451Reinforced Portland Cement Concrete Pavement

ITEM 451 REINFORCED PORTLAND CEMENT CONCRETE PAVEMENT

451.01Description. This work consists of constructing a pavement composed of reinforced portland

cement concrete on a prepared surface.

451.02Materials. Furnish materials conforming to:

Concrete, * Class RCA ................ Supplement 1117 Joint sealer ....................................... 705.04 Preformed filler ................................ 705.03 Curing materials ................ 705.05, 705.06, 705.07 Type 2 Tiebar steel, epoxy coated................ 709.00 Reinforcing steel .... 709.09, 709.10, 709.12 Dowel bars and basket assemblies ......................................... 709.07, 709.13 * Use of Recycled Concrete aggregate as part of a concrete mix can be accepted with conformance to Supplement 1117

451.03Pavement Quality Control. When the concrete pavement bid item includes “with QC/QA”,

provide complete quality control of the concrete manufacturing, placing and curing operations and quality control testing of the work conforming to Item 455. The Engineer will review and accept the plan prior to beginning of any paving operations. When the concrete pavement bid item includes “with QC/QA” the Engineer will perform Quality Assurance conforming to 455.

451.04Equipment. Furnish self -propelled spreading and finishing machines capable of

consolidating and finishing the concrete and producing a finished surface meeting the requirements specified. Ensure that all paving equipment is operated in a manner that does not result in segregation of the mixture or loss of air entrainment in the mixture. Construct mainline pavement using slip form paving in accordance with 451.04 A. Construct small, short sections, or irregular pavement areas, as determined by the Engineer , in accordance with 451.04 B. Construct ramps and secondary roads in accordance with 451.04 C.

spread, consolidate, screed, and finish the freshly placed concrete in one complete pass of the machine and with a minimum of hand finishing providing a dense and homogeneous pavement. Consolidate the full width and depth of concrete pavement placed by a single pass of approved internal vibrators. Operate the vibrators at a frequency range of 7000 to 11,000 impulses per minute. Attach vibrators to either the spreading or finishing equipment in such a manner that they do not come in contact with preset dowel basket assemblies, the subgrade, reinforcing mesh, or side forms. Do not operate vibrators in a manner to cause a separation of the mix ingredients (segregation); i.e., either a downward displacement of large aggregate particles or an accumulation of laitance on the surface of the concrete. Avoidance of segregation may require reduction in the vibration frequency within the 260 range specified when forward motion of the paver is reduced. Connect the power to all vibrators so they stop when the machine motion is stopped. Stop paving operations if any vibrator fails to operate within the above specified range. Provide an electronic monitoring device that displays the operating frequency of each internal vibrator when paving mainline, ramps, acceleration/deceleration lanes, and collector distributor lanes. Ensure the monitoring device has a readout display near t he paver operator’s controls visible to the operator and the Engineer . Operate the monitoring device continuously while paving and display all vibrator frequencies with manual or automatic sequencing among individual vibrators. Using the monitoring system, record the following minimum information: time of day, station location, paver track speed, and the frequency of each individual vibrator. Make recordings after each 25 feet (8 m) of paving or after 5-minute intervals of time. If not using a monitoring system with a recorder, make and record readings every 30 minutes. Provide vibration data, in electronic format, to the Engineer prior to the next concrete placement. Electronic vibration monitoring devices are not required for paving machines used to construct gores. When electronic monitoring devices are not required, use a tachometer or similar device to demonstrate to the Engineer the paving equipment vibration meets specification. Operate the slip form paver with as nearly a continuous forward movement as possible. Coordinate all operations of mixing, delivering, and spreading concrete to provide uniform progress with minimal stopping and starting of the paver. If for any reason it is necessary to stop the forward movement of the paver, immediately stop the consolidation devices. Unless controlled from the machine, do not apply any other tractive force to the machine. Accurately control the finish grade of the pavement from a pre -set grade line parallel to the finish grade. Use equipment with controls that will trace the grade line and automatically adjust the grade of the screed. In areas where adjoining concrete pavement is to be constructed, ensure that the surface at the edge of the pavement on either side of the longitudinal joint does not vary more than 1/4 inch (6 mm) below the typical section. Ensure that the outside edges o f the pavement do not vary more than 1/2 inch (13 mm) below the typical section. Ensure that all pavement edges are nearly vertical with no projections or keyways exceeding 1/2 inch (13 mm). In the area of construction joints placed at the end of the days run, the Engineer will allow a reduction of approximately 2 inches (50 mm) in overall width.

between previously set side forms. Furnish an adequate number and capacity of machines to perform the work at a rate equal to the concrete delivery rate. Furnish machines capable of unifo rmly distributing and consolidating the concrete without segregation. Do not use vibrating truss screeds or roller screeds. Provide machines capable of operating on two side forms, on adjacent lanes of pavement and one side form, or on two adjacent lanes as necessary. When placing concrete adjacent to an existing pavement lane, take measures to protect the adjacent pavement fro m damage. Remove from the work any machine that causes displacement of the side forms from the line or grade or causes undue delay, as determined by the Engineer, due to mechanical difficulties. Finish small areas, irregular areas, and areas that are inaccessible to finishing equipment using other methods as approved by the Engineer. Accomplish vibration of these areas using hand held or machine mounted internal vibrators. Continue vibration to achieve adequate consolidation, without segregation, for the full depth and width of the area placed. 261 Use straight edge side forms made of steel and of a depth equal to the specified pavement thickness. Use modified steel forms if a safety edge is required. Do not use bent or damaged side forms or forms with damaged joint locks or pin pockets. Provide for ms in sections of not less than 10 feet (3 m) in length without horizontal joints in the height of the form. Utilize forms with a nominal base width of at least 3 inches (75 mm). Ensure forms can support the paving equipment without shifting or deforming during paving. Clean and oil all forms each time they are used. If the radius of the circular pavement edge is 100 feet (30 m) or less, use flexible or curved forms of a design acceptable to the Engineer. Provide adequate devices to securely set forms and withstand operation of the paving equipment. Do not use built-up forms except to construct pavement of a specified thickness whose total area for the project is less than 2000 square yards (1650 m 2). Provide forms with adequate joint locks to tightly join ends of abutting form sections together.

