SECTION 507 – CONCRETE BRIDGE DECK, BRIDGE PARAPET, AND APPROACHES
507.01 Description
This Section describes the requirements for constructing concrete bridge decks, parapets, deck joint systems, and approaches.
507.02 Materials
507.02.01 Materials
Provide materials as specified: Concrete ................................ ................................ ................................ ................................ ...................... 903.03 High Performance Concrete ................................ ................................ ................................ .......................... 903.05 Non-Shrink Grout ................................ ................................ ................................ ................................ 903.08.02.A Epoxy Grout ................................ ................................ ................................ ................................ ........ 903.08.02.B Reinforcement Steel ................................ ................................ ................................ ................................ ..... 905.01 Steel Bar Bridge Railing ................................ ................................ ................................ ............................... 906.07 Bearing Pads ................................ ................................ ................................ ................................ ................ 907.03 Anchor Bolts ................................ ................................ ................................ ................................ ............ 908.01.03 Preformed Joint Filler ................................ ................................ ................................ ................................ ... 914.01 Preformed Elastomeric Joint Assemblies ................................ ................................ ................................ .. 914.04.01 Strip Seal Expansion Joint Assemblies ................................ ................................ ................................ ...... 914.04.02 Modular Expansion Joint Assemblies ................................ ................................ ................................ ....... 914.04.03
507.02.02 Equipment
Provide equipment as specified: Sealer Application System ................................ ................................ ................................ ........................... 1003.08 Pavement Forms................................ ................................ ................................ ................................ .......... 1005.01 Spreading and Finishing Machine for Concrete Bridge Decks ................................ ................................ ...... 1005.03 Vibrator ................................ ................................ ................................ ................................ ...................... 1005.04 Slip-Form (Extrusion) Machine ................................ ................................ ................................ ................... 1005.06 Straightedge ................................ ................................ ................................ ................................ ................ 1008.02 Pavement Saw ................................ ................................ ................................ ................................ ............. 1008.04 Hot-Air Lance ................................ ................................ ................................ ................................ ............. 1008.06 Concrete Batching Plant ................................ ................................ ................................ .............................. 1010.01 Concrete Trucks ................................ ................................ ................................ ................................ .......... 1010.02
507.03 Construction
507.03.01 Joint Assemblies
A.Working Drawings. Submit working drawings for approval, as specified in 105.05, for modular expansion joint assemblies. Submit working drawings for certification, as specified in 105.05, for strip seal expansion joint assemblies, preformed elastomeric joint assemblies, and other types of expansion joint assemblies. Finger joint assemblies are not allowed. As a minimum, indicate the following information on the working drawings:
1.Plan, elevation, and section of the joint system for all movement ratings and roadway width limitations, as well as relative dimensions and tolerances.
2.All ASTM, AASHTO, or other material designations.
3.Method of installation including sequence of installation, relative temperature settings, setting anchorage, and installation at curb lines.
4.Corrosion protection system or material.
5.Details of temporary supports for shipping and handling. Include lifting mechanisms and locations.
6.Design calculations for all structural elements. As warranted, include fatigue design calculations and strength design calculations. Indicate locations of all welded splices.
7.Design the joint system as one continuous unit without fie ld splices. If due to shipping or construction requirements, splices are necessary indicate that the locations of the splices are to be in areas outside the main traffic lanes. Provide field splicing procedures.
8.Ensure that the removal and reinstallat ion of the strip seal can be accomplished from above the joint without full closure of the roadway.
9.Ensure that the expansion joint assembly seals do not protrude above the top of the joint. Use preformed neoprene strip seals that are mechanically held in place. In addition, for modular expansion joint assemblies, incorporate the following requirements:
1.Provide the modular expansion joint assembly to accommodate all expected longitudinal movements as well as vertical and horizontal rotations. Incorporate strip seal glands with a maximum movement range of 3.15 inches per seal. Support centerbeam (s) with an independent support bar that is welded to the centerbeam. Suspend the support bars over the joint opening by sliding elastomeric bearings. Incor porate an equidistant control system that develops its maximum compressive force when the joint is at its maximum opening. Do not use bolted connections between the centerbeams and support bars unless approved by the Designer. If bolted connections are approved, lock them into position after tightening. Provide tightening procedure for Designer’s approval to ensure all bolts cannot loosen during the service life.
