minus 1.6 percent 0.1 to 5.0 Over minus 0.8 percent Required Surface MRI 100 percent Note: All incentives and disincentives will be based on a single smoothness test, following all required localized roughness (short interval) corrective action, of the newly paved surface. Corrective action must be taken on those sections that exceed the ‘Remove and Replace’ threshold on the Long Continuous Interval as directed by the Project Engineer. Additional smoothness testing shall be required on sections following replacement and will be required to meet at least the maximum surface MRI short of ‘Remove and Replace’ tolerance. For concrete pavement other than main-line pavement, the surface will be tested using a 10-foot straightedge at locations selected by the Engineer. The variation of the surface from the testing edge of the straightedge between any two contacts, longitudinal or transverse with the surface, shall not exceed 1/ 4 inch. Irregularities exceeding the specified tolerances shall be corrected, at no additional co st to the State, by the Contractor with an approved profiling device or by other means as directed by the Engineer. Following correction, the area will be retested to veri fy compliance with the specified tolerances. SECTION 502 - CONCRETE BRIDGE END PAVEMENT

502.01 Description . This work consists of bridge end pavement of concrete with

reinforcement as shown on the plans, constructed in one course on a prepared base in accordance with these specifications, and in r easonably close conformity with the lines, grades, thickness, and cross section shown on the plans or as directed. 502.02--Materials . On bituminous paving contracts, concrete for this work may be Class "B" Structural Concrete meeting the applicable requirements of Subsection 804.02. Sampling and testing of concrete for acceptance and control purposes shall be in accordance with Subs ection 804.02.3. Reinforcing steel shall meet the requirements of Subsection 711.02.

502.03 Construction Requirements .

502.03.1 General . The requirements specified for concrete pavement in Section 501,

shall apply in all respects to bridge end pave ment except where otherwise indicated in the specific requirements belo w, or on the plans. When the plans specify a certain thickness of asphalt under the bridge end pavement, the Contractor may substitute Class "B" Structural Concrete base in lieu of the asphalt. The concrete base shall be constructed in one course on a prepared base in accordance with these specifications, and in reasonably close co nformity with the lines, grades, thickness, and typical cross-sections as shown on the plans or as directed. The concrete base will be allowed to cure 24 hours prior to placement of the bridge end pavement. A one-inch premolded expansion joint will be required along the face of the paving bracket. See Section 403 for measurement and payment of substituted concrete base material.

502.03.2 Specific Requirements .

502.03.2 1--Final S creeding and Finishing . The final screeding shall be performed by

hand methods. The concrete shall be screeded longitudinally using the bridge floor for a gauge on one end, and a temporary bulkhead cu t and securely installed true to crown and grade on the other end. In the event the concrete pavement, adjacent to the bridge end pavement, has been previously poured, the end of the pavement shall be used as a gauge in lieu of the temporary bulkhead. The final finish of the bridge end pavement shall be that designated on the plans. If a finish is not designed, the finish shall be transverse tined finish.

502.03.2 2--Joints . Concrete bridge end pavement shall be constructed monolithically,

unless construction joints are speci fically indicated on the plans.