constant width using an industry-standard slip form paver or fixed form paver designed to spread, consolidate, screed, and finish the freshly placed concrete in accordance with 451.04 A. or 451.04 B. A minimum pavement length does not include variable widths or widened sections. Place concrete pavement lengths with less than 400 LF using alternate methods. For areas determined to be inaccessible to industry -standard slip form pavers or fixed form pavers provide a detailed layout of the areas with sufficient information detailing the paving equipment inaccessibility along with the specifications of the proposed alternative finishing equipment for approval by the Engineer. Accomplish vibration of any areas that are placed using alternative finishing equipment using hand held or machine mounted internal vibrators. Continue vibration to achieve adequate consolidation without segregation for the full depth and width of the area placed.

451.05Setting Forms. Set all forms in conformance to the required grade and alignment. Ensure

the entire length of the forms is supported on thoroughly compacted material for the entire operation of placing and finishing the concrete. Set side forms with the top face of the f orm varying not more than 1/8 inch in 10 feet (3 mm in 3 m) from true plane, and the vertical face varying not more than 1/4 inch in 10 feet (6 mm in 3 m) from true plane. Test the forms for variations from the above requirements and reset as necessary. Do not use loose earth, pebbles, etc., to shim the forms. Immediately before placing concrete, the Engineer will approve the alignment and grade of all forms set.

451.06Fine Grading of Subgrade or Subbase

use a subgrade or subbase planer to remove a slight amount of material and bring the surface to final grade and a smooth dense condition. Check the subgrade or subbase using a multipl e pin template operated on the forms or other methods approved by the Engineer . Correct and retest all high or low spots. Instead of the above operation, the Contractor may place forms on subgrade or subbase prepared according to 451.06.B.

density, use an automatic subgrading machine to cut the areas for pavement and the areas that will support the paving machine to the plan elevation. Construct the grade sufficiently in advance of placing the concrete to permit the Engineer to check the grade. 262

451.07Placing Concrete. When constructing on subgrade or subbase, immediately before placing

concrete, bring the surface to a thoroughly moistened condition by sprinkling with water as directed by the Engineer. When constructing on asphalt concrete, coat the surface with curing membrane at least one day prior to placing concrete. Apply the curing membrane at a minimum rate of 1 gallon (1 L) for each 150 square feet (3.7 m 2) of surface treated using an approved self -propelled mechanical sprayer. Provide an adequate shield to protect the fog spray from the wind. Thoroughly agitate the curing material before use. Deposit concrete on the grade in a manner that requires as little rehandling as possible. Do not allow workers to walk in the freshly mixed concrete unless wearing clean boots or shoes, free of earth or any foreign material. When using dowel basket assemblies, place concrete in such a manner that the assemblies are not disturbed. Do not allow concrete to discharge onto any dowel basket assembly unless the hopper is well centered on the assembly. Use a separate internal vibrato r to consolidate concrete around dowel basket assemblies. Do not operate mechanical equipment other than saws on newly placed concrete pavement prior to opening to traffic according to 451.17. If only finishing equipment is carried on an existing lane, paving may be permitted after that lane has been in place for at least 3 days and after specimen beams shall have attained a modulus of rupture of 500 psi (3.5 MPa). When the width of pavement being placed in one operation is 12 feet (3.6 m) or more and the total area of any given width of pavement on the project exceeds 10,000 square yards (8300 m 2), use a separate standard manufacture, self -propelled concrete placer/spreader that receives concrete into a hopper adjacent to the area to be paved, delivers the concrete in front of the slipform paver, and uniformly spreads the concrete at the proper thickness for the full width being paved. When a slipform paver is equipped with a dowel bar inserter, the separate placer/spreader requirement may be waived provided the concrete is delivered in front of the slipform paver at a consistent and uniform thickn ess for the full width being paved and the slipform paver is capable of spreading, consolidating, screeding, and float finishing the freshly placed concrete. Provide the Engineer documentation that the slipform paver will meet this specification. Do not mix, place, or finish concrete after dark without operating an adequate and approved lighting system. When the air temperature is 40 F (4 C) or below, ensure the concrete has a temperature of between 50 and 80 F (10 and 27 C) at the point of placement. When the air temperature is greater than 40 F (4 C) before placing, maintain a concrete temperature of not more than 95 F (35 C). Ensure that the concrete maintains a minimum temperature of 40 °F (4 °C) until the concrete reaches a minimum modulus of rupture of 600 psi. Do not place concrete on any surface that is frozen or has frost. Make two test beams from each 7500 square yards (6300 m 2) of concrete or fraction thereof incorporated in the work each day. Construct and test concrete beams for modulus of rupture according to Supplement 1023.

451.08Placing Reinforcement. Place pavement mesh of the size and at the locations within the

concrete slab shown on the standard construction drawings. When placing reinforced concrete pavement in two layers, strike off the entire width of the bottom layer to a length and depth that allows laying the mat of reinforcement on the concrete and in its final position without further manipulation. 263 After installing reinforcement directly upon the concrete, place, strike off, and screed the top layer of concrete. When reinforced concrete pavement is placed in one layer and in advance of placing concrete, position and securely anchor the reinforcement to the underlying base or pavement. As an alternative, after spreading the concrete and while it is in a plastic condition, use mechanical or vibratory means to place reinforcement in the concrete. Where reinforcement is overlapped, securely fasten mats of reinforcement together at the edges of the sheets and at two additional points along the lap. Use reinforcing steel free from dirt, oil, paint, and grease.

