Ohio Construction & Material Specifications — Section 448

448.01 ITEM 448 ASPHALT CON CRETE ACCEPTANCE

448.01 Description

448.02 Density

448.03 Reports

448.04 Acceptance

448.01 Description. This specification describes the acceptance criteria for

asphalt concrete surface and intermediate courses. The Department will determine acceptance of the mixture by Lot, based on the co mposition of random samples taken and tested by the Contractor and verified by the Department.

448.02 Density. Conduct density gauge quality control testing on the asphalt

mat according to Supplement 1055 . Conduct density gauge testing on uniform courses of 1.0 in (25mm) or more plan thickness. Conduct density gauge testing on projects of two adjacent lanes or more and with at least one continuous mile (1.6 kilometers) of paving (excepting bridges, intersections etc.). Do NOT enter a density gauge offset of any kind into the gauge. If an offset is already in the gauge remove it. Verify to the Engineer daily that no offset is present in the gauge. All values used in controlling mat density according to Supplement 1055 will be as calculated and writt en on forms supplied in Supplement 1055. When Supplement 1055 density gauge testing is required, the requirements of 401.16, except the last four paragraphs, are waived. The requirements of 401.13 do not apply. However, rollers must fully and satisfactoril y provide the required compaction, be mechanically sound, and meet Asphalt industry standards. The Department retains the right to reject the use of rollers which are not in good repair, or are not designed to do the work required. A three -wheel roller per 401.17 is not required.

448.03 Reports. Refer to Item 403 for reporting requirements of asphalt

mixtures tested at the asphalt plant. Report density gauge QC testing results according to Supplement 1055 .

448.04 Acceptance. Refer to Item 403 for acceptance requirements. If a project

includes 448.02 Density, acceptance will include any density deductions according to Supplement 1055. 451.01 267 450 RIGID PAVEMENT ITEM 451 REINFORCED PORTLAND CEMENT CONC RETE PAVEMENT

451.01 Descript ion

451.02 Materials

451.03 Pavement Quality Control

451.04 Equipment

451.05 Setting Forms

451.06 Fine Grading of Subgrade or Subbase

451.07 Placing Concrete

451.08 Placing Reinforcement

451.09 Joints

451.10 Finishing

451.11 Curing

451.12 Removing Forms

451.13 Surface Smoothness

451.14 Profile Grinding

451.15 Pavement Grooving Corrections

451.16 Sealing Expansion Joints

451.17 Opening to Traffic

451.18 Pavement Thickness and Concrete Strength

451.19 Price Adjustments

451.20 Method of Measurement

451.21 Basis of Payment

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

reinforced portland cement concrete on a prepared surface.

451.02 Materials . Furnish materials conforming to:

Concrete, either Class QC 1P, QC MS, ............................... 499 * Class R CA ................................ . 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 ..................... 709.13 * Use of Recycled Concrete aggregate as part of a concrete mix can be accepted with conformance to Supplement 1117

451.03 Pavement Quality Control. When the concrete pavement bid item

includes “with QC/QA”, p rovide complete quality control of the concrete manufacturing, placing and curing operations and quality control testing of the work conforming to 455. The Engineer will review and accept the plan prior to beginning of any paving operations. 451.04 268 When the concrete pavement bid item includes “with QC/QA” the Engineer will perfor m Quality Assurance conforming to 455.

451.04 Equipment . 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 p aving equipment is operated in a manner that does not result in segregation of the mixture or loss of air entrainment in the mixture. Construct pavement using either fixed forms or slip form paving equipment that conforms to the following:

A.Fixed Form Co nstruction. Spread, screed, and consolidate concrete using one or more machines 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 uniformly distributing and consolidating the concrete without segregation. 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 adj acent to an existing pavement lane, take measures to protect the adjacent pavement from 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 vibrator s. Continue vibration to achieve adequate consolidation, without segregation, for the full depth and width of the area placed. 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 forms 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 m2). Provide forms with adequate joint locks to tightly join ends of abutting form sections together.

B.Slip Form Construction. Place concrete using an industry -standard slip form paver designed to 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 451.04 269 7000 to 11,000 impulses per minute. Attach vibrators to either the spreading or finishing equipment in such a manner that they do no t 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 p articles or an accumulation of laitance on the surface of the concrete. Avoidance of segregation may require reduction in the vibration frequency within the 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 main line, ramps, acceleration/deceleration lanes, and collector distributor lanes. Ensure the monitoring device has a readout display near the 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 i ndividual 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 En gineer prior to the next concrete placement. Electronic vibration monitoring devices are not required for paving machines used to construct shoulders, gores, or for any construction project with a total of less than 10,000 square yards (8000 m2) of pavemen t. 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 possib le. 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 conso lidation 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 tr ace 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 i nch (6 mm) below the typical section. Ensure that the outside edges of the pavement does 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. 451.05 270 451.05 Setting Forms. Set all forms in conformance to the required grade and alignment. Ensu re 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 form varying not more than 1/8 inch in 10 feet (3 mm in 3 m) from true p lane, 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 bef ore placing concrete, the Engineer will approve the alignment and grade of all forms set.

451.06 Fine Grading of Subgrade or Subbase.

A.Fixed Form Construction. After side forms have been set to line and grade and securely fastened, 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 multiple 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.

B.Slip Form Construction. After the subgrade or subbase is placed and compacted to the required density, u se 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.

