Part 5
386 SECTION 501 – PORTLAND CEMENT CONCRETE PAVEMENT
501.01 Description ................................ ................................ ................... 387
501.02 Materials ................................ ................................ ...................... 387
501.03 Proportioning and Quality Assurance of Concrete ....................... 387
501.04 Equipment ................................ ................................ .................... 389
501.05 Subgrade Preparation ................................ ................................ ... 393
501.06 Construction of Base ................................ ................................ .... 393
501.07 Setting Forms ................................ ................................ ............... 393
501.08 Co nditioning of Base ................................ ................................ .... 394
501.09 Handling, Measuring, and Batching Material .............................. 394
501.10 Mixing Concrete ................................ ................................ .......... 394
501.11 Mixing Limitations ................................ ................................ ....... 395
501.12 Placing Concrete ................................ ................................ .......... 395
501.13 Testing Concrete ................................ ................................ .......... 398
501.14 Strike -Off of Co ncrete and Placement of Reinforcement ............ 398
501.15 Joints ................................ ................................ ............................ 399
501.16 Final Strike -Off, Consolidation and Finishing ............................. 403
501.17 Surface Testing, Pay Factors, and Corrective Action ................... 406
501.18 Curing ................................ ................................ .......................... 409
501.19 Removing Forms ................................ ................................ .......... 411
501.20 Sealing Joints ................................ ................................ ............... 412
501.21 Protection of Pavement ................................ ................................ 412
501.22 Opening to Traffic ................................ ................................ ........ 413
501.23 Shoulders ................................ ................................ ...................... 413
501.24 Tolerance in Pavement Thickness ................................ ................ 414
501.25 Method of Measurement ................................ .............................. 416
501.26 Basis of Payment ................................ ................................ .......... 416
501.01 387 DESCRIPTION
501.01 Description
This work consists of constructing a pavement of Portland cement concrete, with or without reinforcement as specified, on a prepared surface. MATERIALS
501.02 Materials
A.General Provide materials as specified in: Portland Cement ................................ ................................ .... 901.01 Fine Aggregate ................................ ................................ ....... 903.01 Coarse Aggregate ................................ ................................ ... 903.03 Preformed Joint Fillers (Non-Extruding and Resilient Types) ............................. 905.01 Joint Sealants ................................ ................................ ......... 905.05 Reinforcing Steel and Dowel Bars ................................ .............. 907 Curing Materials ................................ ................................ ......... 913 Water ................................ ................................ ..................... 921.01 Air-Entraining Admixtures ................................ .................... 921.06 Chemical Additives ................................ ............................... 921.06 Fly Ash ................................ ................................ .................. 921.15 Slag Cement ................................ ................................ ........... 921.16
B.Fly Ash and Slag Cement Meet the requirements in 604.02.
501.03 Proportioning and Quality Assurance of Concrete
A.Proportioning
1.Design and Production Parameters . The concrete design shall be air entrained and produce a workable concrete mix meeting the design and production parameters specified in Table 501.03 -1. 501.03 388 Table 501.03-1: Class CP – Paving Concrete 28 Day Compressive Strength, min (PSI) Minimum Cementitious Content (pounds per cubic yard) Maximum Water/Cement Ratio (pound/pound) Air Content (%) Slump (inch) 3000 526 1 545 2 0.45 5% design 3 – 8% production 0 – 2 3 3 + 1 4 (1) 526 pounds required when the coarse aggregate is crushed stone (2) 545 pounds required when the coarse aggregate is gravel (3) Allowable slump for slipform paving (4) Allowable slump for other than slipform paving The fine aggregate shall not exceed 44% by volume calculation of the total aggregate. Do not use sand manufactured from limestone or other polishing aggregates in the construction of traffic lanes. The Contractor may include c hemical admixtures in the concrete mixture based on the ambient air temperature and expected weather conditions. Admixtures to be incorporated into the concrete shall be compatible and incorporated into the concrete in accordance with the manufacturer ’s recommendations. Concrete mixtures utilizing multiple admixture manufacturers shall prove compatibility in accordance with Department al procedures .
2.Mix Design Submittal Submit in accordance with 604.03.A.2, except that compressive strength specimens (7, 14, 28 -day, etc.) shall be 6 -inch by 12 -inch due to the size of the coarse aggregate.
3.Partial Cement Replacement with Fly Ash or Slag Cement Meet the requirements in 604.03.A.3 . 501.04 The Contractor may use ternary cementitious mixtures (mixtures with Portland cement, slag cement , and fly ash) for Class CP Concrete so long as the minimum Portland cement content is 50%. The maximum amount of fly ash substitution in a ternary blend shall be 20%. Substitution rates shall be at a 1:1 ratio.
4.Use of Class A Concrete. If approved by the Engineer, the Contractor may use Class A Concrete , as specified in 604 and modified herein, in variable width sections, ramps, and on projects containing 10,000 square yards of concrete pavement or less. The slump shall be modified to be a maximum of 3 inches, and the compressive strength of cylindrical specimens molded, cured and tested in an approved laboratory shall be not less than 3,000 psi at 28 days. The Department will not make additional payment to the Contractor for increased costs due to the use of this mixture .
B.Quality Control and Acceptance of Concrete Meet the requirement of 604.03.B. EQUIPMENT
501.04 Equipment
Obtain the Engineer’s approval as to the design, capacity, and mechanical condition of equipment and tools used to handle materials and perform all parts of the Work. Have the equipment at the jobsite sufficiently ahead of the start of construction operations to allow the Engineer to perform a thorough examination.
A.Batching Plant , Multi-Aggregate Feed System, and Equipme nt Meet the requirements of 604.04.A.
B.Mixers Meet the requirements in 604.04.B.
1.Mixers at Site of Construction. In addition to meeting the requirements of 604.04.B.1 , mixers at the site of construction, unless 501.04 390 otherwise st ipulated, shall also meet 105.17 and shall be capable of discharging and distributing the mix without segregation on the prepared subgrade or sub -base.
2.Truck Mixers and Truck Agitators. In addition to meeting the requirements o f 604.04.B. 3, mixers or agitators used to mix and transport paving concrete shall be of the hydraulic drum lift type or other specially designed types that will discharge low slump concrete ½ to 1-1/2 inches at a satisfactory rate without segregation. The Contractor may use approved conventional or standard truck mixers or truck agitators for mixing and hauling concrete under 604, for projects that contain 10,000 square yards or less of concrete paving.
3.Non-agitator Trucks. Bodies of non -agitator hauling equipment for concrete shall be smooth, mortar -tight, metal containers, and shall be capable of discharging the concrete at a sa tisfactorily controlled rate without segregation. Provide c overs to protect the concrete.
