Page 5-54 M 41-10
5-05 Cement Concrete Pavement5-05 Cement Concrete Pavement
5-05.1 Description
This Work shall consist of constructing a pavement composed of cement concrete on a prepared Subgrade or base in accordance with these Specifications and in conformity with the lines, grades, thicknesses, and typical cross-sections shown in the Plans or established by the Engineer.
5-05.2 Materials
Materials shall meet the requirements of the following sections: Cement 9-01 Fine Aggregate 9-03 Coarse Aggregate 9-03 Combined Aggregate 9-03 Joint Filler 9-04.1 Joint Sealants 9-04.2 Corrosion Resistant Dowel Bars 9-07.5(2) Tie Bars 9-07.6 Concrete Patching Material 9-20.1 Curing Materials and Admixtures 9-23 Water 9-25 Epoxy Resins 9-26 Cementitious materials are considered to be the following: portland cement, blended hydraulic cement, fly ash, ground granulated blast furnace slag, and microsilica fume.
5-05.3 Construction Requirements
5-05.3(1) Concrete Mix Design for Paving
The Contractor shall provide a concrete mix design for each design of concrete specified in the Contract. The Contractor shall use ACI 211.1 as a guide to determine proportions. Concrete strength, placement, and workability shall be the responsibility of the Contractor. Following approval of the Contractor’s proposal, all other requirements of
1.Materials – Materials shall conform to Section 5-05.2 . Fine aggregate and coarse aggregate shall conform to Section 9-03.1(5) and be a combined gradation having a nominal maximum aggregate size equal to or greater than a 1½-inch sieve. Fly ash, if used, shall not exceed 35 percent by weight of the total cementitious material, shall conform to Section 9-23.9 and shall be limited to Class F with a maximum CaO content of 15 percent by weight. Ground granulated blast furnace slag, if used, shall not exceed 30 percent by weight of the total cementitious material and shall conform to Section 9-23.10 . When both ground granulated blast furnace slag and fly ash are included in the concrete mix, the total weight of both these materials is limited to 35 percent by weight of the total cementitious material. As an alternative to the use of fly ash, ground granulated blast furnace slag and cement as separate components, a blended hydraulic cement that meets the requirements of Section 9-01.2(1) B Blended Hydraulic Cements may be used. The water/cement ratio shall be calculated on the total weight of cementitious material. Cementitious materials are those listed in Section 5-05.2 . The minimum cementitious material for a mix design shall be 564 pounds per cubic yard. M 41-10 Page 5-55 Cement Concrete Pavement 5-052. Submittals – The Contractor’s submittal shall include the mix proportions per cubic yard, test results from beams and cylinders, and the proposed sources for all ingredients including the fly ash. The mix shall be capable of providing a minimum flexural strength of 650 psi at 14 days. Evaluation of strength shall be based on statistically analyzed results of five beam specimens made according to WSDOT T 808 and tested according to WSDOT T 802 that demonstrate a quality level of not less than 80 percent analyzed in accordance with Section 1-06.2(2)D . In addition the Contractor shall fabricate, cure, and test five sets of cylinders, for evaluation of 28- day strengths, according to FOP for AASHTO T 22 and FOP for AASHTO R 100 using the same mix design as used in fabrication of the beams. Mix designs submitted by the Contractor shall provide a unique identification for each proposal. A unique identification for the mix design is comprised of the combination of the Mix Design Number and the Concrete Plant Number. The mix design shall include test data confirming that concrete made in accordance with the proposed design will meet the requirements of these Specifications and the 28-day compressive strength result. Test data shall be from an independent testing lab or from a commercial concrete producer’s lab. If the test data is developed at a producer’s lab, the Engineer or a representative may witness all testing.
3.Mix Design Modifications – The Contractor may initiate adjustments to the aggregate proportions of the approved mix design. An adjustment in both the fine and coarse aggregate batch target weights of plus or minus 200 pounds per cubic yard will be allowed without resubmittal of the mix design. The adjusted aggregate weights shall become the new batch target weights for the mix design.
4.Conformance to Mix Design – Cement and coarse and fine aggregate weights shall be within the following tolerances of the batch target weights of the mix design: Concrete Batch Weights Cement +5% -1% Coarse Aggregate + 2% - 2% Fine Aggregate + 2% - 2% If the total cementitious material weight is made up of different components, these component weights shall be within the following tolerances:
a.Cement weight plus 5 percent or minus 1 percent of that specified in the mix design.
b.Fly ash and ground granulated blast furnace slag weight plus or minus 5 percent of that specified in the mix design.
c.Microsilica weight plus or minus 10 percent of that specified in the mix design. Water shall not exceed the maximum water specified in the mix design. The Contractor may initiate minor adjustments to the approved mix proportions within the tolerances noted above without resubmitting the mix design. The Contractor shall notify the Engineer in writing of all proposed modifications. A new mix design will designate a new lot.
5-05.3(2) Consistency
The materials shall be mixed with sufficient water to produce a stiff concrete which will hold its shape when deposited upon the Subgrade. Concrete placed during wet weather must be mixed with sufficient water to produce a very stiff mixture. The consistency shall be such that separation of the mortar from the coarse aggregate will not occur in handling. The water/cementitious material ratio, by weight, shall not exceed 0.44. When slip-form paving equipment is used, the Contractor shall further control concrete consistency to ensure that edge slump conforms to the requirements of Section 5-05.3(11) . Page 5-56 M 41-10
5-05 Cement Concrete Pavement5-05.3(3) Equipment
Equipment necessary for handling materials and performing all parts of the Work shall conform to the following requirements:
5-05.3(3)A Batching Plant and Equipment
1.General – The batching plant shall include bins, weighing hoppers, and scales for the fine aggregate and for each size of coarse aggregate. If cement is used in bulk, a bin, hopper, and separate scale for cement shall be included. The weighing hoppers shall be properly sealed and vented to preclude dusting during operation. The batching plant shall be equipped with a batch counter that cannot be reset and will correctly indicate the number of batches proportioned.
2.Bins and Hoppers – Bins with adequate separate compartments for fine aggregate and for each size of the coarse aggregate shall be provided in the batching plant.
5-05.3(3)B Mixing Equipment
1.General – Concrete may be mixed at a batching plant or wholly or in part in truck mixers. Each mixer shall have attached in a prominent place a manufacturer’s plate showing the capacity of the drum in terms of volume of mixed concrete and the speed of rotation of the mixing drum or blades.
2.Batching Plant – Mixing shall be in an approved mixer capable of combining the aggregates, cement, and water into a thoroughly mixed and uniform weight within the specified mixing period. Mixers shall be cleaned at suitable intervals. The pickup and throw-over blades in the drum shall be repaired or replaced when they are worn down ¾ inch or more. The Contractor shall have available at the jobsite a copy of the manufacturer’s design, showing dimensions and arrangements of the blades in reference to original height and depth, or provide permanent marks on blades to show points of ¾ inch wear from new conditions. Drilled holes ¼ inch in diameter near each end and at midpoint of each blade are recommended.
3.Truck Mixers and Truck Agitators – Truck mixers used for mixing and hauling concrete, and truck agitators used for hauling plant-mixed concrete, shall conform to the requirements of Section 6-02.3(4)A .