451.09Joints. Unless otherwise directed, construct all transverse contraction and construction joints

normal to the centerline of the pavement lane and of the type, dimensions, and at locations specified. Construct contraction joints by saw cutting. Saw contraction joi nts across the full pavement width for a continuous joint and match previously placed lanes. Construct longitudinal joints between simultaneously placed lanes by sawing. Accurately mark the pavement with the correct locations of all joints to be saw cut. Ensure the method of marking remains clearly visible after the paver passes and until the joint saw cut is completed. Reapply curing compound according to 451.11 at saw cut joints. Use either a standard water -cooled, diamond-bladed concrete saw or an early -entry, dry cut, light - weight concrete saw. Provide saws with adequate guides, blade guards, and a method of controlling the depth of cut. After wet sawing, clean the joint using a jet of water. After dry sawing clean the joint using air under pressure. Maintain a standby saw in working condition and an adequate supply of blades. When using standard concrete saws, and for pavement less than or equal to 10 inches (255 mm), saw joints to a minimum depth of one-fourth the specified pavement thickness. For pavements greater than 10 inches (255 mm) thick, saw joints to a minimum depth o f one -third the specified pavement thickness. Saw joints 1/4 ± 1/16 inch (6 ± 1.6 mm) wide measured at the time of sawing. When using early -entry saws use saw blades and skid plates as recommended by the saw manufacturer for the coarse aggregate type being used in the concrete. Saw joints 1/8 inch (3 mm) wide and 2 1/4 to 2 1/2 inches (56 to 63 mm) deep. Repair all cracking or spalling according to 451.17.

epoxy coated coupling, or epoxy coated hook bolt alternate (wiggle bolt) with epoxy coated coupling, in longitudinal joints during consolidation of the concrete. Install them at mid -depth in the slab using approved mechanical equipment. As an alternate procedure, rigidly secure them on chairs or other approved supports to prevent displacement. Provide tie bars, hook bolts, or wiggle bolts of the size and spaced as shown on the standard construction drawings. If used, securely fasten hook bolts or wiggle bolts with couplings to the form at the longitudinal construction joint as shown on the standard construction drawings.

size shown in Table 451.09-1. 264 TABLE 451.09-1 DOWEL SIZE Thickness of Pavement Solid Dowel Diameter Tubular Dowel Outside Diameter Wall Thickness Less than 8 1/2 inches (215 mm) 1 inch (25 mm) - - 8 1/2 to 10 inches (215 to 255 mm) 1 1/4 inches (32 mm) 1 5/16 inches (33 mm), or 1 3/8 inches (35 mm) 0.120 inches (3 mm) Over 10 inches (255 mm) 1 1/2 inches (38 mm) 1 5/8 inches (41 mm) 0.120 inches (3 mm) Ensure each end of tubular dowel is fitted with a snug fitting plug style insert cap that does not exceed the outside diameter of the tubular dowel, to prohibit any intrusion of concrete or other materials. Within 2 hours prior of placing concrete coat the full length of all dowels with a thin uniform coat of new light form oil as a bond-breaking material.

Use load transfer (dowel basket) assemblies in transverse contraction joints conforming to and placed according to the standard drawings to hold the dowels in a position parallel to the surface and centerline of the slab at mid-depth of the slab thickness. Preset all dowel basket assemblies before the day’s paving unless the Engineer determines complete presetting is impractical. Immediately before paving check that the assemblies are held firmly in place and check that the dowels are parallel to the grade and parallel to centerline of pavement. For each load transfer assembly, provide a continuous assembly between longitudinal joints or between the longitudinal joint and pavement edge. Drive at least eight 1/2 -inch (13 mm) diameter steel pins a minimum of 18 inches (460 mm) long at an angle to br ace the assembly from lateral and vertical displacements during the placing of concrete. Drive two of these pins opposite each other at each end of the assembly, and drive the remaining pins in staggered positions on each side of the assembly. Where it is impractical to use the 18-inch (460 mm) length pins, such as where hardpan or rock is encountered, and provided the assembly is held firmly, the Engineer may authorize use of shorter pins. Where the dowel basket assembly is placed on material that may allow settlement or distortion, anchor the assembly with a combination of pins and steel plates, or by some other means satisfactory to the Engineer to prevent settlement. When concrete pavement is placed on an existing concrete pavement or on a stabilized base, secure dowel basket assemblies from lateral and vertical displacement during concrete placement using power-driven fasteners and appropriate clips or pins driven in predrilled holes of a diameter slightly less than the pin diameter. Use either of the above methods or a combination of the two in sufficient numbers to adequately secure the basket assemblies. Where widths other than 12 feet (3.6 m) are specified, the Contractor may use standard dowel basket assemblies with dowel spacings adjusted as follows. Maintain 6 -inch (150 mm) dowel spacing at the longitudinal joint and increase the spacing at the outer edge of the lane up to 12 inches (300 mm). Where an odd width of lane occurs and if the standard dowel basket assembly would provide for a space exceeding 12 inches (300 mm), place a dowel 6 inches (150 mm) from the outer edge of the lane. 265 Hold such a dowel rigidly in proper position by a method satisfactory to the Engineer or cut and splice a dowel basket assembly of greater length than required to attain the required length.