C.Forms Use straight side forms of metal having a thickness of not less than 7/32 inch and furnished in sections not less tha n 10 feet in length. Forms shall have a depth at least equal to the required edge thickness of the concrete, without horizontal joint, and a base width equal to at least the depth of the forms. For curves of 100 -foot radius or less, use flexible or curve d forms of wood or metal, of the proper radius, and of a design acceptable to the Engineer. Provide forms with adequate devices for secure setting so that when in place they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Flange braces shall extend outward on the base not less than 2/3 the height of the form. Ensure that the top face of the form does not vary from a true plane by more than 1/8 inch in 10 feet, and the face of the form does not vary more than ¼ inch. The forms shall contain provisions for locking the ends of abutting form sections together tightly, and for secure setting. Metal pins shall be of proper size and length to hold the forms rigidly and securely in pla ce. Do not use built-up forms except where the total area of pavement of any specified thickness on the Project is less than 10,000 square yards. Built- up forms shall have a minimum base width of 8 inches. 501.04 391 Remove forms with battered top surfaces and form s that are bent, twisted, or broken. Do not use repaired forms until inspected and approved by the Engineer. Provide and maintain in satisfactory condition an adequate supply of forms to meet the needs of a full day’s production.
D.Spreading and Finishing E quipment Equipment shall include a paving machine designed to uniformly vibrate and finish the concrete full width and to its final grade .
1.Vibrators . Vibrators f or full-width and full -depth vibration of concrete paving slabs shall be multiple spuds or other types approved by the Engineer. Either attach the vibrators to the spreader or the finishing machine or mount them on a separate carriage. Operate the vibrat ors at the frequency recommended by the manufacturer, subject to approval of the Engineer. Submit to the Engineer the manufacturer ’s recommendations for installing and operating vibrators.
2.Longitudinal Floats. Provide a mechanical longitudinal float , of a design approved by the Engineer, which is in good working condition and constructed to allow accurate adjustment to the required crown.
3.Bridges. Furnish a minimum of two individual work bridges.
4.Finishing Straightedge. Provide at least two s traightedges, with handles at least 3 feet longer than half the width of the slab, constructed of light metal , and not less than 10 feet long. Ensure that the straightedges remain clean and straight.
5.Straightedge Templ ates. Provide at least two s traightedge templates for testing the completed surface. They may be of wood or metal; shall not be less than 12 feet long; and shall be clean, straight, and free from warp.
6.Water Supply Equipment. Water supply equipment shal l include pumps, or tanks mounted on trucks, of adequate capacity to furnish more than sufficient water to accommodate the construction and at the required and necessary pressure. A pipeline appropriate to the requirements of the construction may be used. 501.04 392 7. Small Tools. Provide edgers, trowels, hand floats, brushes, and other small tools necessary to produce the results required.
8.Special Equipment and Tools. Equipment and tools necessary to construct special features as shown on the Plans shall be able to produce the results required.
9.Transverse Grooving Equipment. Mechanical transverse grooving equipment shall consist of a steel tine comb with a minimum width of 6 feet, a vibrating beam roller, or other approved devices.
10.Concrete Saw. If sawed joints are elected or specified, provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions and at the required rate. The saws shall be equipped with water -cooled diamond edge blades. For sawing longitudinal jo ints, use saws equipped with guides to ensure proper alignment of the joints. Provide at least one standby saw in good working order. Maintain an ample supply of saw blades onsite at all times during sawing operations. Provide adequate artificial lightin g facilities for night sawing. Have all equipment onsite both before and continuously during concrete placement.
11.Slip-form Paver . Provide slip -form pavers designed to spread, consolidate, screed, and float -finish freshly placed concrete in one complete p ass of the paver so that only a minimum of hand finishing will be necessary to provide a dense and homogeneous pavement that conforms with the Plans and Specifications. The slip-form paver shall be an approved self -propelled type, equipped with a crawler type track of sufficient area to prevent track slippage under load or sinking into the supporting subbase/subgrade . The length of ground contact per track and arrangement of track units shall be adequate to ensure the established straightedge tolerance. When using slip -form pavers , comply with all provisions and requirements of these Specifications that do not conflict with slip -form construction . Control pavement alignment with an electronic sensing device i n continuous contact with a sensing guide. Furnish equipment with electronic controls for vertically adjusting the paver strike -off and finishing components. Provide, install, and maintain electronic 501.05 393 controls, sensing devices, and sensing guides at no ad ditional cost to the Department. CONSTRUCTION REQUIREMENTS
501.05 Subgrade Preparation
Prepare the subgrade as provided for under 207.
501.06 Construction of Base
Construct the base as specified in the applicable Section of Part 3 – Bases and Subgrade Treatments , of these Specifications. Construct the base to such grade tolerances as will ensure the required concrete pavement thickn ess is obtained. Complete the base at least 500 feet in advance of paving. Equip the base grading machine and slip -form paver with automatic line (guidance) and grade controls.
501.07 Setting Forms
A.Base Support Ensure that the foundation under the forms is firm and true to grade so that each form, when set, will be firmly in contact for its whole length and at the specified grade. Fill all grade at the form line, which is found to be below established grade, up to gra de with suitable material in lifts of ½ inch or less for a distance of 18 inches on each side of the base of the form, and thoroughly compact the material. Correct all grade at the form line found to be above grade by tamping or cutting as necessary. Do not rest the forms on pedestals of earth or other material to bring them to grade.
B.Form Setting Set and obtain approval of forms a minimum of 500 feet in advance of the point where concrete is being placed. The Contractor may reduce this distance as approved by the Engineer when prevailing conditions justify a shorter distance. After setting the fo rms to the correct grade, 501.08 394 thoroughly tamp, mechanically or by hand, the material supporting the forms, at both the inside and outside edges of the base of the forms. Stake forms into place with not less than three pins for each 10 -foot section. Place a p in at each side of every joint. Ensure that form sections are tightly locked and free from play or movement in any direction. Do not allow the forms to deviate from true line by more than ¼ inch at any point. Reset or remove as directed forms that settl e or spring under the spreading and finishing equipment. Clean and oil the top and face of forms before placing concrete.
C.Grade and Alignment Immediately before placing the concrete, check the alignment and grade elevations of the forms and correct as nec essary. When a form has been disturbed or a grade has become unstable, reset and recheck the affected form.
501.08 Conditioning of Base
Check and correct the grade immediately ahead of concrete placing operation s. Use an approved machine with automatic grade control to attain the final section. If the slip -form method of paving is used, place, compact, and finish the base to the proper grade to a width beyond the pavement limits sufficient to support all paving equipment. Remove and replace h igh areas. The Contractor may fill l ow areas with base material and compact to correspond with the surrounding areas; except that for low areas in cement treated bases and bituminous bases, fill with concrete integral with the pavement. Repair low areas in lean concrete base as directed by the Engineer. The base shall have been previously wetted and shall be in a moist condition at the time of placing concrete. If the base subsequently becomes dry before the actual placing of concrete, sprinkle it, while taking care to avoid forming pools of water. The base shall not be muddy or soft.