4.Nonagitator Trucks – Bodies of nonagitating hauling equipment for concrete shall be smooth, mortar-tight, metal containers and shall be capable of discharging the concrete at a satisfactory controlled rate without segregation. Covers shall be provided when needed for protection. Plant-mixed concrete may be transported in nonagitated vehicles provided that concrete is in a workable condition when placed and:
a.discharge is completed within 45 minutes after the introduction of mixing water to the cement and aggregates, or
b.discharge is completed within 60 minutes after the introduction of mixing water to the cement and aggregates, provided the concrete mix temperature is 70°F or below during placement, or
c.discharge is completed within 60 minutes after the introduction of mixing water to the cement and aggregates, provided the mix contains an approved set retarder at the manufacturer’s minimum dosage rate. M 41-10 Page 5-57 Cement Concrete Pavement 5-055-05.3(3)C Finishing Equipment The standard method of constructing concrete pavement on State Highways shall be with approved slip-form paving equipment designed to spread, consolidate, screed, and float-finish the freshly placed concrete in one complete pass of the machine so a dense and homogeneous pavement is achieved with a minimum of hand finishing. On other roads and on WSDOT projects requiring less than 1,000 square yards of cement concrete pavement or requiring individual placement areas of less than 1,000 square yards, irregular areas, intersections, and at locations inaccessible to slip-form paving equipment, cement concrete pavement may be placed with approved placement and finishing equipment utilizing stationary side forms. Hand screeding and float finishing of cement concrete pavement may only be utilized on small irregular areas as allowed by the Engineer.
5-05.3(3)D Joint Sawing Equipment
The Contractor shall provide approved power driven concrete saws for sawing joints, adequate in number of units and power to complete the sawing at the required rate. The Contractor shall provide at least one standby saw in good working order. An ample supply of saw blades shall be maintained at the site of the Work at all times during sawing operations. The Contractor shall provide adequate artificial lighting facilities for night sawing. All of this equipment shall be on the job both before and continuously during concrete placement. Sawing equipment shall be available immediately and continuously upon call by the Engineer on a 24-hour basis, including Saturdays, Sundays, and holidays.
5-05.3(3)E Smoothness Testing Equipment
Inertial profilers shall meet all requirements of AASHTO M 328 and be certified in accordance with AASHTO R 56 within the preceding 12 months. The inertial profiler operator shall be certified as required by AASHTO R 56 within three years preceding profile measurement. Equipment or operator certification by other states or a profiler certification facility will be accepted provided the certification meets the requirements of AASHTO R 56. Documentation verifying certification by another state shall be submitted to the Engineer a minimum of 14 calendar days prior to profile measurement. Equipment certification documentation shall include the information required by part 8.5 and 8.6 of AASHTO R 56. Operator documentation shall include a statement from the certifying state that indicates the operator is certified to operate the inertial profiler to be used on the project. The decision whether another state’s certification meets the requirements of AASHTO R 56 shall be vested entirely in the Engineer.
5-05.3(4) Measuring and Batching Materials
The batch plant site, layout, equipment, and provisions for transporting material shall ensure a continuous supply of material to the Work.
1.Measuring Materials
a.Aggregates – The fine aggregate and each size of coarse aggregate shall be measured by weighing, the weight for the particular aggregates used being proportional to their respective bulk specific gravities. The weighing of each size of material shall be a separate and distinct operation. Corrections shall be made for variations in weight of materials due to the moisture content. The equipment for weighing aggregates shall conform to the requirements of Section 1-09.2 . Page 5-58 M 41-10
5-05 Cement Concrete Pavementb. Cement – Cement shall be weighed on scales meeting the requirements of
Section 1-09.2 . Adequate provision shall be made to prevent loss of cement between the batch box and the mixer.
c.Water – Water may be measured either by volume or by weight. The accuracy of measuring the water shall be within a range of error of not over 1 percent.
2.Batching Materials – On all projects requiring more than 2,500 cubic yards of concrete for paving, the batching plant shall be equipped to proportion aggregates and cement by weight by means of automatic and interlocked proportioning devices of accepted type.
5-05.3(4)A Acceptance of Portland Cement or Blended Hydraulic Cement Concrete
Pavement Acceptance of portland cement or blended hydraulic cement concrete pavement shall be as provided under statistical or nonstatistical acceptance. Determination of statistical or nonstatistical shall be based on Proposal quantities and shall consider the total of all Bid items involving of a specific class. Statistical acceptance will apply only to Contracts advertised, Awarded and administered by WSDOT, unless specifically provided otherwise in the Special Provisions. Contracting agencies other than WSDOT must specifically invoke statistical acceptance in their Special Provisions if it is desired. Statistical Acceptance, (1) applies only to WSDOT projects, (2) is administered under the provisions of Section 5-05.5 , and (3) will be used for a class of mix when the Proposal quantities for that class of mix is 1,500 cubic yards or greater. Nonstatistical Acceptance will be used (1) for a class of mix when the Proposal quantities for that class of mix is less than 1,500 cubic yards and (2) all contracts advertised, Awarded and administered by agencies other than WSDOT. The point of acceptance will be in accordance with FOP for WAQTC TM 2 or at the point of discharge when a pump is used. Acceptance of Concrete. The concrete producer shall provide a certificate of compliance for each truckload of concrete in accordance with Section 6-02.3(5)B . For the purpose of acceptance sampling and testing, a lot is defined as having a maximum of 15 sublots that was produced for the same class of mix. The final lot may be increased to 25 sublots. All of the test results obtained from the same lot shall be evaluated collectively. The quantity represented by each sample will constitute a sublot. Sampling and testing shall be performed on a random basis at the frequency of one sample per sublot. Sublot size shall be determined to the nearest 10 cubic yards to provide not less than three uniform sized sublots with a maximum sublot size of 500 cubic yards. Acceptance testing for compliance of air content and 28-day compressive strength shall be conducted from samples prepared according to FOP for WAQTC TM 2. Air content shall be determined by conducting FOP for AASHTO T 152. Compressive strength shall be determined by FOP for AASHTO R 100 and FOP for AASHTO T 22. The Contractor shall provide cure boxes in accordance with Section 6-02.3(5)H , and protect concrete cylinders in cure boxes from excessive vibration and shock waves during the curing period in accordance with Section 6-02.3(6)D . Rejection of Concrete
1.Rejection by the Contractor – The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material at no expense to the Contracting Agency. Any such new material will be sampled, tested, and evaluated for acceptance. M 41-10 Page 5-59 Cement Concrete Pavement 5-052. Rejection Without Testing – The Engineer may reject a load that appears defective prior to placement. Material rejected before placement shall not be incorporated into the pavement. No payment will be made for the rejected materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected materials tested, a sample will be taken, and both the air content and strength shall be tested by WSDOT. Payment for rejected material will be based on the results of the one sample, which was taken and tested. If the rejected material fails either test, no payment will be made for the rejected material; in addition, the cost of sampling and testing at the rate of $250.00 per sample shall be borne by the Contractor. If the rejected material passes both tests, the mix will be compensated at a CPF of 1.00 and the cost of the sampling and testing will borne by the Contracting Agency. Statistical Acceptance The results of all acceptance testing performed in the field and the Composite Pay Factor (CPF) of the lot after three sublots have been tested will be available to the contractor through WSDOT’s website. The Specification limits as defined in Section 1-06.2(2)D shall be as follows. The lower Specification limit for Air Content shall be 3 percent, and the upper Specification limit for Air Content shall be 7 percent. The lower Specification limit for compressive strength shall be 4,000 psi. The price adjustment factor (fi) defined in Section 1-06.2(2)D shall be six for compressive strength and four for air content. If either the air content or compressive strength is not measured in accordance with this section its individual pay factor will be considered to be 1.00 in calculating the Composite Pay Factor. For each lot of cement concrete pavement a Cement Concrete Compliance Adjustment will be determined and applied, as follows: CCCA = (CPF – 1.00) × Q × UP Where CCCA = Cement Concrete Compliance Adjustment for a given lot of mixture ($) CPF = Composite Pay Factor for a given lot of cement concrete pavement (maximum is 1.05) Q = Quantity in a given lot cement concrete pavement (cubic yards) as calculated in accordance with Section 5-04 . UP = Unit price of the cement concrete pavement in a given lot ($/cubic yard) Non-Statistical Acceptance Concrete will be accepted based on conformance to the requirement for air content and the compressive strength at 28 days for sublots as tested and determined by the Contracting Agency. The lower Specification limit for air content shall be 3 percent, and the upper Specification limit for air content shall be 7 percent. The lower Specification limit for compressive strength shall be 4,000 psi. Each sublot will be deemed to have met the specified compressive strength requirement when both of the following conditions are met:
1.Individual strength tests do not fall below the lower specification limit for strength by more than 12½ percent, or 500 psi, whichever is least.