451.07 Placing 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 su rface 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 m2) 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 vibrator 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 accordin g 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). 451.08 271 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 m2), use a separate standard manufacture, self -propelled concrete placer/spreader that rec eives 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 b ar 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 thickness for the full width being paved and the slipform paver is capable of spreading, conso lidating, 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 light ing system. When the air temperature is 35 F (2 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 35 F (2 C) before placing, maintain a concrete temperature of not more than 95 F (35 C). Do not place concrete on any surface that is frozen or has frost. Make two test beams from each 7500 square yards (6300 m2) of concrete or fraction thereof incorporated in the work each day. Construct and test concrete beams for modulus of rupture according to Supplement 1023.

451.08 Placing 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 pa vement 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. 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 altern ative, 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 shee ts and at two additional points along the lap. Use reinforcing steel free from dirt, oil, paint, and grease.

451.09 Joints. Unless otherwise directed, construct all transverse joints normal

to the centerline of the pavement lane and of the type, dimensions , and at locations specified. Determine contraction and longitudinal joint sawing time limits to protect the concrete from early cracking by using HIPERPAV software. Provided the curing compound damage caused by sawing is repaired according to 451.11 and t o the Engineer’s satisfaction, the Contractor may operate the sawing equipment necessary 451.09 272 to saw joints on the newly constructed pavement. Obtain HIPERPAV according to Supplement 1033. Twenty -four hours before placing concrete pavement create a HIPERPAV project date file according to Supplement 1033. Provide the completed file and the printout to the Engineer. When HIPERPAV predicts early age slab cracking will occur, whether due to standard construction practices, joint sawing methods, mix design or curin g, either do not start construction until modifications have been made to eliminate HIPERPAV’s predicted slab cracking or do not pave. Perform a HIPERPAV analysis for each pour. If software analysis determines joint sawing could exceed 24 hours, ensure all joints are sawed within 24 hours. A HIPERPAV analysis showing paving can proceed does not eliminate the requirements of 451.17. Accurately mark both edges of 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.

A.Longitudinal Joint. Construct longitudinal joints between simultaneously placed lanes by sawing. When a standard (water cooled , diamond bladed) concrete saw is used to make the longitudinal joint between simultaneously placed lanes, saw the joint within the timeframe provided in the HIPERPAV output but not more than 24 hours. For pavement less than or equal to 10 inches (255 mm), saw the joint to a minimum depth of one -fourth the specified pavement thickness. For pavements greater than 10 inches (255 mm) thick, saw the joint to a minimum depth of one -third the specified pavement thickness. Saw joints 1/4 ± 1/16 inch (6 ± 1.6 mm) wi de measured at the time of sawing. When using early -entry (dry cut, light weight) saws to make the longitudinal joint between simultaneously placed lanes, only use saw blades and skid plates as recommended by the saw manufacturer for the coarse aggregate type being used in the concrete. Perform the early -entry sawing after initial set and before final set. Saw the joint 1/8 inch (3 mm) wide and 2 1/4 to 2 1/2 inches (56 to 63 mm) deep. Place deformed epoxy coated steel tiebars, epoxy coated hook bolt with 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 b olts with couplings to the form at the longitudinal construction joint as shown on the standard construction drawings. 451.09 273 B. Transverse Joints. Unless otherwise directed, construct all transverse joints normal to the centerline of the pavement lane and of the type, dimensions, and at locations specified. For all transverse joints, install round, straight, smooth, steel dowel bars of the size shown in Table 451.09 -1. 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.

1.Load Transfer Assemblies. Use load transfer (dowel basket) assemblies in transverse contraction joints confo rming 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. Completely install dowel basket assemblies before shipping and spacer wires are removed. Immediately before paving, remove all shipping and spacer wires from the dowel basket assemblies, check that the assembli es 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 pavem ent 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 brace the assembly from lateral and vertical displacements during the placing of concrete. Drive two of these pins opposite each other a t 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 f irmly, 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 th e 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 451.09 274 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 in ches (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. 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.

2.Slip Form Paver with Mechanical Dowel Bar Inserter. 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 duri ng 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.

a.MIT Scan -2 Equipment and Reporting 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 do wel 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. Provide 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 docum entation 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 451.09 275 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 graphical representation of each joint. Include in the report: project contract number, county -route -section, placement date, scan date, station location and la ne, 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 simi lar 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 tiebar s, reinforcing steel or other embedded or underlying steel items that may affect measurement accuracy). Establish 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.

b.Acceptance/Rejection 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. 451.09 276 TABLE 451.09 -2 INDIVIDUAL DOWEL BAR ALIGNMENT TOLERANCE S 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 dowe l 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, measu red 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 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 weighing factor (W) for each bar from Table 451.09 -3; sum the W values for every dowel in the joint and add one (1). 451.09 277 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] sta ndard lane or up to 14 ft [4.3 m] widened lane), and calculated as: 𝐽𝑜𝑖𝑛𝑡 𝑆𝑐𝑜𝑟𝑒 (𝐽𝑆)=1+∑𝑊𝑖𝑛 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 SCO RE (JS) DETERMINATIO N 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.

3.Test Section 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:

a.Each Joint Score (JS) is less than Joint Score Trigger (JST);

b.Ninety percent (90%) of the dowel bars meet the Acceptance Tolerances of Table 451.09 -2;

c.None of the dowels exceed the Rejection Tolerances of 451.09 -2. 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 for m paver with DBI that does not meet the acceptance criteria and 451.09 278 perform 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/r epairs; 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 t he 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 sec tion 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 longitu dinal joint(s). At the Engineer’s discretion, establish the location of excluded dowels by another equivalent non -destructive method or by probing.