501.09 Handling , Measuring, and Batching Material
Meet the requirements in 604.11.
501.10 Mixing Concrete
Meet the requirements in 604.13. 501.11 395 Transport mixed concrete as required by 604.13 or in non -agitating trucks having special bodies. When truck mixers are used on hauls in excess of 1 hour, add the cement at the site of construction and perform mixing as specified under this Subsection. From the time water is added to the mix to the time the concrete is deposited in place , no more than 30 minutes shall elapse for conc rete hauled in non - agitating trucks, and no more than 60 minutes shall elapse for concrete hauled in truck mixers or truck agitators.
501.11 Mixing Limitations
Meet the requirements in 604.12.
501.12 Placing Concrete
Either unload the concrete into an approved spreading device, or deposit it directly on the base, and mechanically spread the concrete in a manner that prevents segregation of the materials. When using central or transit mixed concrete, deposit it in an approved spreader. Place the mixture to minimize rehandling and relocation from point of placement. The mechanical spreader will not be required on areas too small to acco mmodate the paving equipment, projects that contain 10,000 square yards or less of concrete paving, and on variable width sections and ramps. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Do not place co ncrete on frozen grade. Perform any necessary hand spreading with shovels or other approved tools. Do not allow workmen to walk in the freshly mixed concrete with boots or shoes coated with earth or other foreign substances. If placing concrete adjacent t o a previously constructed lane of pavement and mechanical equipment is to be operated on this existing lane of pavement, that lane shall meet the requirements for opening to traffic specified in 501.22. If the existing lane is to only carry finishing equipment, the Contractor may begin paving the adjoining lanes after 7 days. Deposit concrete as near to expansion and contraction joints as possible without disturbing them; do not dump concrete from the discharge bucket or hopper onto a joint assembly unless the hopper is well centered on the joint assembly. 501.12 396 Immediately remove all concrete materials that may fall on or be worked into the surface of a completed slab using approved methods. When using the slip -form method of concrete paving, place the concrete with an approved slip -form paver meeting the requirements of 501.04.D.11 . Ensure that the sliding forms are rigidly held together laterally to prevent spreading of th e forms. The forms shall trail behind the paver for such a distance that no appreciable slumping of the concrete will occur and so that necessary finishing can be accomplished while the concrete is still within the forms. Before the concrete has hardened , correct any edge slump of the pavement, exclusive of edge rounding, in excess of ¼ inch. Operate the slip -form paver with as nearly a continuous forward movement as possible, and coordinate all operations of mixing, delivering, and spreading of concrete to provide uniform progress while minimizing the stopping and starting of the paver. If, for any reason, it is necessary to stop the forward movement of the paver, also immediately stop the vibratory and tamping elements. Apply no tractive force to the m achine, other than that which is controlled from the machine. Replace slabs with random cracks before completion of paving operations. Contractor may choose to utilize a single lift or two lift paving process according to the following requirements.
A.Single Lift Pavement Use vibrators to thoroughly consolidate the concrete against and along the faces of all forms and along the full length and on both sides of all joint assemblies. Do not allow vibrators to come in contact with a joint assembly, the gr ade, or a side form. Do not operate the vibrator for longer than 5 seconds in any one location. The Contractor may only use hand -operated vibrators on projects containing 10,000 square yards or less of concrete paving and on variable width sections. Only operate vibrators mounted on a machine while the machine is in motion. Equip the slip -form paver with vibrators meeting the applicable requirements of 501.04.D.1 to vibrate the concrete for the full width and depth of the strip of pavement being placed. 501.12 397 B. Two Lift Composite Pavement When placing two lift composite pavements, the upper lift shall be of a lesser thickness as designated by contract design. It shall be placed such that the result is a wet -on-wet application. The lower lift will be one foot less in width than the upper lift. Paving operations shall be adjusted and approved by the Engineer as necessary to assure a wet -on-wet monolithic pavement section. If the bonding between lifts or the consolidation of concrete is determined to be unsuit able by the Engineer, the lower lift shall be removed and replaced prior to the upper lift placement.
1.Lower Lift. Uniformly spread concrete with a spreader or slipform machine. Internal vibration will be required for the lower lift. Tie bars and dowel b ars (with the use of dowel baskets) shall be placed in the lower lift at mid -depth of the finished concrete pavement thickness. The lower lift shall not require curing, texturing, or sawing before the upper lift is placed. The lower lift shall be struck off to provide a nominal lower lift thickness that complies with the pavement design. The upper lift shall be struck off to allow for the finished total pavement to conform to the cross section shown in the contract plans.
2.Upper Lift. Place the upper li ft within 45 minutes following the placement of the lower lift. Placement of the upper lift shall be such that intermingling of the two concrete mixtures is minimal. External vibration for the upper lift will be allowed if proper consolidation and finish ing can be demonstrated in accordance with 501.16. Dowel bars can be inserted during the placement of the upper lift. Cure the upper lift only in accordance with 501.18. At no time shall the total thickness be less than shown on the pavement design and the cross section shown in the contract plans. Frequency of the vibrators shall be established based on the workability of the concrete mixture and past experiences. Electronic, internal, T-shaped, poker vibrators shall be used. Other types of vibrating equipment may be approved by the Engineer. Vibrator impulses shall be delivered directly to the concrete and the intensity of vibration shall be sufficient to consolidate the concrete thoroughly and uniformly throughout the depth and width of the lift. I ncrease in the speed of the vibrators will be allowed with the permission of the Engineer. 501.13 398 A paving plan shall be supplied to the Engineer for review and approval prior to pouring. The plan shall document procedures to ensure consistency of material prope rties during concrete placement and finishing, identify and eliminate potential for load misidentification, and maintain speed of production and paving. Concrete for each lift shall be produced from the same ready -mix facility.
501.13 Testing Concrete
All sampling and testing of materials will be performed in conformance with Departmental procedures. During the process of work if either the slump or air consistency tests give results outside the allowable specification range , do not place any additional concrete until the slump, air content, or both is brought within specification limits. The Engineer will determine the 28 -day compressive strength of the concrete under construction by conducting tests during the progress of w ork in accordance with 604.15. The method of making and curing test specimens will be in accordance with AASHTO T 23. Furnish the concrete necessary for the Engineer to conduct the field tests and provide a storage facility wit h watertight tanks of satisfactory size and number to accommodate the cylinder specimens. The Engineer may allow concrete that fails to meet the specified strength to remain in place, but the Department will pay for such concrete at a reduced price as spe cified in 604.31 to compensate for the loss of strength. Any reduction in payment because of low strength will be in addition to any reduction in payment related to deficiencies in pavement thickness or rideability. The Engineer will determine pavement thickness from test cores drilled by the Contractor from each unit of pavement in accordance with 501.24.