2.An individual strength test averaged with the two preceding individual strength tests meets or exceeds the lower specification limit for strength. Page 5-60 M 41-10
5-05 Cement Concrete PavementWhen compressive strengths fail to satisfy one or both of the above requirements, the
Contractor may request acceptance of in-place concrete strength based on core results. This method will not be used if the Engineer determines coring would be harmful to the integrity of the Structure. Cores, if allowed, will be obtained by the Contractor in accordance with FOP for AASHTO T 24 and delivered to the Contracting Agency for testing in accordance with AASHTO T 22. If the concrete in the Structure will be dry under service conditions, the core will be air-dried at a temperature of between 60°F and 80°F and at a relative humidity of less than 60 percent for 7 days before testing, and will be tested air dry. Acceptance for each sublot by the core method requires that the average compressive strength of three cores be at least 85 percent of the specified strength with no one core less than 75 percent of the specified strength. When the Contractor requests strength analysis by coring, the results obtained will be accepted by both parties as conclusive and supersede all other strength data for the concrete sublot. If the Contractor elects to core, cores shall be obtained no later than 50 days after initial concrete placement. The Engineer will concur in the locations to be cored. Repair of cored areas shall be the responsibility of the Contractor. The cost incurred in coring and testing these cores, including repair of core locations, shall be borne by the Contractor.
5-05.3(5) Mixing Concrete
The concrete may be mixed in a batching plant or in truck mixers. The mixer shall be of an approved type and capacity. Mixing time shall be measured from the time all materials are in the drum. Ready-mixed concrete shall be mixed and delivered in accordance with the requirements of Sections 6-02.3(4) , 6-02.3(4)A , and 6-02.3(4)B . When mixed in a batching plant, the mixing time shall not be less than 50 seconds nor more than 90 seconds. The mixer shall be operated at a drum speed as shown on the manufacturer’s nameplate on the mixer. Concrete mixed less than the specified time shall be discarded and disposed of by the Contractor at no expense to the Contracting Agency. The volume of concrete mixed per batch shall not exceed the mixer’s rated capacity, as shown on the manufacturer’s standard rating plate on the mixer. Each concrete mixing machine shall be equipped with a device for counting automatically the number of batches mixed during the day’s operation. Retempering concrete by adding water or by other means will not be permitted.
5-05.3(5)A Limitations of Mixing
Concrete shall not be mixed, placed, or finished when the natural light is inadequate, as determined by the Engineer, unless an adequate and approved artificial lighting system is operated. Mixing and placing concrete shall be discontinued when a descending air temperature in the shade away from artificial heat reaches 40ºF and shall not be resumed until an ascending air temperature in the shade and away from artificial heat reaches 35ºF unless authorized in writing by the Engineer. When mixing and placing is authorized during cold weather, the aggregates may be heated by either steam or dry heat prior to being placed in the mixer. The apparatus used shall heat the mass uniformly and shall be arranged to preclude the possible occurrence of overheated areas which might injure the materials. Unless otherwise authorized, the temperature of the mixed concrete shall be not less than 50ºF and not more than 90ºF at the time of discharge into the hauling conveyance. No concrete shall be mixed with frozen aggregates. M 41-10 Page 5-61 Cement Concrete Pavement 5-055-05.3(6) Surface Preparation The Subgrade surface shall be prepared and compacted a minimum of 3 feet beyond each edge of the area which is to receive concrete pavement in order to accommodate the slip- form equipment. Concrete shall not be placed during a heavy rainfall. Prior to placing concrete:
1.The surface shall be moist;
2.Excess water (e.g., standing, pooling or flowing) shall be removed from the surface.
3.The surface shall be clean and free of deleterious materials.
4.The surface temperature shall not exceed 120°F or be frozen.