The Contractor may propose to use a slip form paver with mechanical dowel bar inserter (DBI) to place dowels in transverse contraction joints the full thickness of pavement and spaced according to the standard construction drawings. Submit details and specifications of the proposed equipment to the Engineer at least 14 calendar days prior to mobilizing the equipment to the project. The use of any slip form paver with DBI is allowed only after acceptable performance is demonstrated with a test section and approved by the Engineer . Continued verification during all contract paving is required for each production day as detailed below. Provide all equipment, perform all testing, and evaluate the slip form paver with DBI as detailed in the following sections.

Provide MIT Scan-2 equipment to determine the location of dowel bars in either fresh or hardened concrete including horizontal translation, longitudinal translation, vertical translation, horizontal skew, vertical tilt, and cover. Provide equipment for determining dowel bar alignment that has an onboard computer that runs the test; collects and stores the test data on a memory card; performs the preliminary evaluation; and provides a printout of results immediately after scanning. P rovide a copy of MagnoProof or other required software to the Engineer to analyze equipment data and generate a detailed report of all required alignment parameters in an Excel and a graphical color representation. Ensure the equipment is properly calibrated conforming to the manufacturer’s specifications and for the specific project conditions. Provide calibration documentation to the Engineer prior to the start of construction. Establish a standard protocol for scanning direction. Provide trained personnel to operate the equipment and documentation of training prior to start of construction. Provide a print out, at the time of scanning, for horizontal translation, longitudinal translation, vertical translation, horizontal skew, vertical tilt, and cover for each bar in each joint scanned. For each Test Section and daily, for each day of production, provide a complete report to the Engineer at the completion of scanning along with a digital copy of all data collected in the manufacturer’s native file format as well as all calibration files. Include the standard report generated using the MagnoProof software in Excel format and with color gra phical representation of each joint. Include in the report: project contract number, county-route-section, placement date, scan date, station location and lane, joint ID number, name of operator, and all required alignment parameters. If non-magnetic dowel bar materials are to be used, propose and demonstrate alternative measurement equipment to the Engineer showing capability to provide measures equal or similar to the acceptance and rejection criteria of Table 451.09-2. Obtain the Engineer's approval of alternative equipment prior to paving. If no alternative equipment can demonstrate the required capability, do not use the slip form paver with DBI. Prior to paving, review the measurement equipment applicability for the project conditions with the Engineer , including: ambient moisture conditions, dowel material, metallic concrete aggregate and potential contributors to magnetic interference (presence of tiebars, reinforcing steel or other embedded or underlying steel items that may affect measurement accura cy). Establish 266 how the measurement device can meet the project conditions. If the measurement device cannot meet the project conditions, do not use the slip form paver with DBI.

The required dowel bar tolerances are given in Table 451.09-2. Dowel bar alignment is measured as detailed below. Any dowel bar exceeding any Acceptance Tolerance in Table 451.09-2 is considered misaligned. Rejection Criteria is in absolute inches. TABLE 451.09-2 INDIVIDUAL DOWEL BAR ALIGNMENT TOLERANCES Alignment Parameter Acceptance Tolerance (inches) Rejection Criteria (inches) Horizontal Translation[1] ±2.0 ±3.0 Longitudinal Translation [2] ±2.0 ±4.0 Vertical Translation [3] ±1.0 ± T/6 Horizontal Skew [4] ±0.60 ±1.0 Vertical Tilt [5] ±0.60 ±1.0 Cover [6] - 2.5 minimum [1] Horizontal Translation - the total difference, measured horizontally, between the actual dowel bar location and the plan required dowel bar location along the transverse contraction joint. [2] Longitudinal Translation - the total difference, measured in the longitudinal direction, from the center of the transverse contraction joint to the actual dowel bar center. Also termed as “side shift”. [3] Vertical Translation - the total difference, measured vertically, between the centerline of the actual dowel bar location and the mid-depth of the slab. (T = Pavement Thickness in inches) [4] Horizontal Skew - the total difference, measured from end to end of a dowel bar, of the dowel in the horizontal plane. [5] Vertical Tilt - the total difference, measured from end to end of a dowel bar, of the dowel bar in the vertical plane. [6] Cover - the least distance between the surface of embedded reinforcement and the outer surface of the concrete. Perform a Joint Score Analysis conforming to CPTP Tech Brief Best Practices for Dowel Placement Tolerances (FHWA-HIF-07-021) for every joint. Joint Score is a measure of the combined 267 effects of horizontal skew and vertical tilt. To calculate the Joint Score: calculate the Single Dowel Misalignment (SDM) by the square root of the sum of the squares of the Horizontal Skew and Vertical Tilt of each dowel in the joint; determine the weighi ng factor (W) for each bar from Table 451.09-3; sum the W values for every dowel in the joint and add one (1). 𝑆𝑖𝑛𝑔𝑙𝑒 𝐷𝑜𝑤𝑒𝑙 𝑀𝑖𝑠𝑎𝑙𝑖𝑔𝑛𝑚𝑒𝑛𝑡 (𝑆𝐷𝑀) = √(𝐻𝑜𝑟𝑖𝑧𝑜𝑛𝑡𝑎𝑙 𝑆𝑘𝑒𝑤)2 + (𝑉𝑒𝑟𝑡𝑖𝑐𝑎𝑙 𝑇𝑖𝑙𝑡)2 Joint Score (JS) – Evaluated for a single transverse joint between adjacent longitudinal joint(s) and/or pavement edge(s) (i.e., a typical 12 ft [3.6 m] standard lane or up to 14 ft [4.3 m] widened lane), and calculated as: 𝐽𝑜𝑖𝑛𝑡 𝑆𝑐𝑜𝑟𝑒 (𝐽𝑆) = 1 + ∑ 𝑊𝑖 𝑛 𝑖=1 Where: n = number of dowels in the single joint Wi = weighting factor (Table 451.09-3) for dowel i TABLE 451.09-3 WEIGHTING FACTORS IN JOINT SCORE (JS) DETERMINATION Single Dowel Misalignment (SDM) W, Weighting Factor SDM ≤ 0.6 in. (15 mm) 0 0.6 in. (15 mm) < SDM ≤ 0.8 in. (20 mm) 2 0.8 in. (20 mm) < SDM ≤ 1 in. (25 mm) 4 1 in. (25 mm) < SDM ≤ 1.5 in. (38 mm) 5 1.5 in. (38 mm) < SDM 10 Joint Score Trigger (JST) – A scaling of the Joint Score risk value to account for the actual number of dowels required in a single joint for pavement width other than 12 ft (3.6 m), calculated as: 𝐽𝑜𝑖𝑛𝑡 𝑆𝑐𝑜𝑟𝑒 𝑇𝑟𝑖𝑔𝑔𝑒𝑟 (𝐽𝑆𝑇) = 10 ∗ # 𝑜𝑓 𝐷𝑜𝑤𝑒𝑙 𝐵𝑎𝑟𝑠 𝑖𝑛 𝑆𝑖𝑛𝑔𝑙𝑒 𝐽𝑜𝑖𝑛𝑡 Include the Joint Score and Joint Score Trigger for every joint scanned in the report to the Engineer. Any joint with a Joint Score equal to or greater than the Joint Score Trigger is considered locked and rejectable.