4.Paving Quality Control Testing (QCT) for Dowel Bar Inserters 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:

a.Measure the alignments and location for every 10th joint and calculate the JS and JST for each measured joint. Acceptable QCT i s when all measures are within the acceptance tolerances in Table 451.09 -2 and JS is less than JST.

i.When the daily QCT finds more than 10 percent of the joints scanned have dowels 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 scan ning 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 451.09 -2 or the JS is found to exceed the J ST, the joint is considered to be locked and immediate investigation needs to be made as follows:

1.Scan joints in front and behind the locked joint location until five (5) consecutive 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. 451.09 279 2. If the additional scanned joints show no additional dowel bars exceeding the rejection criteria of Table 451.09 -2 and no JS exceeding the JST, evaluate equipment to determine w hat caused the original problem. Before continuing paving increase the frequency of QCT to conform to 4.a.i.

3.If the additional scanned joints show additional dowel bars exceeding rejection criteria of Table 451.09 -2 or joints with a JS exceeding the JST, stop paving. Investigate to determine 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 tempora rily 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 repl ace the slip form paver and DBI, and repeat the Test Section

b.All dowel bars found beyond rejection criteria of Table 451.09 -2 or joints with a JS exceeding the JST require a corrective action proposal conforming to Section 5, Corrective Action. Provid e report formats as described in Section 1, MIT Scan -2 Equipment and Reporting.

5.Corrective Action 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 gre ater than the JST. As a minimum, include the following in the corrective action proposal:

1.Locations of rejectable dowels with identification information as described in Section 1, MIT Scan -2 Equipment and Reporting.

2.Locked joint identification inform ation as described in Section 1, MIT Scan -2 Equipment and Reporting.

3.Proposed method of remediation for each identified location, including supporting documentation of the effectiveness of the means of proposed remediation. The Department may not requir e 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 correctiv e 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 rejec tion 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. 451.09 280 C. Expansion Joints. Where a pressure relief joint is not provided adjacent to a bridge structure, construct expansion joints at the first two regularly spaced joint locations adjacent to the bridge approach slab on each side of the bridge. If the pavement 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 constru ction 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 of placing concrete, coat the d owels 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 seam s fitting closely around the dowel, and a depression or interior projection to stop the dowel a sufficient distance from the crimped end to allow 1 inch (25 mm) for longitudinal dowel movement with pavement expansion on one free end of each dowel. If appro ved 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 assure a tight fit around each dowel. Form a 1 -inch (25 mm) wide and 1 -inch (25 mm) deep open ing on top of the expansion joint filler and seal this opening with 705.04 joint sealers.

D.Contraction Joints. For pavement less than or equal to 10 inches (225 mm) thick, saw contraction joints with a standard (water cooled diamond bladed) concrete saw to a minimum depth of one -fourth of the specified pavement thickness. For pavement greater than 10 inches (255 mm) thick, saw contraction joints to a minimum depth of one -third the specified pavement thickness. When cutting joints using a standard (water cooled diamond blade) saw ensure the joint is 1/4 ± 1/16 - inch (6 ± 1.6 mm) wide when measured at the time of sawing. When using the option of early -entry (dry cut, light weight) saws, only use saw blades and skid plates as recommended by the saw manufactur er for the coarse aggregate type being used in the concrete. Perform the early entry contraction joint sawing after initial set and before final set. Saw the contraction joint 2 -1/4 to 2 -1/2- inches (56 to 63 mm) deep. Ensure any early entry saw joints are approximately 1/8 inch (3 mm) wide at the time of sawing. If the pavement is constructed in two or more separately placed lanes, install the joints continuous for the full width of the pavement. Saw the pavement with sawing equipment approved by the Engin eer as soon as the saw can be operated without damaging the concrete. 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 us ing air under pressure. During sawing of contraction joints, maintain a standby saw in working condition with an adequate supply of blades. 451.10 281 E. Construction Joints. Install dowelled construction joints at the end of each day’s work and when 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 locat ed between contraction joints, construct the construction joint no closer than 10 feet (3 m) to the last contraction joint .

451.10 Finishing. 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 the 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 th at 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 least 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. Ensu re 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 sta tion 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. 451.11 282 451.11 Curing. Immediately after the finishing operations hav e been completed and after all free water has dissipated, spray and seal all exposed concrete surfaces with a uniform application of curing 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 m2) 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 rem oved, 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 bu rlap 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. Repa ir or replace all concrete showing injury or damage due to insufficient curing at no additional cost to the Department.

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

pavement.

451.13 Surface 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 pave ment edge at all times. Other devices such as 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 mann er 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, 451.14 283 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.

451.14 Profile Grinding. To correct surface variations exceeding tolerances

specified in 451.13 use grinding equipment conforming to Item 257.

451.15 Pavement Grooving Corrections. When pavement tining locations ar e

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 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 451.10. Vary from these requirements only for small areas a nd only with written permission from the Engineer.

451.16 Sealing 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.

451.17 Opening 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 600 psi (4.2 MPa) has been attained, the Contractor may open the pavement to traffic when 5 days have elapsed. If necessary to open a portion of the pavement in less than 5 days, with the proviso that the pavement will be cured for a minimum of 3 days, use a high early strength concrete composed of additional

701.04 or 701.05 cement, or non -chloride accelerating admixture to obtain a

modulus of rupture of 600 psi (4.2 MPa) in 3 days or less. 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 Depar tment 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 crac ks 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 between the original 451.18 284 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 ball s or mudballs. Locate 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 (Drill ed Tied Longitudinal) Joint along the longitudinal limits.

451.18 Pavement Thickness and Concrete Strength.

A.Thickness. As determined by measurement of cores cut as specified in this section, construct the concrete not more than 0.2 inch (5 mm) less tha n 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. For the purpose of coring, the Department will consid er 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 :

1.Take a core 5 feet (1.5 m) longitudinally on both sides of the deficient core. If both the cores are less than 1/2 -inch (13 mm) deficient in thickness, the zone of deficiency has been determined.