5-05.3(7) Placing, Spreading, and Compacting Concrete
5-05.3(7)A Slip-Form Construction
The concrete shall be distributed uniformly into final position by a self-propelled slip-form paver without delay. The alignment and elevation of the paver shall be regulated from outside reference lines established for this purpose, or by an electronic control system capable of controlling the line and grade within required tolerances. The paver shall vibrate the concrete for the full width and depth of the strip of pavement being placed and the vibration shall be adequate to provide a consistency of concrete that will stand normal to the surface with sharp well-defined edges. The sliding forms shall be rigidly held together laterally to prevent spreading of the forms. The plastic concrete shall be effectively consolidated by internal vibration with transverse vibrating units for the full width of pavement and/or a series of equally spaced longitudinal vibrating units. The space from the outer edge of the pavement to the outer longitudinal unit shall not exceed 9 inches. The spacing of internal units shall be uniform and not exceed 18 inches. The term internal vibration means vibration by vibrating units located within the specified thickness of pavement section. The rate of vibration of each vibrating unit shall be not less than 7,500 cycles per minute, and the amplitude of vibration shall be sufficient to be perceptible on the surface of the concrete along the entire length of the vibrating unit and for a distance of at least 1 foot. The frequency of vibration or amplitude shall be varied proportionately with the rate of travel to result in a uniform density and air content. The paving machine shall be equipped with a tachometer or other suitable device for measuring and indicating the actual frequency of vibrations. The concrete shall be held at a uniform consistency. The slip-form paver shall be operated with as nearly a continuous forward movement as possible and all operations of mixing, delivering, and spreading concrete shall be coordinated to provide uniform progress with stopping and starting of the paver held to a minimum. If, for any reason, it is necessary to stop the forward movement of the paver, the vibratory and tamping elements shall also be stopped immediately. No tractive force shall be applied to the machine, except that which is controlled from the machine. When concrete is being placed adjacent to an existing pavement, that part of the equipment which is supported on the existing pavement shall be equipped with protective pads on crawler tracks or rubber-tired wheels on which the bearing surface is offset to run a sufficient distance from the edge of the pavement to avoid breaking the pavement edge. Page 5-62 M 41-10
5-05 Cement Concrete Pavement5-05.3(7)B Stationary Side Form Construction
Side form sections shall be straight, free from warps, bends, indentations, or other defects. Defective forms shall be removed from the Work. Metal side forms shall be used unless other forms are approved by the Engineer. Side forms may be built up by rigidly attaching a section to either top or bottom of forms. If such buildup is attached to the top of metal forms, the buildup shall be of metal. Side forms shall be of sufficient rigidity, both in the form and in the interlocking connection with adjoining forms, that springing will not occur under the weight of grading and paving equipment or from the pressure of concrete. The Contractor shall provide sufficient forms so that there will be no delay in placing the concrete due to lack of forms. Before placing side forms, the underlying material shall be at the proper grade. Side forms shall be placed to the required grade and alignment of the edge of the finished pavement. Wood wedges may be used to adjust the form elevation provided they do not extend into the concrete. The forms shall be firmly supported during the entire operation of placing, compacting, and finishing the pavement. Forms shall be drilled in advance of being placed to line and grade to accommodate tie bars where these are specified. Immediately in advance of placing concrete and after all Subgrade operations are completed, side forms shall be trued and maintained to the required line and grade for a distance sufficient to prevent delay in placing concrete. Side forms shall remain in place at least 12 hours after the concrete has been placed, and in all cases until the edge of the pavement no longer requires the protection of the forms. Curing compound shall be applied to the concrete immediately after the forms are removed. Side forms shall be thoroughly cleaned and oiled each time they are used and before concrete is placed against them. Concrete shall be spread, screeded, shaped, and consolidated by one or more self- propelled machines. These machines shall uniformly distribute and consolidate concrete without segregation so that completed pavement will conform to required cross section with a minimum of handwork. The number and capacity of machines furnished shall be adequate to perform the Work required at a rate equal to that of concrete delivery. Concrete for the full paving width shall be effectively consolidated by means of surface vibrators, in combination with internal vibrators, or by some other method of consolidation that produces equivalent results without segregation. When vibrators are used to consolidate concrete, the rate of vibration shall be not less than 3,500 cycles per minute for surface vibrators and shall be not less than 7,000 cycles per minute for internal vibrators. Amplitude of vibration shall be sufficient to be perceptible on the surface of the concrete more than 1 foot from the vibrating element. The Contractor shall furnish a tachometer or other suitable device for measuring and indicating frequency of vibration. Power to vibrators shall be connected so that vibration ceases when forward or backward motion of the machine is stopped. M 41-10 Page 5-63 Cement Concrete Pavement 5-055-05.3(8) Joints Joints in cement concrete pavement will be designated as longitudinal and transverse contraction joints, longitudinal and transverse construction joints, or isolation joints, and shall be constructed as shown in the Plans and in accordance with the following provisions: All contraction joints shall be constructed at the locations, intervals, and depths shown in the Standard Plans . The faces of all joints shall be constructed perpendicular to the surface of the cement concrete pavement.
5-05.3(8)A Contraction Joints
All transverse and longitudinal contraction joints shall be formed with suitable power- driven concrete saws. The Contractor shall provide sufficient sawing equipment capable of completing the sawing to the required dimensions and at the required rate to control cracking. The Contractor shall provide adequate artificial lighting facilities for night sawing. Joints shall not vary from the specified or indicated line by more than ¾ inch. Commencement of sawing transverse contraction joints will be dependent upon the setting time of the concrete and shall be done at the earliest possible time following placement of the concrete without tearing or raveling the adjacent concrete excessively. Longitudinal contraction joints shall be sawed as required to control cracking and as soon as practical after the initial control transverse contraction joints are completed. Damage to the curing material shall be repaired immediately after the sawing is completed. When cement concrete pavement is placed adjacent to existing cement concrete pavement, the vertical face of all existing working joints shall be covered with a bond- breaking material such as polyethylene film, roofing paper, or other material as approved by the Engineer. At all such locations, whether in a longitudinal or transverse joint, the joint shall be sawed and sealed as required by Section 5-03. Measurement and payment for this work shall be as provided in Section 5-03.
5-05.3(8)B Sealing Sawed Contraction Joints
Sealing sawed contraction joints shall be in accordance with Section 5-03 .
5-05.3(8)C Construction Joints
When placing of concrete is discontinued for more than 45 minutes, a transverse construction joint shall be installed. Construction joints shall be as shown in the Standard Plans . Transverse construction joints shall be constructed between cement concrete pavement and reinforced concrete bridge approach slabs. All transverse and longitudinal construction joints, including the joint between new and existing pavement when widened, shall be sawed and sealed in accordance with Section 5-03.3 . Measurement and payment for this work shall be as provided in Section 5-03.
5-05.3(8)D Isolation Joints
Premolded joint filler in accordance with Section 9-04.1(2) shall be placed as detailed in the Plans through the full depth of concrete pavement when drainage features are placed within the concrete pavement.
5-05.3(9) Joint Matching Pre-Existing Pavement Joints
Prior to paving new PCCP in a driving lane or portion of a driving lane, which is longitudinally adjacent to pre existing pavement, which is to remain at completion of the project, grind a minimum three feet of the pre-existing adjacent pavement edge in Page 5-64 M 41-10
5-05 Cement Concrete Pavementa manner that provides for the following. These requirements apply without regard to
whether the pre-existing pavement is Portland cement or bituminous, and without regard to whether the new or existing pavement is in a lane, gore, or shoulder.
1.Leave no vertical edge in the pre-existing pavement deeper than 1/8inch.
2.The elevation of the new PCCP at the longitudinal joint with the pre-existing pavement shall match the elevation of the ground edge, ± 1/8-inch.
3.The equipment for grinding the existing pavement shall meet the requirements of Section 5-01.3(1)B .
4.The ground area shall meet the surface finish requirements of Section 5-01.3(9)A .