2.Provide continuous centerbeams without any field splice unless approved by the Designer. If a field splice is inevitable due to a manufacturing constraint, provide a fatigue resistant field splice (welded or bolted, and located away from potential wheel paths) and installation procedure. Submit welding procedure specification (WPS), welder qualification, weld procedure, and QC inspection plans for field welds for Designer’s approval. Installation is to be supervised by the Manufacturer and Contractor. If bolted connections are used, provide a bolt tightening procedure, and ensure bolt loosening does not happen during service life. Provide continuous strip seals even if centerbeams are spliced. Verify the blockout location, dimensions, and details shown on contract plans, and ensure that installation of a modular expansion joint assembly shall fit in the blockouts on site.
3.Fatigue test the modular expansion joint assembly, including the transverse centerbeams, support bars, and other structural elements and connections, according to Section 19/A19 of AASHTO LRFD Construction Specifications. Submit prequalification fatigue test report. Ensure welded (or bolted, if approved) details used in project products match those that have been fatigued tested. When a fatigue test report is not available, welded, or bolted details may be fatigue desi gned in accordance with Section 14 of AASHTO LRFD Bridge Design Specifications as approved by the Designer.
4.Perform prequalification tests, Open Movement and Vibration (OMV) testing and Seal Push-Out (SPO) testing as specified in 914.04.03 for review and approval by the Designer.
5.Provide the elastomeric springs and bearings to be removable and replaceable in the event maintenance is necessary. Verify the blockout location, dimensions, and details shown on contract plans, and ensure that installation of a modular expansion joint assembly shall fit in the blockouts on site.
B.Installation. Ensure that expansion joint systems are self-supported and continuous across the full width of the deck and continue into traffic barriers and curbing. Provide to the RE a copy of the manufacturer’s recommendations for the joint system’s installation. Provide a joint installation temperature chart on the working drawings ranging from −10 to 110 °F. Install one of the following joint systems according to the manufacturer’s recommendations:
1.Strip Seal Expansion Joint Assemblies. Strip seal expansion joint assemblies include molded neoprene rubber gland, parallel steel rail sections, and all hardware necessary to form a mechanical connection between the metal components and the bridge deck. For strip seal expansion joint assemblies, place closed-cell foam backer rod in the seal cavity of the steel retainer rails before placing the deck slab concrete. Ensure that the backer rod remains in place until the rubber gland seal is installed. Do not field splice molded neoprene rubber glands or preformed elastomeric compression seal. Repair galvanized coating that is damaged before or during installation.
2.Preformed Elastomeric Joint Assemblies. Preformed elastomeric joint assemblies include preformed elastomeric compression seal, parallel steel rail sections, and all hardware necessary to form a mechanical connection between the metal components and the bridge deck.
3.Modular Expansion Joint Assemblies. Modular expansion joint assemblies include preformed neoprene strip seals that are held in place by steel edgebeams and centerbeams, support bars to support the centerbeam and sliding elastomeric bearings. These assemblies contain no bolted connections unless approved by the Designer. Take precautions to protect the joint system from damage after installation. Provide a bridge, or a method to protect the joint system from construction vehicle damage to the satisfaction of the RE. When installing the joints, ensure that they are in the correct position during the concrete placement. Ensure that the installed joint system matches the roadway profile and finished grades. Adjust the openin g at expansion joints to correspond with the installation temperature chart.
507.03.02 Concrete Bridge Deck
A.Forms. Construct forms as follows:
1.Stay-In-Place (SIP) Forms. Submit working drawings for certification that include the following:
a.Deck reinforcement location.
b.Grade of steel.
c.Galvanizing specification.
d.Physical and section properties for all permanent steel bridge deck form sheets.