501.14 Strike-Off of Concrete and Placement of Reinforcement
Following the placing of concrete, s trike it off to conform to the cross -section shown on the Plans and to an elevation such that when the concrete is properly consolidated and finished, the surface of the pavement will be in reasonably close conformity with the elevation shown on the Plans or established by the Engineer. When reinforced concrete pavement is placed in two layers, strike off the entire width of the bottom layer to such length and depth that the sheet of fabric or bar mat may be laid full length on the concrete in its final po sition without further manipulation. When steel fabric is indicated, place it in strips transverse to the roadway at the depth and with the lap shown on the Plans. The fabric shall extend to within 2 inches of the 501.15 399 ends and sides of the slab. Place the r einforcement directly on the concrete, and then place, strike off, and screed the top layer of the concrete. Remove and replace with freshly mixed concrete, at no cost to the Department, all portions of the bottom layer of concrete left in place for more than 30 minutes without being covered with the top layer. When reinforced concrete is placed in one layer, the Contractor may position reinforcement in advance of concrete placement or place it after spreading the concrete by mechanical or vibratory means . Ensure that reinforcing steel is free from dirt, oil, paint, grease, mill scale, and loose or thick rust that could impair the bond of the steel with the concrete.
501.15 Joints
Construct joints of the type and dimensions and at the locations shown on the Plans and in accordance with these Specifications. Unless otherwise specified or directed, all contraction and construction joints shall be of the plain sawed groove type.
A.Longitudinal Joints Install longitudinal joints perpendicular to the pavement surface and along or parallel to the centerline of the pavement, unless otherwise specified. Place deformed steel tie bars of the specified length, size, spacing, and materials across and perpendicular to the longitudinal joints. Place the tie bars using approved mechanical equipment or rigidly secure them by chairs or other approved supports to prevent displacement. When using the slip-form method of paving, place the tie bars before vibrating. To install tie bars in existing hardened concrete, pre -drill holes into the existing concrete slab to a minimum depth of half the tie -bar length and to a diameter of no more than 1/8 inch greater than the tie -bar. Thoroughly clean all pre -drilled holes using a wire brush and compressed air. Secure the tie bars using epoxy or adhesive material capable of withstanding minimum average pull -out resistance of 12,000 pounds or a maximum slippage of 1/32 inch. Provide jacking equipment or other suitable means to test the tie bars to meet the minimum pull -out resistance to the satisfaction of the Department. 501.15 400 A representative test section of a minimum of 15 tie b ars or 2% of the total amount used on the Project shall be tested to determine if the installation method is acceptable. The Engineer will base acceptance on the pull-out data of this test section. The Engineer may require more than one test section if t he Contractor’s methods and procedures vary from the original procedure or there is reason to believe the installation is faulty. Include all costs involved in the above procedure in the price bid for concrete pavement . Cut longitudinal sawed joints with approved concrete saws to the depth, width, and line shown on the Plans, not later than 10 days after placing concrete and before any equipment or vehicles are allowed on the pavement. Immediately after sawing, thoroughly clean all longitudinal contraction and construction joints of all residue by flushing with water under pressure.
B.Transverse Expansion Joints Construct transverse joints to be straight, vertical to the pavement surface, and at the angle to the centerline of the pavement shown on the Plans. Provide dowels across transv erse expansion joints as shown on the Plans. Secure dowels in position, parallel to the surface and centerline of the slab, with an approved metal device that is left in the slab . Unless otherwise specified, paint dowels with one coat of approved primer a nd thoroughly coat with a thin film of oil or approved bond breaker. If using oil, apply it after the paint has dried and immediately before placement . If corrosion resistant dowels are specified, use the bond breaker recommended by the dowel or coating manufacturer or as directed by the Engineer. Cover one end of each dowel with a close fitting, closed -end metal or plastic sleeve, not less than 4 inches long. Provide a flange or other approved device to separate the end of the sleeve and the end of the dowel during the placing of the concrete so that a space of not less than the proposed thickness of the joint plus ¼ inch will be provided for subsequent movement of the dowel in the sleeve. Use a sleeve type on the dowel bars that meets the Engineer’s a pproval. Dowels shall have 501.15 401 ends free from burrs and distortions. Cut wires of dowel baskets before concrete placement. To install premolded joint filler, if specified, the Contractor may use either of the alternate expansion joint and dowel assembly devi ces shown on the Plans or other approved expansion joint assemblies. The installing device shall have a length of ½ inch less than the width of the slab. Assemblies shall be a rigid metal device capable of holding dowels and filler firmly in position dur ing the entire construction operation and shall remain in place. Set the top of the filler below the surface of the proposed slab to accommodate the type of sealant specified, as shown on the Plans. When in position, the filler shall be perpendicular to the surface of the slab. While placing the concrete , protect t he top edge of the filler with an approved metal channel cap. The Contractor may use an assembly device with a self-contained cap.
C.Transverse Contraction Joints Place transverse contraction joints at the intervals specified and to result in the desired shape. Do not use formed contraction joints unless specified or required by the Engineer to control random cracking. Place load transfer dow els at the intervals and depths shown on the Plans . Unless otherwise specified, paint dowels with one coat of approved primer and thoroughly coat with a thin film of oil or approved bond breaker. If using oil, apply it after the paint has dried and immed iately before placement . If corrosion resistant dowels are specified, use the bond breaker recommended by the coating manufacturer or as directed by the Engineer. Instead of using dowel assemblies at contraction joints, the Contractor may place dowel bars in the full width of pavement using a mechanical device approved by the Engineer. To use a dowel implanting device, first demonstrate accurate dowel placement and pavement finish.
1.Sawing. Begin sawing the joints as soon as con crete has hardened sufficiently to allow sawing without excessive raveling. Once started, continue with the sawing operation until all transverse contraction joints are sawed. When necessary, provide for bad weather or nighttime operations. Omit the saw ing of a joint if a crack occurs at or near the joint location before the time of sawing. Discontinue the sawing of a joint when a crack develops ahead of the saw. In general, saw all joints in sequence. 501.15 402 Saw all contraction joints in lanes adjacent to pr eviously constructed lanes before uncontrolled or sympathy cracking occurs. If extreme conditions exist that make it impracticable to prevent erratic cracking by early sawing, form a contraction joint groove at intervals of every third or fourth joint or as often as required prior to initial set of concrete as provided for under paragraph (2) below. Immediately after sawing, thoroughly clean the joints of all residue by flushing with water under pressure. Obtain the Engineer’s approval of all sawing equip ment as specified in 501.04.D.10. Only use lightweight sawing equipment on the newly constructed pavement. The Contractor may use gang saw units or similar heavy equipment if the equipment is operated from a bridge or platform supported independently of the pavement.
2.Formed Joints. Construct formed contraction joints during the placing of the concrete. Form these joints by placing insert s in the plastic concrete, at the angle to the centerline of the pavement shown on the Plans and perpendicular to the surface. When the concrete has attained its initial set and after the joint has been carefully finished, remove the insert. Ensure that the groove so formed maintains its full width and depth as shown on the Plans, and the pavement a t the joint meets surface requirements.