5.The full width of the new PCCP shall meet the surface smoothness requirements of
5-05.3(10) Tie Bars and Corrosion Resistant Dowel Bars
Tie bars shall be placed at all longitudinal contraction and construction joints, in accordance with the requirements shown in the Standard Plans . In addition, tie bars shall be installed when concrete Shoulders are placed as a separate operation or when widening existing pavement. Tie bars shall be placed at longitudinal construction joints between lanes in a manner that the individual bars are located at the required elevation and spaced as shown in the Standard Plans and in a manner that the vertical edge of the concrete is not deformed or otherwise damaged during placement of the bars. Placement tolerances for tie bars shall be within 1 inch of the middle of the concrete slab, within 1 inch of being centered over the joint and placed parallel or perpendicular to centerline within 1 inch of the vertical and horizontal plane. Corrosion resistant dowel bars will be required for the construction joint at the end of paving operations each day and they shall be placed in accordance with the Standard Plans . Corrosion resistant dowel bars shall be placed at all transverse contraction joints as shown in the Contract or in accordance with the Standard Plans . All dowel bars shall have a parting compound, such as curing compound, grease or other Engineer approved equal applied to them prior to placement. Dowel bars delivered to the project that displays rust/ oxidation, pinholes, questionable blemishes, or deviates from the round will be rejected. The Contractor shall furnish a Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 , including mill test report verifying conformance to the requirements of Section 9-07.5(2) as well as written certification identifying the patching material, when applicable, used at cut dowel bar ends. Only one type of corrosion resistant dowel bars will be allowed per contract; intermixing of different corrosion resistant dowel bar types will not be allowed. Placement tolerances for dowel bars shall be within 1 inch of the middle of the concrete slab, within 1 inch of being centered over the transverse joint and parallel to centerline within ½ inch of the vertical and the horizontal plane. Cutting of stiffeners within the dowel bar cage is not allowed. When fresh concrete pavement is to be placed against pre-project existing cement concrete pavement, tie bars shall be drilled and set into the existing pavement with an epoxy bonding agent in accordance with the Standard Plans and specified tolerances for placement of tie bars. The epoxy-bonding agent shall be either Type I or IV epoxy resin as specified in Section 9-26 . The Contractor may use any method for drilling the holes, provided the method selected does not damage the existing concrete. Damage caused by the Contractor’s operations shall be repaired by the Contractor at no cost to the Contracting Agency in accordance with Section 1-07.13 . M 41-10 Page 5-65 Cement Concrete Pavement 5-05The tie bar holes shall be clean before grouting. The bar shall be centered in the hole for the full length of embedment before grouting. The grout shall then be pumped into the hole around the bar in a manner that the back of the hole will be filled first. Blocking or shimming shall not impede the flow of the grout into the hole. Dams, if needed, shall be placed at the front of the holes to confine the grout. The dams shall permit the escape of air without leaking grout and shall not be removed until grout has cured in the hole.
5-05.3(11) Finishing
The final pavement surface shall be a tined finish or a finish produced by cement concrete pavement grinding.
5-05.3(11)A Tined Finish
After the concrete has been given a preliminary finish by means of finishing devices incorporated in the slip-form paving equipment, the surface of the fresh concrete shall be checked by the Contractor with a straightedge device not less than 10 feet in length. High areas indicated by the straightedge device shall be removed by the hand-float method. Each successive check with the straightedge device shall lap the previous check path by at least ½ of the length of the straightedge. The requirements of this paragraph may be waived if it is successfully demonstrated that other means will consistently produce a surface with a satisfactory Mean Roughness Index and meeting the 10-foot straightedge requirement specified in Section 5-05.3(12) . Edge slump of the pavement, exclusive of specified edging, in excess of ¼ inch tolerance shall be corrected before the concrete has hardened. If edge slump on any 1 foot or greater length of hardened concrete exceeds 1 inch, the concrete shall be repaired as provided in Section 5-05.3(22) . In advance of curing operations, the pavement shall be given an initial and a final texturing. Initial texturing shall produce striations parallel with the centerline using an artificial grass type carpeting meeting the following requirements:
1.Molded polyethylene pile face.
2.Blade length from 5/8 to 1 inch; and
3.Total weight of at least 70 ounces per square yard. Final texturing shall be performed with a wire comb tine device that will produce grooves parallel with the centerline. The wire comb tine device shall be operated within 5 inches, but not closer than 3 inches, of pavement edges. Artificial grass type carpeting and tine devices shall be installed on self-propelled equipment having external alignment control. The installation shall be such that, when texturing, the area of artificial grass type carpeting in contact with the pavement surface shall be maintained constant at all times. Artificial grass type carpeting and tine devices shall be provided with positive elevation control. Downward pressure on pavement surface shall be maintained at all times during texturing so as to achieve uniform texturing without measurable variations in pavement profile. Self-propelled texturing machines shall be operated so that travel speed when texturing is maintained constant. Failure of equipment to conform to all provisions in this paragraph shall constitute cause for stopping placement of concrete until the equipment deficiency or malfunction is corrected. The wire comb of the final texturing device shall be rectangular in cross section, 3/32 to 1/8 inch wide, on ¾-inch centers, ± 1/8-inch, and of sufficient length, thickness, and resilience to form grooves approximately 1/8 inch deep in the fresh concrete surface. Final texture shall be uniform in appearance with substantially all of the grooves having a depth between 1/16 and 3/16 inch. Page 5-66 M 41-10
5-05 Cement Concrete PavementOn projects requiring less than 1,000 square yards of cement concrete pavement, for
irregular areas or areas not accessible to slip-form pavers, the surface finish may be either longitudinal tined or transverse tined. Transverse tining shall be done by texturing with a wire comb perpendicular to the centerline of the pavement. The wire comb tines shall be rectangular in cross section, 3/32 to 1/8 inch wide, on ½-inch centers ± 1/8 inch, and of sufficient length, thickness, and resilience to form grooves approximately 1/8 inch deep in the fresh concrete surface. Final texture shall be uniform in appearance with substantially all of the grooves having a depth between 1/16 to 3/16 inch. Finishing shall take place with the elements of the wire comb as nearly perpendicular to the concrete surface as is practical, to eliminate dragging the mortar. If the tining equipment has not been previously approved, a test section shall be constructed prior to approval of the equipment. Regardless of the surface finish, if the pavement has a raised curb without a formed concrete gutter, the texturing shall end 2 feet from the curb line.
5-05.3(11)B Cement Concrete Pavement Grinding Finish
The entire pavement surface shall be ground to produce a uniform corduroy like texture. The final surface shall comply with Section 5-01.3(9)A . Cement Concrete Pavement receiving a ground surface finish shall not be open to traffic until grinding is complete.
5-05.3(12) Surface Smoothness
Pavement surface smoothness for this project will include International Roughness Index (IRI) testing. The Contractor shall perform IRI testing on each through lane, climbing lane, and passing lane, greater than 0.25 mile in length and these lanes will be subject to incentive/disincentive adjustments. Ride quality will be evaluated using the Mean Roughness Index (MRI) calculated by averaging the IRI data for the left and right wheel path within the section. Ramps, shoulders and tapers will not be included in MRI testing for pavement smoothness and will not be subject to incentive adjustments. All Work is subject to parallel and transverse 10-foot straightedge requirements, corrective work and disincentive adjustments. Operate the inertial profiler in accordance with AASHTO R 57. Collect two longitudinal traces, one in each wheel path. Collect profile data after completion of all concrete paving on the project in a continuous pass including areas excluded from pay adjustments. Provide notice to the Engineer a minimum of seven calendar days prior to testing. Within 30 calendar days after the Contractor’s testing, the Engineer may perform verification testing. If the verification testing shows a difference in MRI greater than the percentages shown in Table 2 of AASHTO R 54 the following resolution process will be followed:
1.The profiles, equipment and procedures will be evaluated to determine the cause of the difference.