2.If either or both 451.18.A.1 cores are more than 1/ 2 inch (13 mm) deficient in thickness, cut 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 intervals until a core i s 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.

3.If a pavement sublot has cores more than 1/2 inch (13 mm) deficient in thickness and the sublot’s constructed widt h 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 the distance from the deficient core to the furthest edge of pavement. Obtain a transverse core for each core more t han 1/2 inch (13 mm) deficient. 451.18 285 4. The Engineer will use the cores that measure less than 1/2 inch (13 mm) deficient in thickness 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 (PAT) including all cores not mor e than 1/2 inch (13 mm) deficient. Cores that exceed the specified thickness by more than 1/2 inch (13 mm) will be considered as the specified thickness plus 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.

B.Strength . Use the thickness core from each pavement sublot to determine compressive strength. Provide a 4 inch diameter specimen for strength testing For concrete pavement bid items “with QC/QA”, the AASHTO accredit ed laboratory will test the QC cores for compressive strength according to ASTM C 42. 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 f or verification testing of compressive strength. Obtain the QA core from the same location as the QC core tested for compressive strength. 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 lo t according to Supplement 1127. Determine the pay factors according to Table 451.19 -2. 451.18 286 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.

451.19 Price 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.

A.Pavement Thickness. Price adjustments for thickness deficiencies will be calculated according to Table 451.19 -1 TABLE 451.19 -1 CONCRETE PAVEMENT THI CKNESS PAY FACTOR (P FT) 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]6 0.6 to 1.0 inch (15 to 25 mm)* 𝑅𝑎𝑡𝑖𝑜 [𝐷𝑍𝐴 𝑃𝑆𝑇]6 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

B.Concrete Strength. Record the compressive strength results for each sublot of concrete. Calculate the pay factor for each JMF separately. Determine the strength pay factor according to Table 451.19 -2. 451.20 287 TABLE 451.19 -2 CONCRETE PAVEMENT ST RENGTH PAY FACTOR Design Strength = f’c from 499 or as per plan 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 (PF S) = 𝑥̅ / f’cr * * When PF S is greater than 1.00, pay the un it bid price

C.Pavement Smoothness. When the Project plans include Proposal Note 420 determine a lump sum payment adjustment following the requirements of Proposal Note 420.

D.Multiple Deficiencies. When a pavement exhibits multiple deficiencies for thickness and strength, 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 451.19.C.

451.20 Method of Measuremen t. 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 E ngineer 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.

451.21 Basis 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 451 Square Yard Reinforced Concrete Pavement Class ____ (Square Meter) 451 Square Yard Reinforced Concrete Pavement Class ____ (Square Meter) with QC/QA 452.01 288 ITEM 452 NON -REINFOR CED PORTLAND CEMENT CONCRETE PAVEMENT

452.01 Description

452.02 Construction

452.03 Method of Measurement

452.04 Basis of Payment

452.01 Description. This work consists of constructing a non -reinforced

portland cement concrete pavement on a prepared surface.

452.02 Construction. The requirements of Item 451 apply, except as follows.

Do not comply with the requirements of 451.08. Provide dowels at transverse contraction joints in mainline pavement, ramps, acceleration/deceleratio n lanes, or collector/distributor lanes. Dowels for contraction joints in concrete shoulders on mainline pavement, ramps, acceleration/deceleration lanes, or collector/distributor lanes are not required unless the contraction joint is located within 500 fe et (150 m) of a pressure relief joint. Space contraction joints according to the standard construction drawings. If Item 452 pavement is specified for shoulders and is tied longitudinally to Item 451 or 305 pavement, match the joints in the shoulder paveme nt to the spacing and alignment of the adjacent pavement. Do not place construction joints within 6 feet (1.8 m) of another parallel joint. If making pavement repairs before Department acceptance under 451.17, repair all cracks exclusive of size or locatio n

452.03 Method of Measurement. The Department will measure Non -

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 -sections of the plans plus additional widening as the Engineer directs in writing. The Department will field measure the length along the centerline of each roadway or ramp.

452.04 Basis of Payment. Payment is full compensation for furnishing and

placing all materials, for sur face testing, and for coring 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 make additional payment over the contract unit price for any 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 452 Square Yard Non-Reinforced Concrete Pavement, (Square Meter) Class ___ __ 452 Square Yard Non-Reinforced Concrete Pavement, (Square Meter) Class ______ with QC/QA 455.01 289 ITEM 455 QUALITY CONTROL PLAN , TESTING AND ASSURA NCE FOR QC/QA CONCRETE

455.01 General

455.02 Quality Control Plan Basic Requirements

455.03 Additional Quality Control Plan Requirements for Structures

455.04 Additional Quality Control Plan Requirements for Concrete

Pavement

455.05 Department Quality Assurance

455.06 QCP Submittal and Corrective Action

455.07 Basis of Payment

455.01 General. Use this sp ecification for items 451, 452, 305 and 511 when

the bid item description requires QC/QA. This specification defines the minimum Quality Control Plan (QCP) requirements, the Contractor’s minimum quality control (QC) materials testing and the Department’s q uality assurance (QA) materials verification testing requirements. Develop a QCP to assure that all materials and construction practices for the item will conform to the specifications. Establish the responsibilities, duties and frequency for both in -proce ss controls and quality control testing at the concrete’s source and at the job site.

455.02 Quality Control Plan Basic Requirements. Submit a complete QCP

that includes, at a minimum, the following:

A.Basic Information. Provide the following information:

1.The name and location of the Department inspected and approved concrete producer.