e.Locations where the forms are supported by steel flanges subject to tensile stresses. Provide form cut and fill grade sheets. Weld form supports to the flange of stringer or floor beam, except in the areas where flanges are subjected to tensile stress. Ensure that SIP forms do not rest directly on the top of the stringer or floor beam flanges. Fasten SIP forms to form supports and ensure that a minimum bearing length of 1 inch at each end is achieved. Do not flame-cut SIP forms. Cut vertical legs for form supports at or below the bottom of the deck slab to maintain the required concrete cover for reinforcement steel at all locations. Do not use SIP forms where longitudinal deck construction joints are located bet ween stringers or outside of the fascia stringers. Weld SIP forms according to ANSI/AWS D1.5 Bridge Welding Code pertaining to fillet welds. The Contractor may use a 1/8 inch fillet weld. Do not weld flanges in tension or structural steel bridge members fabricated from non-weldable grades of steel. Repair permanently exposed form metal whose galvanized coating has been damaged as specified in
506.03.01 F.
2.Removable Forms. Construct removable forms as specified in 504.03.02.B. Do not use shoring to support stringers along the span length where the superstructure, under live l oad and impact loads, is designed for composite action. Do not weld attachments required for placement of the removable forms to the beam.
B.Deck Placement Plan. At least 15 days before the start of placing bridge dec k concrete, submit to the RE for approval a plan of operation that includes the following:
1.SIP form cut and fill grade sheets.
2.A screed and rail erection plan.
3.Deck grades.
4.Sequence and rate of placing concrete.
5.Number and type of personnel performing the work.
6.Number, type, and model of equipment to be used in handling, placing, and finishing the concrete including the weight of the finishing machine.
7.Request for a change in the number, location, or configuration of construction joints.
8.Method of maintaining the evaporation rate below 0.15 pounds per square foot per hour.
9.Type of fog misting equipment if used.
C.Meeting. Within 10 days before the start of deck placement, conduct a meeting with the RE, the ME, and the concrete supplier to discuss the plan of operation and to coordinate the deck placement.
D.Installing Joint Assemblies. Ensure that joint assemblies are installed as specified in 507.03.01.B.
E.Installing Reinforcement Steel. Ensure that reinforcement steel is installed as specified in 504.03.01.
F.Limitations of Placing Concrete. Comply with the limitations of placing specified in 504.03.02.C, except do not place concrete when the ambient temperature is above 85 °F. If within the 12 hours before the concrete placement the National Weather Service http://www.nws.noaa.gov/ locally forecasts a 40 percent chance or greater of precipitation during the scheduled concrete placement, postpone the placement of bridge decks and pavement. Do not place concrete when the atmospheric evaporation rat e is greater than 0.15 pounds per square foot per hour. The Contractor may use fog misting, wind shields, or other methods approved by the RE to keep the evaporation rate below 0.15 pounds per square foot per hour. If using fog misting, ensure that the f og misting equipment is capable of delivering 2 to 3 gallons of water per minute at 2 ,000 to 2 ,500 pounds per squa re inch using a 40 degree to 50 degree wide-angle nozzle. Position the fog nozzle 6 feet above the concrete surface. Do not use fog misting to apply water for finishing purposes. Immediately cease fog misting if water accumulates on the surface. The ME will measure air temperature, relative humidity, and wind speed at the location of the deck placement. The ME will measure concrete temperatures from the sample used for slump and air content tests. The ME will perform measurements and calculations at least once every 2 hours beginning 1 hour before concrete placement.
G.Performing the Dry Run. Perform a dry run with the finishing machine over the full length of the bridge segment. Ensure that the screed rail supports are spaced no more than 3 feet apart. Adjust the screed to its finishing position before performing the dry run. During the dry run, check the he ight and deflection of screed rails, the cover for reinforcement steel, and forms. Make necessary corrections before notifying the RE for inspection. If the supports for the rails are located in the deck concrete, ensure that the supports can be removed without disturbing the concrete, or partially removed so that no part remains less than 2 1/2 inches below the finished concrete surface. The RE will not inspect the dry run until it is evident that the placement and finishing operation can be completed within the scheduled time, that any required weather protective materials are in place, and that all necessary finishing tools and equipment are on hand at the work site. The RE will check to ensure that elevations are within ±1/4 inch of the specified elevat ions. The RE will check elevations longitudinally every 10 feet and transversely at the edges of breaklines, joint assemblies, gutter grades, and the center of each lane and shoulder. The RE may direct placement of additional grade stakes in areas with rapid changes in grade so that intermediate longitudinal checks can be made. Once the RE has approved the dry run, do not make adjustments to the operation without RE approval.