Prior to production use of a DBI slip form paver, perform at least a 500-foot (150 m) long test section for acceptance of the machine. Measure the alignment and location of each dowel bar in the test section using the MIT Scan -2. The test section will be considered acceptable if the following acceptance criteria are met:

2; 268

If the test section acceptance criteria are not met, use the data to refine the paving process and reduce/eliminate misalignments and mislocations. Modify, repair or replace any slip form paver with DBI that does not meet the acceptance criteria and perfor m another test section. Do not begin production paving until the slip form paver with DBI test section acceptance criteria are met. Perform corrective action of all joints in the test section according to Section 5 below. Perform a new test section for any new slip form paver with DBI that will be used for any contract item of work. Perform a new test section at the beginning of every construction season; after major paver maintenance/repairs; at mobilization or remobilization to a project, for major concrete mix design changes or different concrete mix designs; and as required by Section 4 of this specification. If the length of the section to be paved makes it unreasonable to perform the test section, scan all joints for conformance with the requirements of Section 2, Acceptance/Rejection. Correct any joints with dowels found to be rejectable or JS greater than JST according to Section 5, Corrective Action. Determine during the test section if embedded tiebars are affecting the Rejection Tolerances and JS’s. If the test section demonstration shows interference, exclude from the JS and JST calculations any dowel bar(s) closer than 12 in. (300 mm) in any direction to tiebars in the longitudinal joint(s). At the Engineer ’s discretion, establish the location of excluded dowels by another equivalent non - destructive method or by probing.

When using the accepted slip form paver and DBI for any contract item of work, perform quality control scans with the MIT-Scan 2 equipment at the following minimum:

each measured joint. Acceptable QCT is when all measures are within the acceptance tolerances in Table 451.09-2 and JS is less than JST.

exceeding the acceptance tolerances of Table 451.09-2 but the JS is less than the JST, increase the scanning frequency to every 5th joint. Evaluate the paving process to reduce/eliminate misalignments and mislocations and continue to pave. The QCT frequency will revert to every 10th joint when two consecutive days of scanning every 5th joint show no dowels exceeding the acceptance tolerances of Table 451.09-2 and all JSs are less than the JST. ii. When QCT finds any individual dowel bars exceeding the rejection criteria of Table

2 or the JS is found to exceed the JST, the joint is considered to be locked and immediate

investigation needs to be made as follows:

joints in both directions are found with no dowel bars exceeding the rejection criteria of Table 451.09- 2 and no JS is found to exceed the JST.

rejection criteria of Table 451.09-2 and no JS exceeding the JST, evaluate equipment to determine what caused the original problem. Before continuing paving increase the frequency of QCT to conform to 4.a.i.

criteria of Table 451.09-2 or joints with a JS exceeding the JST, stop paving. Investigate to determine 269 the cause of the dowel bar rejection issues and provide the causes and alternative corrections to the Engineer. The Engineer will determine if the corrections will correct the problem and may allow paving to temporarily continue to validate if the corrections work. During any evaluation, scan all joints to determine if the corrections were successful. If successful, continue QCT scanning at the frequency of 4.a.i. If not successful, discontinue paving, repair or replace the slip form paver and DBI, and repeat the Test Section

exceeding the JST require a corrective action proposal conforming to Section 5, Corrective Action. Provide report formats as described in Section 1, MIT Scan-2 Equipment and Reporting.

Submit a proposal for corrective action to the Engineer for any dowel that exceeds the rejection criteria in Table 451.09-2 or any joint that has a JS greater than the JST. As a minimum, include the following in the corrective action proposal:

MIT Scan-2 Equipment and Reporting.

and Reporting.

documentation of the effectiveness of the means of proposed remediation. The Department may not require corrective action for random dowels that exceed the rejection criteria of Table 451.09-2 depending on location; what alignment parameter was the cause for the rejection; and the frequency of the rejectable dowels. The Department may not require corrective action for all JS exceeding the JST, if they are random in nature. Up to two (2) consecutive joints with a JS exceeding the JST may be accepted, provided that the adjacent three (3) joints before or after do not have dowels exceeding Table 451.09- 2 rejection limits and have JS’s less than the JST. The Department will require corrective action where there are more than two (2) consecutive joints with a JS exceeding the JST. Do not proceed with any corrective action until the Engineer approves the proposed method(s) of correction.