2.If the cause of the discrepancy cannot be resolved the pavement shall be retested with both profilers at a mutually agreed time. The two profilers will test the section within 30 minutes of each other. If the retest shows a difference in MRI equal or greater than the percentages shown in Table 2 of AASHTO R 54 the Engineer’s test results will be used to establish pay adjustments. M 41-10 Page 5-67 Cement Concrete Pavement 5-05Surface smoothness of travel lanes not subject to MRI testing will be measured with a 10-foot straightedge no later than 5:00 p.m. of the day following the placing of the concrete. The completed surface of the wearing course shall not vary more than 1/8 inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline. Smoothness perpendicular to the centerline will be measured with a 10-foot straightedge across all lanes with the same cross slope, including shoulders when composed of cement concrete pavement. The overlapping 10-foot straightedge measurement shall be discontinued at a point 6 inches from the most extreme outside edge of the finished cement concrete pavement. The completed surface of the wearing course shall not vary more than ¼ inch from the lower edge of a 10-foot straightedge placed on the surface perpendicular to the centerline. Deviations in excess of the above tolerances shall be corrected. The Contractor shall evaluate profiles for acceptance, incentive payments, disincentive payments, or corrective action using the current version of ProVAL and provide the results including the profile data in unfiltered electronic Engineering Research Division (ERD) file format to the Engineer within 2 calendar days of completing testing each section of pavement. If the profile data files are created using an export option in the manufacturer’s software where filter settings can be specified, use the filter settings that were used to create data files for certification. Analyze the entire profile omitting the following:
1.Areas specifically identified in the Contract.
2.The first 100 feet after the start of the paving operations.
3.The last 100 feet prior to the end of the paving operation.
4.The first 100 feet on each side of bridge Structures and bridge approach slabs. Report the MRI results in inches per mile for each 52.8 foot section and horizontal distance measurements in project stationing to the nearest foot. Include pay adjustments in the results. The Engineer will verify the analysis. Corrective work for pavement smoothness may be taken by the Contractor prior to MRI testing. After completion of the MRI testing the Contractor shall measure the smoothness of each 52.8-foot section with an MRI greater than 125 inches per mile with a 10-foot straightedge within 14 calendar days or as allowed by the Engineer. The Contractor shall identify all locations that require corrective work and provide the straight edge measurements at each location that exceeds the allowable limit to the Engineer. If all measurements in a 52.8-foot section comply with smoothness requirements, the Contractor shall provide the maximum measurement to the Engineer and a statement that corrective work is not required. Unless allowed by the Engineer, corrective work shall be taken by the Contractor for pavement identified by the Contractor or Engineer that does not meet the following requirements:
1.The completed surface shall be of uniform texture, smooth, uniform as to crown and grade, and free from defects of all kinds.
2.The completed surface shall not vary more than ⅛ inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline.
3.The completed surface shall vary not more than ¼ inch in 10 feet from the rate of transverse slope shown in the Plans. Page 5-68 M 41-10
5-05 Cement Concrete PavementAll corrective work shall be completed at no additional expense, including traffic control,
to the Contracting Agency. Corrective work shall not begin until the concrete has reached its design strength unless allowed by the Engineer. Pavement shall be repaired by one or more of the following methods:
1.Diamond grinding; repairs shall not reduce pavement thickness by more than ¼ inch less than the thickness shown in the Plans. When required by the Engineer, the Contractor shall verify the thickness of the concrete pavement by coring. Thickness reduction due to corrective work will not be included in thickness measurements for calculating the Thickness Deficiency in Section 5-05.5(1)A .
2.Removal and replacement of the cement concrete pavement.
3.By other method allowed by the Engineer. For repairs following MRI testing the repaired area shall be checked by the Contractor with a 10-foot straightedge to ensure it no longer requires corrective work. With concurrence of the Engineer an inertial profiler may be used in place of the 10-foot straight edge. If correction of the roadway as listed above either will not or does not produce satisfactory results as to smoothness or serviceability the Engineer may accept the completed pavement and a credit will be calculated in accordance with Section 5-05.5 . The credit will be in addition to the price adjustment for MRI. Under these circumstances, the decision whether to accept the completed pavement or to require corrective work as described above shall be vested entirely in the Engineer.
5-05.3(13) Curing
Immediately after the finishing operations have been completed and as soon as marring of the concrete will not occur, the entire surface of the newly placed concrete shall be cured in accordance with one of the following methods the Contractor may elect.
5-05.3(13)A Curing Compound
Liquid membrane-forming concrete curing compound Type 2 meeting the requirements of Section 9-23.2 shall be applied to the entire area of the exposed surface of the concrete with an approved mechanical spray machine. The spray fog shall be protected from the wind with an adequate shield. It shall be applied uniformly at the rate of one gallon to not more than 150-square feet. The compound shall be applied with equipment of the pressure tank or pump type equipped with a feed tank agitator which ensures continuous agitation of the compound during spraying operations. The nozzle shall be of the two-line type with sufficient air to properly atomize the compound. The curing compound shall not be applied during or immediately after rainfall. If it becomes necessary to leave the pavement uncoated overnight, it shall be covered with polyethylene sheeting, which shall remain in place until weather conditions are favorable for the application of the curing compound. In the event that rain falls on the newly coated pavement before the film has dried sufficiently to resist damage, or in the event of damage to the film from any cause, the Contractor shall apply a new coat of curing compound in one or two applications to the affected area at the rate which, in the opinion of the Engineer, will result in a film of curing value equal to that specified in the original coat. M 41-10 Page 5-69 Cement Concrete Pavement 5-05Before placing the curing compound in the spray tank, it shall be thoroughly agitated as recommended by the Manufacturer. The compound shall not be diluted by the addition of solvents nor be altered in any manner. If the compound has become chilled to the extent that it is too viscous for proper stirring or application or if portions of the vehicle have been precipitated from solution, it shall be heated to restore proper fluidity but it shall not be heated above 100ºF. All curing compound shall have approval prior to placing in the spray tanks. The curing compound shall be applied immediately after the concrete has been finished and after bleed water that has collected on the surface has disappeared, or at a time designated by the Engineer. If hair checking develops in the pavement before finishing is completed, the Engineer may order the application of the curing compound at an earlier stage, in which event any concrete cut from the surface in finishing operations shall be removed entirely from the pavement. If additional mortar is then needed to fill torn areas, it shall be obtained ahead of the spraying operations. All areas cut by finishing tools subsequent to the application of the curing compound shall immediately be given new applications at the rate specified above. The curing compound, after application, shall be protected by the Contractor from injury until the pavement has reached a minimum compressive strength of 2,500 psi. All traffic, either by foot or otherwise, shall be considered as injurious to the film of the applied compound. The Contractor shall provide on the job a sufficient quantity of white polyethylene sheeting to cover all the pavement laid in 3 hours of maximum operation. This sheeting shall be reserved exclusively for the protection of the pavement in case of rain or breakdown of the spray equipment used for applying the curing compound. The protective sheeting shall be placed over the pavement when ordered, and in the manner specified by the Engineer. Areas from which it is impossible to exclude traffic shall be protected by a covering of sand or earth not less than 1 foot in thickness or by other suitable and effective means. The protective covering shall be placed no earlier than 24 hours after application of the compound. The Contractor shall assume all liabilities for and protect the Contracting Agency from any damages or claims arising from the use of materials or processes described herein.
5-05.3(13)B White Polyethylene Sheeting
The sheeting shall be placed over the pavement immediately after finishing operations are completed, or at a time designated by the Engineer. The sheeting shall be laid so that individual sheets overlap at least 2 feet, and the lapped areas shall be held in close contact with the pavement by weighting with earth or boards to prevent movement by the wind. The sheeting shall extend downward to cover the edges of the pavement and shall be secured to the Subgrade with a continuous bank of earth or surfacing material. All holes occurring in the sheeting shall be patched. The sheeting shall be maintained against injury and remain in place until the pavement has reached a minimum compressive strength of 2,500 psi.