H.Placing Deck Concrete. Provide work bridges or other RE approved means of access to the surface of the deck for the purpose of finishing, straightedging, making corrections, and for other operations requiring access to the surface of the deck after the passing of the screed. Before placing deck concrete, construct bulkheads in the s hape of the required deck cross section. When multiple concrete placements are required within a deck structure, follow the numbered sequen ce shown on the Plans, beginning with the lowest number. The Contractor may submit a written request to the RE for approval to have this requirement waived if the succeeding sections can be completed within 4 hours after the start of the initial section placement. The RE will not allow these requirements to be waived for deck slabs on prestressed concrete beams that are continuous for live load. Do not place a deck section until the previously placed concrete within the unit has cured for 72 hours. Coordinate concrete placement and initial strike -off by a transverse finishing machine so that initial strike -off is between 6 and 8 feet behind the concrete placement. Deliver, place, and consolidate the concrete, as specified in 504.03.02.D, at a uniform rate in a continuous operation. Ensure that stoppages of concrete placement do not exceed 30 minutes. If there is a stoppage of more than 30 minutes, the RE may direct the deck segment be removed and replaced. When placing concrete, maintain a minimum rate of 30 cubic yards per hour for deck slabs of 180 cubic yards or less. Maintain a minimum rate of 40 cubic yards per hour for deck slabs of more than 180 cubic yards of concrete. Make as few pas ses of the machine as are necessary to obtain a smooth, dense surface of the required contour. Maintain a small uniform quantity of concrete ahead of the screed on each pass. Ensure that the quantity of concrete carried ahead of the screed is not great enough to cause slipping or lifting of the finishing machine on the rails at any time. If improper adjustment or operation of the finishing machine results in unsatisfactory consolidation, reinforcement cover, or surface requirement, immediately correct the unsatisfactory condition. If the supports for the rails are located in the deck concrete, remove them before initial set has taken. Fill the resulting holes with deck concrete. If the concrete has hardened, fill the holes with non-shrink grout. Ensure that all deck concrete is placed before placing sidewalks, curb, and parapet.
I.Deck Slab Surface Texture Finish. Texture concrete bridge deck slabs using a broom or burlap drag immediately after final strike-off. When using burlap drag, attach a single, full width strip to the finishing machine. Texture the concrete deck slab in a transverse direction. Clean the broom or burlap as necessary to provide a uniform texture. Provide a smooth finish within 1 foot of curbs and drainage structures. Provide a final finish on sidewalks and top of curbs with a fine-bristle broom.
J.Curing. Within 30 minutes of texturing, apply wet burlap and white polyethylene sheeting as specified in
504.03.02 F, and maintain for at least 14 days. Ensure that the water used for curing does not leave the bridge deck.
Do not allow anything on the deck during the 14 day curing period except for personnel necessary to maintain curing materials and protective measures. Post warning tape around flatwork during the curing period.
K.Underdeck Inspection. If the RE determines that underdeck inspection is warranted, the RE will direct the removal of at least 1 SIP panel for each span at the location and time selected. As soon as th e form is removed, the RE will inspect the concrete surfaces for cavities, honeycombing, and other defects. If the RE finds irregularities that do not justify rejection of the work, submit a plan to the RE for approval to repair the irregularities. Give the concrete a Class 2 finish as specified in 504.03.02.H.2. If the RE determines that the concrete where the form is removed is unsatisfactory, remove additional forms for inspection. Remove or repair unsatisfactory concrete. If the inspection shows excessive irregularities in the slab, modify the placement plan before placing additional slabs. Repair the adjacent metal forms and supports to present a neat appearance, and ensure they are securely fastened.