construct expansion joints at the first two regularly spaced transverse contraction joint locations adjacent to the bridge approach slab on each side of the bridge. If the paveme nt is constructed in two or more separately placed lanes, construct the transverse expansion joints in a continuous line for the full width of the pavement and shoulders. Construct expansion joints according to the standard construction drawings. Install the face of the expansion joint perpendicular to the centerline except when expansion joint is installed at a skewed bridge approach slab. Use round, straight, smooth, steel dowels, and within 2 hours prior to placing concrete, coat the dowels with a thin uniform coat of new light form oil as a bond -breaking material to provide free movement. After coating the dowel, install a sleeve of metal or other approved material approximately 3 inches (75 mm) long, with crimped end, overlapping seams fitting closely around the dowel, and a depression or interior projection to stop the dowel a sufficient distance from the crimped end to allow 270 1 inch (25 mm) for longitudinal dowel movement with pavement expansion on one free end of each dowel. If approved by the Engineer, use other means to allow for 1 inch (25 mm) of expansion. Punch or drill proper size dowel holes into the preformed expansion joint filler to ensure a tight fit around each dowel. Form a 1-inch (25 mm) wide and 1-inch (25 mm) deep opening on top of the expansion joint filler and seal this opening with 705.04 joint sealers.

work is suspended for a period of more than 30 minutes. Use dowels in transverse construction joints. Within 2 hours prior to placing concrete, coat the free half of all dowels with a thin uniform coat of new light form oil. Use an adequate bulkhead, with openings provided for dowel bars spaced as specified and shaped to fit the typical section of the pavement, to form a straight joint. During placing of concrete, hold dowels rigidly in position. Locate construction joints at or between contraction joints. If located between contraction joints, construct the construction joint no closer than 10 feet (3 m) to the last contraction joint.

451.10Finishing. Use 10 foot (3 m) straightedges to continually check the finished concrete surface

for trueness. If the pavement surface is dragged with a diagonal pipe float machine, occasionally check the surface while the concrete is plastic. Finish the concrete to th e required cross section to minimize or eliminate hand finishing operations. Do not add water to aid finishing. Before the concrete initially sets, round the edges of the pavement along each side of each slab and on each side of transverse expansion joints to the radius specified using an approved edging tool. Before texturing the surface, eliminate tool marks left by the edging tool. Texture the surface in the longitudinal or transverse direction using a broom to produce a uniform, gritty, texture. Immediately following the broom drag texture, tine the pavement in the longitudinal direction using an approved device that produces uniform tine spacing 3/4 inches (19 mm) apart, 1/8 - inch deep (3 mm) and 1/8-inch wide (3 mm). Do not tine within 3 inches (75 mm) of pavement edges or longitudinal joints. Only use equipment that will tine the full width of the pavement in one operation and uses string line controls for line and grade to assure straight tining texture. Use transverse tining in small areas only with the approval of the Engineer . Use equipment that produces a random pattern of grooves [0.05 inch (1.3 mm) to 0.08 inch (2.0 mm) deep and 0.10 inch (3 mm) wide] spaced at 3/8 to 1-3/4 inches (10 to 45 mm), with 50 percent of spacings less than 1 inch (25 mm). Transverse tining may be used as an option for shoulders of main line or shoulders of ramps and gore areas. Tine all mainline shoulders or all ramp shoulders in a consistent direction if choosing this option. Request the use of transverse tining and identify the locations, at leas t one week prior to paving, for approval by the Engineer. Demonstrate to the Engineer methods to ensure the groove depth meets this specification. Before the concrete finally sets, impress complete station numbers into the pavement every 100 feet (50 m), e.g., 1+00 (2+050). Mark station equations in the pavement as shown on the plans. Ensure that the numerals are 3 to 4 inches (75 to 100 mm) high and 1/4 inch (6 mm) deep. Place the station numbers parallel with and facing the right edge of the pavement, and centered 12 inches (0.30 m) in from the right edge. On divided highways, provide station numbers on both pavements. When placing concrete shoulders with the traveled lane, place station numbers 12 inches (0.30 m) in from the outside edge of the shoulder and facing the pavement.

451.11Curing. Immediately after the finishing operations have been completed and after all free

water has dissipated, spray and seal all exposed concrete surfaces with a uniform application of curing 271 membrane in such a manner as to provide a continuous uniform film (equal to a white sheet of typing paper), without marring the surface of the concrete. Apply a minimum of 1 gallon (1 L) of material for each 150 square feet (3.7 m 2) of surface treated using an approved self-propelled mechanical sprayer. Provide an adequate shield to protect the fog spray from the wind. Before each use, thoroughly agitate the curing material. On pavement with integral curb or small and irregular areas that are inaccessible to the mechanical spray machine, apply the curing material by a hand-held sprayer. As soon as the forms have been removed, immediately correct all honey -comb areas and coat the edges of the pavement with the curing material as described above. Respray all areas of curing material film damaged during the sawing of joints. The Contractor may water cure concrete with wet burlap cloth, waterproof paper, or polyethylene sheeting. Apply curing as soon as possible and without marring the concrete surface. Unless the specimen beams have attained a modulus of rupture of 450 psi (3.1 MPa) keep the entire surface of the top and sides of the newly placed concrete covered for seven days. Protect concrete from freezing until beams attain a strength of 600 psi (4.2 MPa). The above requirements for curing are minimum requirements only. Repair or replace all concrete showing injury or damage due to insufficient curing at no additional cost to the Department.