5-05.3(13)C Wet Curing
Wet curing shall be accomplished by applying a continuous fog or mist spray to the entire pavement surface until it has reached a minimum compressive strength of 2,500 psi. If water runoff is not a concern, continuous sprinkling is acceptable. Sprinkling shall not begin until the concrete has achieved initial set as determined by AASHTO T 197 or other approved method. Page 5-70 M 41-10
5-05 Cement Concrete Pavement5-05.3(14) Cold Weather Work
When the air temperature is expected to reach the freezing point during the day or night and the pavement has not reached the greater of 50 percent of its design strength or 2,500 psi, the concrete shall be protected from freezing. The Contractor shall, at no expense to the Contracting Agency, provide a sufficient supply of straw, hay, grass, earth, blankets, or other suitable blanketing material and spread it over the pavement to a sufficient depth to prevent freezing of the concrete. The Contractor shall be responsible for the quality and strength of the concrete thus cured. All concrete injured by frost action or freezing shall be removed and replaced at the Contractor’s expense in accordance with these Specifications.
5-05.3(15) Concrete Pavement Construction in Adjacent Lanes
Unless otherwise shown in the Plans or in the Special Provisions, the pavement shall be constructed in multiple lanes; that is, two or more adjacent lanes paved in a single operation. Longitudinal contraction joints shall be used between adjacent lanes that are paved concurrently, and construction joints shall be used when lanes are paved separately. Tie bars shall be installed during initial lane construction. The Contractor shall replace, at no expense to the Contracting Agency, all panels on the new pavement that are cracked or broken as a result of the Contractor’s operations.
5-05.3(16) Protection of Pavement
The Contractor shall protect the pavement and its appurtenances from damage. Protection shall include personnel to direct traffic and the erection and maintenance of warning signs, lights, barricades, temporary take-down bridges across the pavement with adequate approaches, and whatever other means may be necessary to accommodate local traffic and to protect the pavement during the curing period or until opened to traffic as determined by the Engineer. The operation of construction equipment on the new pavement will not be allowed until the pavement has developed a compressive strength of 2,500 psi as determined from cylinders, made at the time of placement, cured under comparable conditions, and tested in accordance with FOP for AASHTO T 22. Exceptions would be one track from a slip-form paving machine when paving adjacent lanes or light vehicles required for sawing operations or taking cores. Placement of Shoulder material may commence when the pavement has developed a compressive strength of 1,800 psi as determined from cylinders made at the time of placement, cured under comparable conditions, and tested in accordance with AASHTO T22 as long as construction equipment is not operated on the new pavement. A continuous barrier of the design shown in the Plans shall be constructed and maintained along the edge of the pavement being constructed and adjacent to the portion of the Roadway used for traffic. The barriers shall be left in place until the new pavement is ready to be opened to traffic and shall then be removed by the Contractor. All damage to the pavement occurring prior to final acceptance shall be replaced or repaired in accordance with Section 5-05.3(22) .
5-05.3(17) Opening to Traffic
The pavement may be opened to traffic when the concrete has developed a compressive strength of 2,500 psi as determined from cylinders, made at the time of placement, cured under comparable conditions, and tested in accordance with FOP for AASHTO T 22. Fabrication, curing, and testing of cylinders to measure early strength shall be the responsibility of the Contractor. The Contractor shall obtain the services of an independent Laboratory to perform these activities and these laboratories shall be approved by the Engineer. At the Contractor’s option, the time for opening pavement may M 41-10 Page 5-71 Cement Concrete Pavement 5-05be determined through the use of the maturity test in accordance with ASTM C1074. The Contractor shall develop the maturity-strength relationship and provide maturity curves along with supporting data for approval by the Engineer. The Contractor shall furnish all equipment, including thermal or maturity meter, thermocouples, wire, and qualified personnel to monitor maturity and provide information to the Engineer. Field procedures to monitor maturity shall be submitted to the Engineer for approval prior to use. The pavement shall not be opened to traffic until the maturity-strength relationship shows the pavement has a compressive strength of 2,500 psi and approved by the Engineer. The pavement shall be cleaned prior to opening to traffic. All costs associated with early-strength cylinders shall be at the Contractor’s expense.
5-05.3(18) Vacant
5-05.3(19) Vacant
5-05.3(20) Vacant
5-05.3(21) Vacant
5-05.3(22) Repair of Defective Pavement
Cracked panels, spalled panels or panels that otherwise do not meet Contract requirements shall be replaced or repaired as specified at no expense to the Contracting Agency. Defective panels shall be repaired in accordance with Section 5-01.3(4) and the following:
1.Partial panel replacement meeting the requirements of Section 5-01.3(4)B will be allowed if approved by the Engineer.
2.Materials for replacement panels shall be in accordance with Section 5-05.2 . Concrete mix design used for replacement panels shall be in accordance with Sections 5-05.3(1) and 5-05.3(2) .
3.Damaged base or subbase shall be replaced using the same material and thickness as required by the contract for the cement concrete pavement replaced. There shall be no additional compensation for replacing the base or subbase. Spalls and unsound concrete shall be repaired in accordance with Section 5-01.3(5) and the following:
1.Spalls or unsound concrete that intersect transverse joints in the wheel path greater than 1 inch in width as measured parallel to centerline, greater than 3 inches in width measured along the transverse joint and greater than 1 inch in depth at the deepest point require panel replacement. The wheel path is defined as the portion of the panel between 1.5 feet and 4.5 feet from the nearest edge stripe or lane stripe of a 12-foot travel lane. The Engineer will determine the location of the wheel path in other configurations.
2.Spalls or unsound concrete within 1 foot of a doweled transverse joint where the bottom of the repair is less than 3 inches from the top of dowel bar require panel replacement.
3.Spalls or unsound concrete in other locations less than 6 inches in both width and length and having a depth of no more than 1 inch at the deepest location may be filled with Polymer Modified Asphalt Mastic in accordance with Section 9-06.2(1)C with approval of the Engineer. Spalls filled with Polymer Modified Asphalt Mastic do not require perimeter saw cuts and 2 inch removal of additional sound material. Surface smoothness of repairs shall meet the straightedge requirements for travel lanes not subject to MRI testing in Section 5-05.3(12) . Opening to traffic shall meet the requirements of Section 5-05.3(17) . Page 5-72 M 41-10
5-05 Cement Concrete Pavement5-05.4 Measurement
Cement concrete pavement will be measured by the cubic yard for the completed pavement. The volume will be determined from measurements taken as listed below.
1.The width measurement will be the width of the pavement shown on the typical cross-section in the Plans, additional widening where called for, or as otherwise specified in writing by the Engineer.
2.The length will be measured along the center of each Roadway or ramp.
3.The depth shall be determined in accordance with Section 5-05.5(1) . The depth utilized to calculate the volume shall not exceed the Plan depth plus 0.04 feet. The volume of cement concrete pavement in each thickness lot shall equal the measured length × width × thickness measurement. Corrosion resistant dowel bar will be measured per each for the actual number of bars used in the completed Work. Tie bar with drill hole will be measured per each for the actual number of bars used in the completed Work. Tie bars with drill holes in cement concrete pavement placed under the Contract will not be measured. PCCP Joint Matching will be measured by the linear foot measured along the longitudinal joint.