D.Transverse Construction Joints Construct transverse construction joints to provide a uniform surface. Provide the surface texture as specified in 501.16.G as needed. Install transverse construction joints when an interruption of more than 30 minutes occurs during the concreting operations. Do not construct transverse joints within 10 feet of an expansion joint, contraction joint, or plane of weakness. If sufficient concrete has not been mixed at the time of interruption to form a slab at least 10 feet long, remove the excess concrete back to the previous joint and dispose of as directed.
E.Expansion Joints at Structures Place premolded joint filler against all structures and features projecting through, into, or against the slab to form expansion joints. Such joints shall extend the full depth of slab and, unless otherwise specified, shall be ½ inch in width. 501.16 403 501.16 Final Strike -Off, Consolidation and Finishing
A.Sequence Perform operations in the following sequence: strike -off and consolidation, floating and removal of laitance, straight -edging, and final surface finish.
B.Finishing at Joints Consolidate concrete adjacent to joints to eliminate voids or segregation, against the joint material, under and around all load transfer devices, joint assembly units, and other features designed to extend into t he pavement. After the concrete has been placed and vibrated adjacent to the joints as specified in 501.12, bring the finishing machine forward, operating it in a manner that will avoid damage or misalignment of joints.
C.Machine F inishing Distribute or spread the concrete as soon as placed. Immediately after spreading, strike off and screed the concrete with an approved finishing machine that meets 501.04.D.1 . When the pan -float finisher combination machine is used for finishing the pavement, longitudinal floats are not necessary. Vibrators, for full width and depth vibration of concrete paving slabs, shall meet 501.04.D.1 . If uniform and satisfactory consolidation of the concrete is not obtained by the vibratory method at joints, along forms, at structures, and throughout the pavement, furnish equipment and methods that will produce satisfactory work.
D.Hand Finishing The Engineer may allow hand finishing methods in the following situations:
1.Mechanical equipment breaks down after concrete has already been deposited on the grade. 501.16 404 2. Variable width sections make the use of finishing machines impracticable. When the Engineer allows hand finishing, strike -off and screed the concrete as soon as it is placed. Use a screed that is at least 2 feet longer than the maximum width of the slab to be struck off, of approved design, and sufficiently rigid to r etain its shape. When reinforcement is used in the pavement, provide a strike -off template for striking off the bottom layer of concrete. Consolidate the concrete using a suitable vibrator and other approved equipment. Repeat screeding until the surface i s of uniform appearance, true to grade and cross-section, and free from porous areas.
E.Floating After the concrete has been struck off and consolidated, use one of the following methods to further smooth, true, and consolida te the concrete. Do not over -finish, or add water to the surface, under either of these methods.
1.Hand Method. If hand finishing is allowed as provided for under 501.16.D, use equipment and methods approved by the Engineer.
2.Mechanical Method. Use the mechanical float described under 501.04.D.2 unless otherwise specified. Adjust the tracks from which the float operates to the required cross -section. Accurately adjust and coordinate t he float wi th the adjustments of the transverse finishing machine so that a small amount of mortar is carried ahead of the float at all times. If excessive evaporation is occurring, the Contractor may apply a light fog spray of water. Adjust the forward speed so th at the float will lap the distance directed by the Engineer on each transverse trip. Pass the float over each area of pavement at least two times, while preventing excessive operation over a given area. Waste excess water or soupy material over the side forms on each pass. After floating, remove excess water and laitance from the surface of the pavement with a straightedge 10 feet or more in length. Lap successive drags one half the length of the blade. 501.16 405 F. Straightedge Testing and Surface Correction After the floating has been completed and the excess water removed, but while the concrete is still plastic, test the concrete surface for trueness using an accurate metal straightedge, not less than 15 feet in length, swung from handles at least 3 feet longer than half the width of the slab. Hold the straightedge in contact with the surface in successive positions parallel to the road center -line, and go over the whole area from one side of the slab to the other as necessary. Advance the straightedge along the road in successive stages of no more than half the length of the straightedge. Immediately fill depressions found with freshly mixed concrete, and strike off, consolidate, and refinish the concrete. Cut d own and refinish high areas. Ensure that the surface across joints meets these straightedge requirements. Continue to perform straightedge testing and surface corrections until the entire surface is free from observable departures from the straightedge a nd the slab conforms to the required grade and cross -section. If the Engineer determines superficial water is needed to assist in finishing, apply such water by lightly fogging.
G.Surface Texturing Texture the surface using a burlap drag, consisting of a seamless strip of damp burlap which, when dragged longitudinally along the full width of pavement, produces a uniform surface of gritty texture. Maintain the drag in such condition that the resultan t surface is of uniform appearance and reasonably free from grooves over 1/16 inch in depth. After finishing the pavement by the burlap drag, texture the surface by forming transverse grooves. Form the transverse grooves with mechanical equipment using a comb made of steel tines, vibrating beam roller, or other approved device. The Contractor may use manual tools, such as rakes with spring steel tines, on areas inaccessible to mechanical equipment, or areas of 1,000 square yards or less and variable widt h. Form the grooves in the concrete at an appropriate time while the concrete is still in a plastic state, so that in the hardened concrete, the grooves will be between 0.09 and 0.13 inches in width, and between 0.12 and 0.19 inches in depth. Space the gr ooves at random intervals between
0.3 and 1.0 inches.
501.17 406 Regardless of the method used to form the grooves, ensure that the grooves are relatively smooth and uniform, and are formed without excessive tearing of the surface and without bringing pieces of the c oarse aggregate to the top of the surface. If the equipment breaks down or experiences mechanical failure, the Contractor may use manual tools for grooving, provided all mixing and placing operations cease until proper repairs are made. Correct, at no expe nse to the Department, all individual areas of 50 square yards or larger of the hardened grooved concrete that do not conform to these requirements, by cutting acceptable grooves in the hardened surface with an approved cutting machine or by other approved methods.
H.Edging at Forms and Joints After the final finish, but while the concrete is still in a plastic state, round the outside edges of the pavement to a ¾-inch radius. When pavement is formed along a lane lin e, round the edges to a ¼-inch radius. Round the edges of the pavement on each side of transverse expansion joints, formed joints, and transverse construction joints to a ¼-inch radius. Perform edging with an approved edging tool that will produce a well-defined and continuous radius. Eliminate all tool marks formed by the edging tool by brushing to form a texture similar to the burlap drag finish.
501.17 Surface Testing, Pay Factors, and Corrective Action
All surface testing and any required corrective work shall be performed as soon as practicable and before sealing joints and opening to traffic.