451.12Removing Forms. Remove forms in a manner that doesn’t damage the pavement

451.13Surface Smoothness. After final concrete curing and cleaning the pavement surface, test the

pavement surface for smoothness using a 10 -foot (3 m) rolling straightedge. Provide a two or four - wheeled device with an indicator wheel at the center that detects high and low areas in the pavement surface. Provide equipment that actuates a pointer scale, issues an audio alert, or marks the pavement with paint or dye when encountering any high or low areas in excess of a preset tolerance. Tow or walk the rolling straightedge over the completed pavement. Test all wheel paths in the presence of the Engineer. Locate wheel paths parallel to the pavement centerline and approximately 3 feet (1 m) measured transversely from the center of the lane. Maintain alignment of the rolling straightedge with reference to the pavement edge at all times. Other devices such a s approved profilers conforming to Supplement 1058 and using ProVAL software may be used with approval of the Engineer. Correct all surface variations so indicated to within the specified tolerance and in a manner that provides a surface texture conforming to 451.10. For corrective grinding provide equipment conforming to 451.14. Ensure pavement surface variations do not exceed 1/8 inch in a 10 foot (3 mm in a 3 m) length of pavement. For ramp pavements and for those pavements with curvature greater than 8 degrees, or with grades exceeding 6 percent, ensure the surface variations do not exceed 1/4 inch in 10 feet (6 mm in 3 m). Repair or replace sections of pavement containing depressions that cannot be corrected by grinding as directed by the Engineer.

451.14Profile Grinding. To correct surface variations exceeding tolerances specified in 451.13 use

grinding equipment conforming to Item 257.

451.15Pavement Grooving Corrections. When pavement tining locations are found out of

conformance with 451.10 correct the tining using power driven, self -propelled machines specifically designed to groove concrete pavement with diamond impregnated blades or diamond impregnated cylinder rings. Furnish blades or cylinder rings mounted on an arbor head so that the resulting grooves comply with 451.10. Furnish grooving equipment with a depth control device that will detect variations 272 in the pavement surface and enable adjustment of the cutting head to maintain the specified groove depth. If a pavement area was diamond ground that area does not require tining restoration conforming to

Vary from these requirements only for small areas and only with written permission from the Engineer.

451.16Sealing Expansion Joints. As soon as feasible after completing sawing, but before the

pavement is open to construction equipment and traffic, seal expansion joints with material conforming to 705.04. Just before sealing, thoroughly clean each joint of all foreign material, using approved equipment. Ensure the joint faces are clean and dry when the seal is installed.

451.17Opening to Traffic . When 7 days have elapsed, the Contractor may use the completed

pavement for traffic, including construction traffic. If a modulus of rupture of 350 psi (4.2 MPa) has been attained, the Contractor may open the pavement to traffic prior to 7 days. With approval from the Engineer, a non-chloride accelerating admixture may be used. Pavement Repairs before Department Acceptance . Remove and replace, or repair diagonal cracks; longitudinal cracks; transverse cracks; spalled pavement surfaces, and any pavement panels with cement balls or mud balls; as approved by and at no cost to the Department. Do not repair single hairline transverse cracks in the middle third of panels with reinforcing conforming to BP-1.1. Submit a repair plan with the location, type of repair, materials to be used and procedures to the Department for approval. Do not perform any repairs without Department approval. The Engineer may approve repair of isolated transverse or diagonal cracks with a full depth repair according to Item 255 and applicable standard construction drawings. Repair cracks by replacing the pavement the full width between longitudinal joints, perpendicular to the centerline and at least 6 feet (1.8 m) longitudinally. Install smooth dowel bars at the interface betwe en the original pavement and the replaced pavement section. Locate and size the repairs to ensure that the repair limits are at least 7 feet (2.1 m) away from any transverse joint. The Engineer may approve repair of isolated longitudinal cracks within 15 inches (380 mm) of a tied longitudinal joint by routing and sealing the crack according to Item 423. For other longitudinal cracks, repair the same as for transverse or diagonal cracks stated above. The Engineer may approve repair of isolated spalled pavement with Item 256 Bonded Patching of Portland Cement Concrete Pavement. Repair all cement balls or mud balls by coring out the area full depth with a diamond core bit and replacing the removed concrete with the same concrete as in the pavement. Remove and replace any pavement panel with 5 or more cement balls or mudballs. Loca te the limits of the repair along the longitudinal joints and at least 1 foot (0.3 m) past the transverse joints to remove any existing dowel bars. Install smooth dowel bars at the transverse limits of the repairs. Install Type D (Drilled Tied Longitudinal) Joint along the longitudinal limits.

451.18Pavement Thickness and Concrete Strength

concrete not more than 0.2 inch (5 mm) less than the specified thickness. Core pavement at the direction of the Engineer and at locations the Engineer determines according to Supplement 1064. Provide a 4- inch diameter core specimen for measurements. 273 For the purpose of coring, the Department will consider the entire pavement area of a specified thickness a lot. To determine the number of cores, each lot will be divided into sublots. A sublot consists of 2000 square yards (1650 m2) of a pavement lot or major fraction thereof. Take one random core for each sublot but not less than 3 cores for any pavement lot cored. If a core shows a deficiency in thickness of more than 1/2 inch (13 mm) from the specified thickness, take additional cores to determine the limits of the deficiency. Follow the procedures below:

are less than 1/2-inch (13 mm) deficient in thickness, the zone of deficiency has been determined.

a core 50 feet (15 m) longitudinally from the deficient core(s). If the 50 foot (15 m) core(s) is more than 1/2 inch (13 mm) deficient, cut additional cores at 100 foot (30 m) longitudinal i ntervals until a core is less than 1/2 inch (13 mm) deficient; until the pavement ends; or until overlapping an adjacent pavement sublot’s core in the same lane.

sublot’s constructed width is greater than 12 feet (3.6 m) obtain cores transverse to the location of the deficient cores. Obtain transverse cores at a location 1/2 th e distance from the deficient core to the furthest edge of pavement. Obtain a transverse core for each core more than 1/2 inch (13 mm) deficient.