2.The Department accepted Job Mix Formula (JMF) to be used for each item.

3.The name and accreditation of the AASHTO accredited laboratory to be used fo r testing fresh and hardened concrete properties for structures or pavements. Provide notification to the Department immediately when there is a change in accreditation status.

4.Name of the person(s) who is responsible for compliance with the QCP; acts as liaison to the Department; remains at the placement until the placement of concrete is completed and curing has been applied; reports any non -specification test results and assures that adjustments are made to remedy problems.

5.Names of all technici ans from the AASHTO accredited laboratory who will perform project site inspection, sampling and testing. Provide additional technician names when plant sampling and testing is also required. Use ACI certified Concrete Field Testing Technicians - Grade I t o perform concrete sampling and testing. Provide copies of their ACI certificates.

6.Names of all technicians from the AASHTO accredited laboratory who will perform compressive strength testing. Use ACI certified Concrete Strength 455.02 290 Testing Technicians to perform compressive strength testing. Provide copies of their ACI certificates.

7.Calibration records of test equipment to be used on the project.

8.Develop and provide example forms for reporting QC test results to the Engineer conforming to 455.03.C or 455.04.G.

B.Minimum Quality Control at the Concrete Source . Address how the following items will be controlled in the QCP:

1.Verify that the material sources are certified for the type of work in which they are to be used.

2.Verify that aggregat es, cementitious materials and admixtures sources and design weights match the proposed JMF.

3.Describe how aggregates will be hauled, stockpiled and handled to minimize segregation, avoid contamination, and assure a uniform gradation.

4.Describe proc edures and frequency used to control and measure aggregate moistures.

5.Provide the batching sequence and mixing procedures to be used to assure that material balling does not occur.

6.Describe how adjustments to the SSD aggregate design weights in the JMF are made to compensate for moisture contained in the aggregates during batching.

7.Describe how adjustments to mix water will be made to compensate for aggregate moistures to assure the JMF’s water -cementitious ratio (W/Cm) is not exceeded.

8.Define how the batching tolerances of 499.06 are assured.

9.Provide the information reported on the batch ticket and how it will be validated to meet the requirements of 499.07.

10.Describe the method and frequency of assuring that the combined aggrega te gradation remains within Zone II of the Coarseness Factor Chart. If adjustments are made to the JMF proportions, provide the individual aggregate gradations, combined aggregate gradation, and verification that the proportions remain within Zone II of th e Coarseness Factor Chart to the Engineer prior to placement.

11.If using a non -potable water source, describe the procedures and frequency to verify that the water meets the requirements of ASTM C1602.

a.If a reclaiming system is used, describe the method and frequency of testing to ensure that the water contains no more than 0.06% chlorides.

12.Describe how and when the water is removed from the mixer prior to batching a new load of concrete.

13.Describe methods to verify that the storage and di spensing methods for the admixtures comply with the manufacturer’s recommendations. 455.03 291 14. Describe methods to keep the concrete temperature within specifications and how to mitigate effects of changes to the set time.

15.Define the desired slump and tole rance for concrete in each construction item.

455.03 Additional Quality Control Plan Requirements for Structures . In

addition to basic QCP minimum requirements of 455.02, provide the following for structures:

A.Material Quality Control Requirements . Pro vide the following controls for the concrete materials:

1.Divide the concrete for the project into lots and sublots and define the placement sequence for each work item as follows:

a.Division of Lots. A lot consists of concrete of the same JMF. Divide lots by substructure and superstructure items. Include approach slab concrete with the superstructure lot. Combine structural components requiring the same class of concrete with different reference numbers into a single lot. However, one exception is a slipformed parapet may be considered separately from a bridge deck of same class of concrete.

b.Division into QC Sublots. Divide each lot into sublots of not more than 50 yd3 (40 m3) for obtaining QC samples. In no case should there be less than 3 sub lots in a lot. The Engineer will approve the sublot division.

2.Determine and define the sampling location based on placement method (i.e. pumping, tremie, direct chute deliver, etc.).

a.Define in the QCP plan equipment and methods to be used for

455.03 A.3.b.

3.Perform the following Quality Control testing for air content and slump at a minimum: Air Content. Sample the concrete to perform the QC testing at the point of placement. Use the following quality control procedures during placement:

a.Sample and test the air content on at least the first three (3) loads of concrete delivered for each day’s placement. Ensure the air content is within the specified parameters in T able 499.03 -1 prior to extending the testing frequency to each sublot.

b.For concrete delivered to the point of placement by means of pumping equipment, describe the methods that will be used to provide back -pressure in the system in order to minimize the amount of air loss and maintain a continuous flow of concrete in the pipe l ines and boom during the pumping operation. Obtain concrete samples at the point of placement without interrupting the continuous flow of concrete by either passing the pump line over a sampling container or obtain a composite sample from five different po rtions of the deposited concrete prior to vibration. Sample and test the air content at the point of placement for the first three

3.loads to ensure that it is within the specified parameters in T able 499.03 -1 prior to extending the frequency to each sub lot. 455.03 292 c. When the Engineer determines concrete cannot feasibly be sampled at the point of placement, provide a trial placement of concrete to verify that the air content is within the limits of T able 499.03 -1. If a load of concrete is tested and found to have an air content beyond the limits of Table 499.03 -1, do not accept and place that load unless it can be adjusted to be within the specified limits. Do not adjust the air content using a defoaming agent. Notify the Engineer and test at least the next t hree loads for air content to ensure that the results are again within the limits of T able 499.03 -1. The sampling frequency may then be extended back to one test for every sublot. Slump. Perform slump testing at the point of discharge when strength specimens are obtained. Ensure that the slump is within the specified parameters of Table 499.03 -3.