A.Rideability Testing The Department will conduct rideability testing using a roadway profiler to provide an Internati onal Roughness Index (IRI). Testing will be performed on each lane for mainline, auxiliary lanes, and ramps. Schedule rideability testing at least seven days prior to need. Clean and clear the area to be tested of all obstructions. Wheel paths will be located 3 feet to each side of the centerline of each traffic lane. 501.17 407 For mainline, exit ramps, and auxiliary lanes, testing will begin 25 feet before the start of the concrete surface. Consider ramps between freeways that do not have stop or yield conditi ons to be mainline pavement. For exit ramps, test sections shall terminate 50 feet from a stop or yield condition. For entrance ramps, test will begin at the start of the new paved ramp. To determine pavement rideability, the Department will evaluate the pavement using 0.1 -mile Mean IRI (MRI) sections for overall roughness and IRI for individual continuous 25 -foot sections for localized roughness in each wheel path. Mean IRI (MRI) shall be the average of each wheel path. Each 0.1-mile section will be considered a lot. IRI data will be calculated per ASTM E 1926. Each lot shall have a maximum Mean IRI value of 90 inches per mile. No individual continuous 25 -foot section shall exceed an IRI of 175 inches per mile in eith er wheel path. For low speed ramps with a posted speed of 40 MPH or less, each lot shall have a maximum Mean IRI value of 100 inches per mile. No individual continuous 25 -foot section shall exceed an IRI of 220 inches per mile in either wheel path.
B.Pay Factor and Required Corrective Action Perform corrective action to reduce the Mean IRI for each lot or IRI for any individual continuous 25 -foot section that fails to meet the requirements specified. Perform corrective action to reduce the Mean IRI for each 0.1-mile lot with a Mean IRI above 90 inches per mile and 100 inches per mile for ramps with posted speed of 40 MPH o r less. No more than 0.25 inches (two grinding passes) of material shall be removed by corrective diamond grinding without approval of th e Engineer. For lots exceeding a Mean IRI of 90 inches per mile or 100 inches per mile for (≤ 40 MPH) low speed ramps after corrective action is performed, a pay adjustment will be assessed in accordance with Figure 501.17-1. 501.17 501.18 409 Lots less than the 0.1 m ile in length shall meet localized roughness requirements. The 25-foot continuous average sections of localized roughness must be corrected regardless of Mean IRI results. A grinding strategy plan is required before any corrective action begins. Submit a copy of the grinding plan to the Engineer at least 5 days prior to starting any work. Perform required corrective work with approved grinding equipment or removing and rep lacing pavement as directed by the Engineer. Perform all corrective action at no cost to the department. Grinding equipment must meet 604.27.C. After Corrective action is complete, the Department will retest and evaluate the pavement . Seal all surfaces that are ground with an approved penetrating sealant listed on the Department’s QPL. Establish a positive means for removing grinding and grooving residue. Remove solid residue from pavement surface during the grinding or grooving operations. Do not allow residue to flow across lanes used by public traffic, into gutters, or drainage facilities. Dispose of residue in a manner that will prevent residue, whether in solid or slurry form, from reaching any waterway in a concentrated state. After the Contra ctor performs corrective grinding , the Department will test the affected pavement for thickness in accordance with 501.24.
501.18 Curing
Immediately after completing the finishing operations and as soon as marring of the concrete will not occur, cover and cure the entire surface of the newly placed concrete. Where curing requires the use of water, ensure that sufficient water is available. Failure to provide a sufficient quantity of one of the curing materials specified in 913, or lack of water for wet -curing methods, shall be cause for immediate suspension of concreting operations. Do not leave the concrete exposed for more than 30 minutes between stages of curing or during the curing period. Perform curing according to one of the following methods: 501.18 410 A. Cotton or Burlap Mats Entirely cover the surface of the pavement with cotton or burlap mats. The mats used shall be of such length (or width) that, as laid, they will extend at least twice the thickness of the pavement beyond the edges of the slab. Place the mats so that the entire surface and both edges of the slab are completely covered. Thoroughly saturate the mats with water prior to placement. Place and weight down the mats to ensure that they remain in intimate contact with the surface covered. Keep the covering fully saturated and in place for 72 hours after the concrete has been placed unless otherwi se specified.
B.Waterproof Paper Entirely cover the top surface and sides of the pavement with waterproof paper. Lap the units at least 18 inches. Place and weight down the paper to ensure it will remain in intimate contact with the surface covered. The paper shall have such dimensions that each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement, or it shall be of pavement width with 3 -foot strips of paper provided for the edges. If laid longitudinally, ceme nt together paper not manufactured in sizes that provide this width in such a manner that the joints do not open up or separate during the curing period. Unless otherwise specified, keep the covering in place for 72 hours after the concrete has been place d. Thoroughly wet the surface of the pavement before placing the paper.
C.Impervious Membrane Method Spray the entire pavement surface and edges uniformly with white pigmented curing compound immediately after finishing the surface and before concrete set h as taken place, or, if the pavement is cured initially with jute or cotton mats, apply the curing compound upon removal of the mats. Do not apply curing compound during rainfall. Apply curing compound under pressure by mechanical sprayers at the rate recommended by the manufacturer. Use spraying equipment of the fully atomizing type equipped with a tank agitator. At the time of use, the compound shall be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. During application, stir the compound continuously by effective mechanical means. The Contractor may hand spray odd widths or shapes and concrete surfaces exposed by the removal of forms. Do not apply curing compound to the inside faces 501.19 411 of joints to be sealed. Should the film become damaged from any cause within a 72 -hour curing period, repair the damaged portions immediately with additional compound. Upon removal of side forms, immediately protect the sides of the slabs exposed by applying curing treatment equ al to that provided for the surface.
D.White Polyethylene Sheeting Entirely cover the top surface and sides of the pavement with polyethylene sheeting. Lap the units at least 18 inches. Place and weight down the sheeting to ensure it remains in intimate co ntact with the surface covered. Use sheeting with such dimensions that each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement. Thoroughly wet the surface of the pavement before placing the sheeting. Unles s otherwise specified, keep the covering in place for 72 hours after the concrete has been placed.
E.Curing in Cold Weather Meet the requirements in 604.24. When placing concrete in conditions where the air temperature is expected to drop below 35 °F, provid e a sufficient supply of straw, hay, grass, or other suitable blanketing material along the work. At any time the temperature is expected to reach the freezing point during the day or night, spread such material over the pavement to a sufficient depth to prevent freezing of the concrete. Take care so as not to mar the concrete surface. Maintain such protection for not less than 5 days. The Contractor is responsible for the quality and strength of concrete laid during cold weather. The Department reser ves the right to require the Contractor to core the concrete to check for damage caused by freezing temperatures. Remove and replace concrete damaged by freezing action at no cost to the Department.
501.19 Removing Forms
The Contracto r may remove forms once removal will not cause damage to the slab edges. Remove the forms carefully to avoid damaging the pavement. After the forms have been removed, cure the sides of the slab using one of the methods specified in 501.18. The Engineer will consider honeycombed 501.20 412 areas to be defective work. Remove and replace all unsound material with satisfactory material at no cost to the Department.