to define the limits of the deficiency. If any deficient core is greater than 1 inch (25 mm) deficient in thickness determine the limits of over 1 inch (25 mm) deficiency by following 451.18.A.1 through 4 to determine the limits. Remove and replace those areas greater than 1 inch (25 mm) deficient in thickness. The Engineer will calculate average thickness of concrete pavement placed as follows: When zones of deficient thickness greater than 1/2 inch (13 mm) to 1 inch (25 mm) are allowed to remain in place, the Engineer will calculate two average thicknesses. A Project Average Thickness

thickness by more than 1/2 inch (13 mm) will be considered as the specified thickness p lus 1/2 inch (13 mm) when calculating the PAT. A second Deficient Zone Average (DZA) will include all cores with thickness deficiency greater than 1/2 inch (13 mm) to 1 inch (25 mm). The pavement represented by each of the two averages, PAT or DZA, will be calculated and paid separately. The Engineer will determine and apply deductions to each separately placed width of pavement. For any pavement areas removed and replaced, re -core those areas following this section of the specifications. Include those core values into the calculations for the PAT or DZA as applicable. Unless the Director requests, do not core any widening less than 5 feet (1.5 m) in width or any pavement area less than 2000 square yards (1650 square meters). Fill all core holes with concrete of the same proportions and materials used in the pavement.

Provide a 4 inch diameter specimen for strength testing For concrete pavement bid items “with QC/QA”, the AASHTO accredited laboratory will test the QC cores for compressive strength according to ASTM C42. Test the QC cores between 28 and 90 days of age. Notify the Engineer when the QC cores will be tested. The Engineer will require one QA core for every 10 sublots for verification testing of compressive strength. Obtain the QA core from the same location as the QC core tested for compressive strength. 274 At least one QA core will be required per lot. Provide the QA cores to the Engineer for testing at District Testing. Notify the Engineer of the date that the corresponding QC core will be tested. The QA cores will be tested on the same date. The Engineer will verify the QC cores versus the QA cores according to 455. Calculate an average and standard deviation for each lot according to Supplement 1127. Determine the pay factors according to Table 451.19-2. Do not calculate an average and standard deviation for high -early strength concrete QC cores. Determine the pay factors for individual sublots according to Table 451.19-2. For concrete pavements bid items “without QC/QA”, the Department will perform the strength testing. Provide the Engineer with the cores for strength testing. Pay factors for sublot cores will be calculated based on the pay factors in Table 451.19-2.

451.19Price Adjustments. Payment will be made at the unit bid price upon completion of any

section of pavement. Final pay adjustments to the bid price will be made upon completion of the pavement operations and all thickness, strength, and smoothness data is tabulated and pay adjustments applied according to 451.19.A through 451.19.D.

Table 451.19-1 TABLE 451.19-1 CONCRETE PAVEMENT THICKNESS PAY FACTOR (PFT) Deficiency in Thickness as Determined by Cores Proportional Part of Contract Price 0.0 to 0.2 inch (0.0 to 5 mm) 100 percent 0.3 to 0.5 inch (6 to 13 mm) 𝑅𝑎𝑡𝑖𝑜 [𝑃𝐴𝑇 𝑃𝑆𝑇] 0.6 to 1.0 inch (15 to 25 mm)* 𝑅𝑎𝑡𝑖𝑜 [𝐷𝑍𝐴 𝑃𝑆𝑇] Greater than 1.0 inch (25 mm) Remove and replace * The DCA will determine whether pavement areas from 0.6 inch (15 mm) to 1 inch (25 mm) deficient in thickness will be allowed to remain in place at the reduced price or must be removed and replaced. PAT = Project Average Thickness PST = Plan Specified Thickness DZA = Deficient Zone Average

the pay factor for each JMF separately. Determine the strength pay factor according to Table 451.19- 2. TABLE 451.19-2 CONCRETE PAVEMENT STRENGTH PAY FACTOR Design Strength = f’c from 499 or as per plan 275 Individual Sublot Core Strength = x Project Average Strength (𝑥̅) = ∑ 𝑥 ÷ 𝑛𝑛 Project Standard Deviation (δ) = √∑(𝑥 − 𝑥̅)2/(𝑛 − 1) Project Required Strength (f’cr) = f’c + 1.65 δ Strength Pay Factor (PFS) = 𝑥̅ / f’cr * * When PFS is greater than 1.00, pay the unit bid price

payment adjustment following the requirements of Proposal Note 420.

the reduced unit price will be calculated for each deficiency and the lowest reduced unit price will be used. Adjustment for smoothness under 451.19.C will conform to the lump sum requirements of

451.20Method of Measurement. The Department will measure Reinforced Concrete Pavement by

the number of square yards (square meters) completed and accepted in place. The width equals the pavement width shown on the typical cross -section of the plans plus additional widening as the Engineer directs in writing. The width of any safety edge is not included in the pavement width measurement. The Department will field measure the length along the centerline of each roadway or ramp. The Department will determine the area based on the above width and length.

451.21Basis of Payment. Payment is full compensation for furnishing and placing all materials

including reinforcing steel, dowels, and joint materials; for furnishing the 10 foot (3 m) rolling straightedge; and for coring and testing the pavement. For pavement found deficient in thickness or compressive strength, the Department will pay a reduced price according to 451.19. The Department will not pay extra for pavement with an average thickness in excess of that shown on the plans. The Department will pay for accepted quantities at the contract price as follows: Item Unit Description Square Yard Reinforced Concrete Pavement Class ____ (Square Meter) Square Yard Reinforced Concrete Pavement Class ____ (Square Meter) with QC/QA 276 ITEM 452 NON-REINFORCED PORTLAND CEMENT CONCRETE PAVEMENT