5-05.5 Payment
Payment will be made for each of the following Bid items that are included in the Proposal: “Cement Conc. Pavement”, per cubic yard. The unit Contract price per cubic yard for “Cement Conc. Pavement” shall be full compensation for all costs incurred to carry out the requirements of Section 5-05 , except for those costs included in other items, which are included in this Subsection and are included in the Proposal. All costs associated with performing the magnetic pulse induction thickness testing shall be included in the unit Contract price per cubic yard for “Cement Conc. Pavement”. “Corrosion Resistant Dowel Bar”, per each. The unit Contract price per each for “Corrosion Resistant Dowel Bar” shall be full payment for furnishing and installing corrosion resistant dowel bars and all costs for drilling holes, placing dowel bars with baskets, furnishing and installing parting compound and all other costs associated with completing the installation of corrosion resistant dowel bars. “Tie Bar with Drill Hole”, per each. The unit Contract price per each, “Tie Bar with Drill Hole” shall be full payment for furnishing, and installing tie bars and all costs for drilling holes, and all other costs associated with installation of tie bars. All costs for tie bars with drill holes in cement concrete pavement placed under the Contract shall be included in the unit Contract price per cubic yard for “Cement Conc. Pavement”. “PCCP Joint Matching”, per linear foot. The unit Contract price per linear foot, “PCCP Joint Matching”, shall be full payment for PCCP Joint Matching except at locations where the Contract requires PCCP pavement grinding in accordance with Section 5-01.3(10) , in which case no payment will be made under the bid item “PCCP Joint Matching”. M 41-10 Page 5-73 Cement Concrete Pavement 5-05“Ride Smoothness Compliance Adjustment”, by calculation. Smoothness Compliance Adjustments will be based on the requirements in Section
5-05.3(12) and the following calculations:
1.Final MRI acceptance and incentive/disincentive payments for pavement smoothness will be calculated as the average of the ten 52.8-foot sections in each 528 feet in accordance with the price adjustment schedule.
a.For sections of a lane that are a minimum of 52.8 feet and less than 528 feet, the price adjustment will be calculated using the average of the 52.8 foot MRI values and the price adjustment prorated for the length of the section.
b.MRI values per 52.8-feet that were measured prior to corrective work will be included in the 528 foot price adjustment for sections with corrective work.
2.In addition to the price adjustment for MRI a smoothness compliance adjustment will be calculated in the sum of minus $1000.00 for each and every section of single traffic lane 52.8 feet in length in that does not meet the 10-foot straight edge requirements in Section 5-05.3(12) after corrective Work. Page 5-74 M 41-10
5-05 Cement Concrete PavementPrice Adjustment Schedule
MRI for each 528 ft. section in. / mi.Pay Adjustment Schedule $ / 0.10 mi. < 30 2400 30 2400 31 2320 32 2240 33 2160 34 2080 35 2000 36 1920 37 1840 38 1760 39 1680 40 1600 41 1520 42 1440 43 1360 44 1280 45 1200 46 1120 47 1040 48 960 49 880 50 800 51 720 52 640 53 560 54 480 55 400 56 320 57 240 58 160 59 80 60 0 61 0 62 0 63 0 64 0 65 0 66 0 67 0 68 0 69 0 70 0 71 0 72 0 73 0 74 0 75 0 76 -80 77 -160Price Adjustment Schedule MRI for each 528 ft. section in. / mi.Pay Adjustment Schedule $ / 0.10 mi. 78 -240 79 -320 80 -400 81 -480 82 -560 83 -640 84 -720 85 -800 86 -880 87 -960 88 -1040 89 -1120 90 -1200 91 -1280 92 -1360 93 -1440 94 -1520 95 -1600 96 -1680 97 -1760 98 -1840 99 -1920 100 -2000 101 -2080 102 -2160 103 -2240 104 -2320 105 -2400 106 -2480 107 -2560 108 -2640 109 -2720 110 -2800 111 -2880 112 -2960 113 -3040 114 -3120 115 -3200 116 -3280 117 -3360 118 -3440 119 -3520 120 -3600 121 -3680 122 -3760 123 -3840 124 -3920 ≥125 -4000 “Cement Concrete Compliance Adjustment”, by calculation. Payment for “Cement Concrete Compliance Adjustment” will be calculated and paid as described in Section 5-05.3(4)A and the Pavement Thickness Deficiency as described in Section 5-05.5(1) . M 41-10 Page 5-75 Cement Concrete Pavement 5-055-05.5(1) Pavement Thickness Cement concrete pavement shall be constructed in accordance with the thickness requirements in the Plans and Specifications. Tolerances allowed for Subgrade construction and other provisions, which may affect thickness, shall not be construed to modify such thickness requirements. The thickness measurement for pavement receiving a ground surface shall be the measurement after grinding. Thickness measurements in each lane shall comply with the following: Thickness Testing of Cement Concrete Pavement Thickness Lot Size 15 panels maximum Thickness test location determined by Engineer will select testing locations in accordance with WSDOT TM 716 method B. Sample method AASHTO T 359 Sample preparation performed by Contractor provides, places, and secures disks in the presence of the Engineer1 Measurement method AASHTO T 359 Thickness measurement performed by Contractor, in the presence of the Engineer2 1Reflectors shall be located at within 0.5 feet of the center of the panel. The Contractor shall supply a sufficient number of 300 mm-diameter round reflectors meeting the requirements of AASHTO T 359 to accomplish the required testing. 2The Contractor shall provide all equipment and materials needed to perform the testing. Thickness measurements shall be rounded to the nearest 0.01 foot. Each thickness test location where the pavement thickness is deficient by more than 0.04 foot, shall be subject to price reduction or corrective action shall be in accordance with the following. Thickness Deficiency Price Reduction or Corrective Action 0.04’ < Thickness Deficiency ≤ 0.06’ 10% Price Reduction 0.06’ < Thickness deficiency ≤ 0.08’ 25% Price Reduction Thickness deficiency > 0.08’ Remove and replace the panels or the panels may be accepted with no payment at the discretion of the Engineer. The price reduction shall be computed by multiplying the percent price reduction in the table above by the unit Contract price by the volume of pavement represented by the thickness test lot. Additional cores may be taken by the Contractor to determine the limits of an area that has a thickness deficiency greater than 0.04 feet. Cores shall be taken at the approximate center of the panel. Only the panels within the limits of the deficiency area as determined by the cores will be subject to a price reduction or corrective action. The cores shall be taken in the presence of the Engineer in accordance with AASHTO T 24 and delivered to the Engineer for measurement in accordance with AASHTO T 148. All costs for the additional cores including filling the core holes with patching material meeting the requirements of Section 9-20 will be the responsibility of the Contractor.
5-05.5(1)A Vacant
5-05.5(1)B Vacant
Page 5-76 M 41-10
5-05 Cement Concrete Pavement
Source: Washington Standard Specifications for Road, Bridge, and Municipal Construction, 2024 Edition. Pages 332–354 of 1,151.