501.20 Sealing Joints
Seal joints with one of the specified joint sealing materials before opening the pavement to traffic and as soon after completion of the curing period as is feasible. Select the sealant from the Department’s QPL and apply it in strict accordance with the manuf acturer’s recommendations. Immediately before sealing, thoroughly clean each joint of all foreign material, including membrane curing compound, by sandblasting. Subject all joints to high - pressure air blowing prior to sealing. Ensure that the joint face s are clean and dry when applying the seal. Apply the sealant to the joint immediately after cleaning. Apply the sealing material to each joint opening to conform to the details shown on the Plans or as directed by the Engineer. Perform sealing so as not to spill material on the exposed surface of the concrete. Immediately remove any excess material on the surface of the concrete pavement and clean the pavement surface. Remove sealing material that does not bond to the concrete, and re -clean and reseal the joint at no expense to the Department. Ream all random cracks with a suitable tool and fill with an approved joint sealant.
501.21 Protection of Pavement
Protect the pavement and its appurtenances against both public traffic and traffic caused by the Contractor’s employees and agents . This shall include watchmen to direct traffic and the erection and maintenance of the warning signs, lights, pavement bridges , or crossovers . Repair or replace all damage to the pavemen t prior to final acceptance at no cost to the Department. Protect all concrete paving against the effects of rain before the concrete is sufficiently hardened; have available at all times materials to protect the edges and surface of plastic concrete. Suc h protective materials shall include standard metal forms or wood plank having a nominal thickness of not less than 2 inches and a nominal width of not less than the thickness of the pavement at its edge for the protection of the pavement edges, and coveri ng 501.22 413 material such as burlap or cotton mats, curing paper, or plastic sheeting material for the protection of the surface of the pavement. When rain appears imminent, stop all paving operations and direct all available personnel to begin placing forms again st the sides of the pavement and covering the surface of the plastic concrete with the protective covering.
501.22 Opening to Traffic
The Engineer will determine when the pavement will be opened to traffic. The Engineer will not allow traffic on the completed pavement until the concrete has attained a compressive strength of 3,000 pounds per square inch or until 14 days following concrete placement, whichever occurs first. Remove and replace concrete that fails to develop a compressive strength of 3,000 pounds per square inch within 28 days at no cost to the Department, or accept reduced payment in accordance with 501.13. Ensure pavement is free from construction debris, rocks, and ot her deleterious materials before opening to traffic. All other testing of the concrete pavement for smoothness and thickness shall be complete before opening to traffic.
501.23 Shoulders
Construct, shape, and dress shoulders according to the shoulder type shown on the Plans as soon as practicable following the completion of the pavement. Shoulders shall be one of the following types:
A.Base with Flexible Surface Perform this work as specified in the applicable sections of Part 3 – Base and Subgrade Treatments and Part 4 – Flexible Surfaces . Construct longitudinal joints between the concrete pavement and the asphalt shoulder by sawing, unless otherwise directed by the Engineer, to form an opening 1 inch wide by 1 inch deep , as measured from the lowest elevation. Install sealant with equipment recommended by the sealant manufacturer , which can maintain a uniform, homogeneous mixture throughout the sealing operation. Apply the sealant so that it flows into the joint without overlapping onto t he pavement. Remove a ll sealant that overlaps onto the pavement at no cost to the Department . 501.24 414 B. Base with Rigid Surface Perform this work in accordance with the applicable Sections of
Part 3 — Base and Subgrade Treatments and Part 5 – Rigid Pavement .
Construct the longitudinal joint between the Portland cement concrete pavement and the Portland cement concrete shoulder in accordance with these Specifications and the details shown on the Plans. Use materials, including tie bars and joint sealant, that are of the same type as the Portland cement concrete mainline pavement. Construct transverse joints in the Portland cement concrete shoulder to correspond to the transverse joints in the Portland cement concrete roadway and to be of the same type, material , and spacing. Both expansion and contraction joints shall include dowel assemblies of the same type specified for the roadway pavement.
501.24 Tolerance in Pavement Thickness
The Department will determine pavement thickness based on the average measurement of cores taken by the Contractor from each unit as defined in 501.24.A. The Department will calculate the average thickness of each unit and determine the associated payment for the area represented in accordance with 501.24.B.
A.Defining Units For the purpose of determining the pavement thickness and for establishing an adjusted unit price for pavement that is deficie nt in thickness, the Department will define separate units as follows, unless otherwise specified:
1.Placement widths of 1,000 feet in length, starting at the end of the pavement bearing the smaller station number, will be considered separate units. The placement width is the width of a separately placed lane or lanes .
2.Last units having a length between 500 feet and 1,000 feet will be treated as separate units. The Department will include l ast units having a length not exceeding 500 feet in the last full unit.
3.Units on interchange ramps will be considered separately from units on the main line. 501.24 415 4. Each intersection will be considered as one unit.
5.Crossovers, entrances, and similar small are as may be combined to form a unit of 1,000 square yards or less. In each unit so established, the Department will make thickness measurements and apply price adjustments, if any, as specified in 501.24.B, for pavement units on the main line and ramps, except the location and spacing of cores will be as designated by the Engineer.
B.Average Thickness Measurements and Payment Adjustments Take core samples at locations determined and witnessed by a Department representative and docu mented on the appropriate form. When the measurement of the core from a unit is within ¼ inch from the Plan thickness, the Department will make full payment for the pavement in the area represented. When such measurement is deficient by more than ¼ inch but not more than 1 inch from the Plan thickness, the Department will direct two additional cores to be taken from within the unit at intervals of not less than 300 feet and will determine the average of the three cores. If the average measurement of th ese three cores is within ¼ inch of the Plan thickness, the Department will make full payment. If the average thickness of the three cores is deficient by more than ¼ inch but not more than 1 inch from the Plan thickness, the Department will pay an adjust ed price, determined in accordance with 501.26.B, for the area represented by these cores. In calculating the average thickness of the pavement unit, the Department will consider measurements that exceed the average thickness b y more than ¼ inch as the specified thickness plus ¼ inch, and will exclude from the average measurements that are less than the specified thickness by more than 1 inch. When the measurement of any core is less than the specified thickness by more than 1 i nch, the Department will determine the actual thickness of the pavement in this area from additional cores taken at not less than 10-foot intervals parallel to the centerline in each direction from the affected location until a core is found, in each direc tion, that is not deficient by more than 1 inch. The Engineer will evaluate areas found deficient in thickness by more than 1 inch, and if, in the Engineer’s judgment, the deficient areas warrant removal, the Contractor shall 501.25 416 remove and replace them, at n o additional cost to the Department, with concrete of the thickness shown on the Plans. The Department will not include exploratory cores for areas deficient by more than 1 inch in thickness when determining averages for adjusted unit prices. COMPENSATION
501.25 Method of Measurement
The Department will measure Portland Cement Concrete Pavement (Plain) and Portland Cement Concrete Pavement (Reinforced) of the various thicknesses specified, by the square yard in accordance with 109. The Department will measure additional concrete required to level individual ramps, including acceleration and deceleration lanes, containing 4,500 square yards or less, by the cubic yard. Where a ramp becomes a traffic lane without a tapered acce leration lane, or a traffic lane becomes a ramp without a tapered deceleration lane, the Department will consider 300 feet of the lane, measured from the point of intersection with the adjoining lanes, as an acceleration or deceleration lane to be included in the ramp. To determine the number of cubic yards of additional concrete, the Department will deduct the theoretical quantity and all wasted concrete from the number of cubic yards used, as determined from invoices or conversion from batch weights. The Department will not measure for payment additional concrete used for leveling on main line roadway or ramps that contain more than 4,500 square yards.