4.Establish who is responsible for reporting air and slump results to the Engineer within 1 day after each placement.

5.Describe the methods for initial curing, transporting, curing, testing and reporting test results of the QC compressive strength specimens to the Engineer within five (5) days or the completion of testing.

a.Define the unique sample identification and tracking method of concret e specimens.

6.QC Compressive Strength Testing. Perform QC sampling for compressive strength, at the point of discharge for each sublot from the load randomly determined by the Engineer. The Contractor may sample at the point of placement if air content exceeds the limits of Table 499.03 -1 at the point of discharge. For each sublot make one (1) set of three (3) – 4 x 8 inch (100 x 200 mm) QC compressive strength cylinders. Perform all required making, curing, transporting, capping and testing of the sampl es to conform to the applicable ASTM specifications. Have the AASHTO accredited laboratory perform the compression testing on the cylinders.

7.Field Cured Strengths. Determine whether field cured cylinders, beams or maturity curve acceptance will be use d for 511.13 and 511.14 strength testing. Define how many cylinders or beams will be made per placement.

a.Field Cured Samples. Describe the methods for transporting, testing and reporting the test results of field cured samples for falsework removal and opening to traffic.

b.Define the reporting methods to be used to keep the Engineer informed that field cured strength results conform to the requirements for construction, falsework removal and opening to traffic. If developing a maturity curve, provide the maturity curve to the Engineer with the QCP conforming to Supplement 1098. 455.03 293 B. Construction Process Quality Control Requirements. In addition to the requirements of 455.02, Provide the following for the construction processes:

1.Establish and define in the QCP the minimum required rate of concrete delivery for continuous placement for each construction item; determine if the plant capacity is capable of providing the concrete at the established rate; and determine how many trucks will be used to prov ide the concrete at the specified rate of delivery.

2.Describe the procedures and equipment to be used for delivering and placing concrete for each item; methods of consolidating, finishing and grooving the concrete; and methods of curing the concrete.

3.Describe methods and frequency of assuring the grade, super elevation, slab thickness, reinforcing steel cover, etc. meets the plan dimensions.

4.Establish the orientation of the finishing machine on a skewed superstructure to conform to 511.07.

5.Describe the methods to be used to meet cold or hot weather procedures as necessary.

6.Describe methods to prevent the evaporation rate from exceeding the specification requirements and actions to be taken when ambient and concrete temperatures exceed th e requirements of 511.07.

7.Describe the methods of protecting concrete if inclement weather occurs.

8.Describe how and when the vibrator frequency is verified to conform to 511.07.

9.Describe the placement procedures to be used to assure that the tolerances for slipformed concrete meets the requirements of 511.08.

10.Describe the methods and schedule for providing control joints in parapets according to 511.08.

11.Describe the lighting plan equipment and methods, when necessary for placement acco rding to 511.07.

C.Reporting. For the laboratory tested QC air content results report the following information within one day of completing the testing. For the laboratory tested QC compressive strength results report the following information within fi ve

5.days of completing the testing:

1.Sample ID, as provided by the Department *

2.Project number

3.Producer name

4.Class of concrete

5.Batch ticket number

6.Date sampled

7.Lot and sublot identification 455.04 294 8. Placement and sample location

9.Air content

10.Slump

11.Concrete temperature

12.Batch weight *

13.Unit weight *

14.Specimen size *

15.Date tested *

16.Age *

17.Individual strength results and average strength *

18.Type of fracture *

19.Laboratory name

20.Technician name * Not required when reporting air content test results.

455.04 Additional Quality Control Plan Requirements for Concrete

Pavement. In addition to the requirements of 455.02, provide the following information:

A.Division of Pavement into L ots. For the purpose of thickness and strength determination, a lot consists of the entire pavement area of the same pavement thickness and the same class of concrete. Areas using high -early strength concrete are considered a separate lot. In the QCP defin e the lots for the project. The Engineer will approve the lot division.

B.Division of Lots into Quality Control Sublots. Provide the placement sequence and placement widths for the pavement work and determine the sublot

Division c — onforming to Supplement 1064. Provide the Engineer the proposed

sublots. The Engineer will approve the sublot division.

C.Material Control Requirements. During production of the concrete pavement, perform the following quality checks:

1.Check the aggregate stockpile conditio ns, gradation and moisture condition daily.

a.Provide the name and OAIMA Level II certification of the person(s) performing the aggregate gradation.

b.Define the methods of reporting results to the Engineer including whether the concrete aggregate proportions still conform to the mix’s well graded requirements.

2.For portable plants, assure that the plant is inspected by the Department prior to placing concrete. Describe the procedures and frequencies to verify the 455.04 295 mixer blades condition and the scale, gage, meter and admixture dispenser operation.

3.During paving, perform the following:

a.Air, Slump and Temperature. Sample and test the concrete at least each ½ day of operation at the placement location.

4.Testing for opening the pavement to traffic early according to 451.17. Describe the methods to be used to assure the modulus of rupture obtains 600 psi (4.2 MPa). Define the methods to report results to the Engineer.

D.Pavement Cores for Compressi ve Strength and Thickness. Define at what age the sublot cores for strength and thickness will be taken. Define the age the cores will be tested for compressive strength. Use cores for thickness determination for compressive strength te sting . Determine sublot core locations according to Supplement 1064.

1.Pavement Thickness Measurement. Define who will be measuring the pavement thickness according to Supplement 1064. Define the frequency of reporting pavement thickness results to the Engineer. When the sublot core’s thickness is deficient, follow the requirements of 451.18 for additional core locations to determine the deficiency’s limits.

2.Define how the Engineer will be provided access to witness the measurements.

3.Define the method and frequency of reporting pavement thickness results to the Engineer

E.Concrete Strength. For each sublot, test the cores for compressive strength using an AASHTO accredited laboratory.

1.Propose the method and frequency of repor ting the results to the Engineer for acceptance.

F.Construction Process Requirements

1.Define the minimum required rate of concrete delivery for continuous placement and assure that the equipment and transportation is adequate to provide the concrete a t that rate.

2.Describe the methods of protecting the concrete in the case of inclement weather.

3.Describe the methods and frequency of controlling and checking the plastic thickness during paving and reporting issues to the Engineer.

4.Define fine grading methods and equipment

5.Define the procedure and frequency of conditioning the subbase or subgrade before pavement placement.

6.Define who will perform the HIPERPAV analysis required in 451.09 and the proposed timeframe the Engineer will have to review the report. 455.04 296 7. Describe equipment and methods for consistently delivering and evenly spreading the concrete in front of the paver.

8.Describe the procedure for dowel bar or load transfer device installation and methods for determining proper placement location after concrete placement. Assure methods conform with 451.09.B.

9.Describe the type of tie bar or alternate bolt that will be utilized at each longitudinal joint location and methods of placement. Describe the methods and monitoring f requency that will be utilized to assure tie bars are placed and conform with 451.09.A in the finished pavement.

10.Describe methods of monitoring the vibrator operation and frequency, time of day, station location and track speed according to 451.05.B.

11.Describe methods that will be used to ensure that in place concrete conforms to the air entrainment and uniformity requirements after placement and finishing are complete.

12.Define materials, methods and controls for curing and joint sealing and assuring application requirements.

13.Describe joint sawing methods and proposed timing to the sawing operation.

14.Describe finishing and pavement grooving methods.

15.Pavement Smoothness.

a.Define methods to check pavement smoothness conforming to

451.13 and reporting to the Engineer.

b.If other smoothness tolerances are required in the contract define the methods to measure, evaluate, and report the results to the Engineer.

G.Reporting Requirements.

1.Report the following QC testing information to the Engineer daily.

a.Project number

b.Class of concrete

c.JMF number

d.Batch ticket number

e.Date and time sampled

f.Air content

g.Slump

h.Concrete temperature

i.Aggregate moistures results

j.Aggregate gradation results

k.Laboratory name 455.05 297 l. Technician name

2.Report the pavement thickness measurements conforming to the form in Supplement 1064.

3.Report the compressive strength test results from the QC cores sampled according to 451.18.B with the following information:

a.Pavement lot

b.Class of concrete

c.JMF number

d.Sublot number

e.Core location

f.Placement date

g.Age at time of testing, in days

h.Compressive strength.

i.Name of Concrete Producer

j.Name of Contractor

k.Name of laboratory

455.05 Department Quality Assurance . The Department will perform Quality

Assurance materials verification sampling and testing as specified or as deemed necessary.

A.Structure Concrete. The Engineer will determine random number locations for QC compressive strength testing of each sublot.

1.Random Number Determination. The Engineer will determine a random number for each sublot to determine from which load the QC sample will be taken using the table in Supplement 1127 or a random number generator.

2.Slump and Air. The Engineer will perform side -by-side air and slump field testing with the Contractor and compare results. If the difference between the Department’s and the Contractor’s test result is grea ter than the tolerances listed below, the Contractor and Engineer will determine the reason for slump or air content differences and make necessary adjustments. The Engineer may stop the placement until the reason for the difference is established and corr ected. The Engineer will check one of the first three loads delivered. Once the results are within the tolerances listed below, the Engineer may reduce the QA sampling and testing frequency to 10% of the Contractor’s subsequent QC tests. Slump ±1 inch (25 mm) Air Content ±1%.

3.Compressive Strength. The Engineer will obtain compressive strength QA samples from the same location as the Contractor’s quality control samples at a frequency of one QA sample for every 10 sublots, or at least one per lot. The Engineer will make six (6) 4 x 8 inch (100 x 200 mm) cylinders for each sample. 455.05 298 The Engineer will mark the cylinders with identification and the Contractor shall provide initial curing at the project. After the initial curing at the project site, deliver three (3) QA cylinders to District Testing and three (3) QA cylinders to the AASHTO accredited laboratory for standard curing and testing. The AASHTO accredited laboratory will test the QA sample and the QC sample and report the test results on the form a ccepted by the QCP. Distinguish the QA from the QC results for the sublot. The Engineer will compare and verify that the tested QC and the matching tested QA test results are within 14% of the Department tested QA result. If the comparison is favorable, t he Contractor QC testing is considered verified.

a.When the comparison of the results are more than 14%, investigate the results with the Engineer to determine the reason for the difference. If the reason for the difference cannot be determined to the E ngineer’s satisfaction, the Engineer will require the Contractor to either non -destructively test or core the concrete represented by the cylinder tests to determine compressive strength. Hire a second independent AASHTO accredited laboratory to perform th is additional testing. The Engineer will witness the testing and evaluate the results. The Department will reimburse the Contractor for all testing costs when the Department’s results are in error. If the QC results are found to be valid, use the QC result s. If the QC results are not valid, use the core results to determine the compressive strength values for pay factors per 511.22.A.

B.Pavement and Base Concrete. The Engineer will perform side -by-side sampling and testing with the Contractor and compare results.

1.Air Content and slump. The Department will perform quality assurance testing of the air content on at least 10 percent of the Contractor’s QC samples. The results will be compared and if the difference between the Department’s and the Contra ctor’s test results is greater than ±1% or ±1.0 inch the Contractor and Engineer will determine the reason for difference and make necessary adjustments. The Engineer may stop the placement until the reason for the difference is established and corrected. Make any required modifications or changes to the QCP, the technician, and equipment before continuing paving.