501.26 Basis of Payment
A.General The Department will pay for accepted quantities at the contract prices as follows: Item Pay Unit Portland Cement Concrete Pavement (Plain) ___ ” Square Yard Portland Cement Concrete Pavement (Reinforc ed) __” Square Yard Portland Cement Concrete Shoulders Square Yard Such payment is full compensation for furnishing all materials including reinforcing, dowels, and joint material. 501.26 417 Payment for Portland Cement Concrete Pavement, of the type and thickness shown on the Plans, also includes all labor, equipment, materials, and incidentals required to construct the longitudinal joint between the pavement and either flexible or rigid shoulders , and to texture the surface by forming transverse grooves. Payment for Portland Cement Concrete Shoulder s, of the type and thickness sh own on the Plans, includes all labor, equipment, materials, and incidentals required to construct transverse joints in the Portland cement concrete shoulders. For pavement found deficient in thickness by more than ¼ inch but not more than 1 inch, the Depa rtment will pay only the reduced price specified in 501.26.B. No additional payment over the contract unit bid price will be made for pavement that has an average thickness in excess of that shown on the Plans. The Department will pay for additional concrete used for leveling on ramps that contain 4,500 square yards or less based on the invoice price of the concrete when the concrete is purchased from a ready -mix producer. If the concrete is mixed on the Project by the Contrac tor, the price per cubic yard will be based on the invoice price of the materials plus 20%. The Department will make payment only on that portion of additional concrete that exceeds 4% of the theoretical quantity; no payment will be made for additional co ncrete exceeding 10% of the theoretical quantity. The Department will pay for additional concrete, measured in accordance with 501.25, at the purchase price, F.O.B. the unloading point, as verified by invoices, with no compensati on allowed for further handling. The State will be reimbursed from monies due the Contractor for a decrease in concrete measured in accordance with 501.25 in an amount equal to the purchase price of the concrete F.O.B. the unloa ding point. No payment will be allowed for any changes in the proportions of the aggregates. No additional payment will be made if two -lift composite pavement alternate is selected.
B.Price Adjustments
1.Pavement Thickness. Where the average thickness per u nit of pavement is deficient in thickness by more than ¼ inch, but not more than 1 inch, the Department will pay an adjusted price as specified in Table 501.26-1. 501.26 418 Table 501.26-1: Price Adjustment for Concrete Pavement Deficiency Deficiency in Thickness Determined by Cores (Inches) Proportion of Contract Price Allowed 0 through 0.25 100%
0.26 through 0.50 75%
0.51 through 0.75 60%
0.76 through 1.00 50%
When the thickness of pavement is deficient by more than 1 inch and the judgment of the Engineer is that the area of such deficiency does not warrant removal and the Contractor elects not to remove the pavement, there will be no payment for the area retained.
2.Pavement Rideability. The Department will adjust the unit price paid for Portland C ement Concrete Pavement in accordance with Figure 501.17 -1. The adjusted unit price will apply to the total area of the 0.1 mile - section for the lane width represented by the road profiler or profilograph.
Part 6
419 PART 6 – STRUCTURES SECTION 601 – TIMBER STRUCTURES ................................ ............. 420 SECTION 602 – STEEL STRUCTURES ................................ ................ 427 SECTION 603 – PAINTING ................................ ................................ .... 480 SECTION 604 – CONCRETE STRUCTURES ................................ ....... 498 SECTION 606 – PILING ................................ ................................ .......... 558 SECTION 607 – PIPE CULVERTS AND STORM SEWERS ................ 578 SECTION 608 – SANITARY SEWERS ................................ .................. 587 SECTION 609 – PIPE REMOVED AND RELAID ................................ . 592 SECTION 610 – PIPE DRAINS ................................ ............................... 596 SECTION 611 – MANHOLES, CATCH BASINS, INLETS, AND PIPE END WALLS ................................ ................................ ..... 600 SECTION 612 – STONE MASONRY ................................ ..................... 605 SECTION 613 – BRICK MASONRY ................................ ...................... 613 SECTION 615 – PRECAST/PRESTRESSED CONCRETE BRIDGE MEMBERS ................................ ................................ .................. 618 SECTION 616 – POST-TENSIONED PRESTRESSED CONCRETE .... 634 SECTION 617 – BRIDGE DECK SEALANT ................................ ......... 646 SECTION 619 – POLYMER MODIFIED CONCRETE BRIDGE DECK OVERLAY FOR NEW AND EXISTING BRIDGES ..... 650 SECTION 620 – BRIDGE RAILINGS ................................ .................... 659 SECTION 621 – TEMPORARY STRUCTURES ................................ .... 661 SECTION 622 – SHOTCRETE ................................ ................................ 664 SECTION 623 – BRIDGE EXPANSION JOINTS ................................ .. 671 601.01 420 SECTION 601 – TIMBER STRUCTURES
601.01 Description ................................ ................................ ................... 420
601.02 Materials ................................ ................................ ...................... 420
601.03 Reserved ................................ ................................ ....................... 421
601.04 Prelimin ary Work ................................ ................................ ......... 421
601.05 Care and Protection of Timber ................................ ..................... 421
601.06 Components of Timber Structures ................................ ............... 421
601.07 Erection ................................ ................................ ........................ 424
601.08 Paint and Painting ................................ ................................ ........ 425
601.09 Final Cleanup ................................ ................................ ............... 426
601.10 Method of Measurement ................................ .............................. 426
601.11 Basis of Payment ................................ ................................ .......... 426
DESCRIPTION
601.01 Description
This work consists of constructing structures or parts of structures, other than piling, composed of timber, treated or untreated, or a combination of both, on prepared foundations at the locations shown on the Plans or as directed by the Engineer. Construct those parts of timber structures to be constructed with materials other than timber, such as concrete and steel, as specified in the Sections pertaining t o the respective types of structure. MATERIALS
601.02 Materials
Provide materials as specified in: Timber ................................ ................................ ......................... 911 Provide timber of the dimensions shown on the Plans. The dimensions on the Plans are intended to represent the co mmercial product.
Source: Tennessee Standard Specifications for Road and Bridge Construction, 2021 Edition. Pages 395–428 of 1,072.