2.Compressive Strength. The Engineer will randomly select 1 out of every 10 QC core locations to have an additional core obtained as a QA stren gth sample according to Supplement 1127. The QA core sample will be provided to the Engineer and District Testing will cure and test the QA core at the date specified by the Contractor. The Engineer will compare and verify that the Department tested QA core and the matching Contractor tested QC core test result are within 13% of the District Testing QA result. If the comparison is favorable, the Contractor QC testing is considered verified. If the difference between core results is greater than 13%, the E ngineer will investigate both the Contractor’s AASHTO accredited laboratory and District Testing for the accuracy of the equipment and procedures for conducting the compressive strength testing of the cores. If the investigation does not determine the 455.06 299 reason for the discrepancy between cores, the Contractor will re -core the sublot in dispute and the core will be tested at OMM. The OMM core result will be compared to the Contractor’s QC core result. If the comparison is within 13%, the Contractor’s QC result will be accepted and considered verified. If not within the 13% range, the project sublots will be re -cored by the Contractor and tested by the Department. The results will be used for payment under 451.19B.

455.06 QCP Submittal and Corrective Action . Submit the proposed QCP to

the Engineer for acceptance at least 10 days prior to placing concrete. If the submitted QCP is not accepted by the Engineer, revise and resubmit the QCP and provide an additional 10 days for acceptance. Reschedule the concrete placement, when necessary, to allow time for the review and acceptance of the QCP. The QCP acceptance is based on the concept that the proposed QCP procedures will provide work meeting all specification requirements. If the accepted QCP is not being followed the Engineer will require compliance or re -submittal of any modifications for review and acceptance. When the actual work produced by the QCP does not conform to specification requirements, the Engineer will require modification of the QCP to return the work to conformance. When notified by the Engineer propose modifications to the QCP for acceptance. Do not continue work until the Engineer has either accepted the revised QCP or determined work can continue.

455.07 Basis of Payment. The cost of developin g and implementing the QCP is

incidental to the cost of the concrete sold with the QC/QA requirement.

Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.

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446 ASPHALT CONCRETE CORE DENSITY ACCEPTANCE

499 CONCRETE—GENERAL

448ASPHALT CONCRETE ACCEPTANCE

448.01 Description

448.02 Density

448.03 Reports

448.04 Acceptance

448.01 Description. This specification describes the acceptance criteria for

448.02 Density. Conduct density gauge quality control testing on the asphalt

448.03 Reports. Refer to Item 403 for reporting requirements of asphalt

448.04 Acceptance. Refer to Item 403 for acceptance requirements. If a project

451.01 Descript ion

451.02 Materials

451.03 Pavement Quality Control

451.04 Equipment

451.05 Setting Forms

451.06 Fine Grading of Subgrade or Subbase

451.07 Placing Concrete

451.08 Placing Reinforcement

451.09 Joints

451.10 Finishing

451.11 Curing

451.12 Removing Forms

451.13 Surface Smoothness

451.14 Profile Grinding

451.15 Pavement Grooving Corrections

451.16 Sealing Expansion Joints

451.17 Opening to Traffic

451.18 Pavement Thickness and Concrete Strength

451.19 Price Adjustments

451.20 Method of Measurement

451.21 Basis of Payment

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

451.02 Materials . Furnish materials conforming to:

451.03 Pavement Quality Control. When the concrete pavement bid item

451.04 Equipment . Furnish self -propelled spreading and finishing machines

451.06 Fine Grading of Subgrade or Subbase.

451.07 Placing Concrete. When constructing on subgrade or subbase,

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

451.09 Joints. Unless otherwise directed, construct all transverse joints normal

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

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

451.13 Surface Smoothness. After final concrete curing and cleaning the

451.14 Profile Grinding. To correct surface variations exceeding tolerances

451.15 Pavement Grooving Corrections. When pavement tining locations ar e

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

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

701.04 or 701.05 cement, or non -chloride accelerating admixture to obtain a

451.18 Pavement Thickness and Concrete Strength.

451.19 2.

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

451.19 C will conform to the lump sum requirements of 451.19.C.

451.20 Method of Measuremen t. The Department will measure Reinforced

451.21 Basis of Payment. Payment is full compensation for furnishing and

452.01 Description

452.02 Construction

452.03 Method of Measurement

452.04 Basis of Payment

452.01 Description. This work consists of constructing a non -reinforced

452.02 Construction. The requirements of Item 451 apply, except as follows.

452.03 Method of Measurement. The Department will measure Non -

452.04 Basis of Payment. Payment is full compensation for furnishing and

455.01 General

455.02 Quality Control Plan Basic Requirements

455.03 Additional Quality Control Plan Requirements for Structures

455.04 Additional Quality Control Plan Requirements for Concrete

455.05 Department Quality Assurance

455.06 QCP Submittal and Corrective Action

455.07 Basis of Payment

455.01 General. Use this sp ecification for items 451, 452, 305 and 511 when

455.02 Quality Control Plan Basic Requirements. Submit a complete QCP

455.03 Additional Quality Control Plan Requirements for Structures . In

455.03 A.3.b.

455.04 Additional Quality Control Plan Requirements for Concrete

Division c — onforming to Supplement 1064. Provide the Engineer the proposed

451.13 and reporting to the Engineer.

455.05 Department Quality Assurance . The Department will perform Quality

455.06 QCP Submittal and Corrective Action . Submit the proposed QCP to

455.07 Basis of Payment. The cost of developin g and implementing the QCP is