L.Sawcut Grooved Surfacing. Sawcut the deck no earlier than 15 days a fter placing the concrete. Saw cut before opening to traffic. Provide 2 approved gauges to the RE to verify groove depth before sawcutting. Include the manufacturer’s recommendations for use with the gauges. Cut grooves using multi-bladed sawcutting equipment fitted with diamond-tipped circular saw blades. The RE will allow the use of single blade saw equipment where necessary to complete the work, as required. Cut grooves perpendicular or radial to the centerline of the traveled way. Radially groove in partial -width passes. Limit each pass to 1 lane width. Ensure that grooves are between 0.10 and 0.15 inches wide and 1/4 and 3/8 inches deep. Space the blades to achieve the distance specified in Table 507.03.02-1 between the centerlines of each groove to form a random pattern. Table 507.03.02-1 Groove Spacing 3/4" 1 1/4" 5/8" 1" 5/8" 1 1/4" 3/4" Perform consecutive passes within 2 inches of the previous pass. Do not cut grooves over an area that has been already grooved, or introduce a cutting blade into a groove that has been already established. During grooving operations, the RE will randomly check the groove dimensions. If the minimum groove depth has not been achieved, stop grooving operations and make the necessary adjustments. Ensure that slurry or debris from the grooving operations does not accumulate in the grooves. Continuously collect slurry and dispose of as specified in 201.03.01.H. Ensure that the slurry does not enter the structure or highway drainage system.
M.Loading the Deck. Before allowing anything on the deck, ensure that the deck has cured for a minimum of 14 days. The RE may allow the Contractor to place a finishing machine on the deck 72 hours af ter placing concrete for the previous segment. After a minimum of 14 days, the Contractor may load a total of 80,000 pounds on the deck if the deck has attained a strength of at least 4,000 pounds per square inch, as determined from 1 set of cylinders field cured according to AASHTO T 23. After a minimum of 28 days, the Contractor may load more than 80,000 pounds if the deck has attained the design strength and if approval has been obtained from the Department. To obtain approval, submit stress analysis calculations for the load and the location of the load on the deck. The Department will not approve stresses that exceed the design allowable by more than 20 percent. If placement of the load is allowed, provide matting to protect the surface from damage.
N.Concrete Deck Surface Requirements
1.Acceptance Testing. Construct deck slabs so that less than 9 percent of the measured length of the lot exceeds 1/8 inch tolerance in 10 feet. The ME will test the surface of concrete bridge deck slabs with a Class I Walking Profiler. The ME will calculate the percent defective using a rolling straight edge simulator analysis of th e profiler data. The RE will determine conformance to the surface tolerance for concrete deck slabs in lots, each lot being equal to the number of cubic yards of deck concrete placed in the designated lanes of traffic from joint assembly to joint assembly. The RE will calculate such lot quantity using the specified nominal deck thickness, excluding the quantity of concrete placed in haunches, end dams, and diaphragms. The RE will base acceptance on the percentage of the total length of the lot having surface variation exceeding 1/8 inch in 10 feet, this percent noncompliance being defined as the Lot Percent Defective Length. To compute the lot percent defective length, add the lengths of individual surface defects exceeding the specified tolerance, and divide this sum by the total length tested, then multiply by 100 to convert to percent. The RE will test the full extent of the lot in the longitudinal direction. The transverse location of the test generally is in the wheelpaths of vehicle travel, which are defined as the 2 imaginary lines located approximately 3 feet on each side of the centerline of the lane and extending for the full length of the lane. If the lot percent defective length equals or exceeds 25 on any machine finished deck (irrespective of whether such machine finishing was required or optional) or 35 on a manually struck and finished deck, the RE may order any or all of the concrete in the lot to be removed, replaced, and retested for acceptance. If the RE allows the concrete to remain in place, apply a 15 percent reduction to the payment request for the lot. Table 507.03.02-2 Reduction Per Lot of Deck Slab Concrete Due to Nonconformance with Surface Requirements Lot Percent Defective Length Reduction Per Lot, Percent 0 – 8.9 none 9.0 – 13.9 1.0 14.0 – 24.9 7.0 25.0 – 34.9 (manually finished deck) 12.0
2.Surface Remedial Measures. Regardless of the overall surface conformity of a lot of bridge deck concrete, if surface deviations have a detrimental effect on deck drainage or reinforcement steel cover, the RE may require appropriate remedial measures to restore any or all of the deck slab surface to the required grades and surface tolerance. When such remedial procedures are ordered by the RE, submit a plan detailing the intended limits of the surface restoration and the methods, equipment, and materials proposed for use. After completion of the surface restoration measures, the ME will retest the lot containing the affected area.
O.Opening to Traffic. Do not allow vehicular traffic of any kind on the deck s lab until the deck has been saw cut grooved finished as specified in 507.03.02.L.
507.03.03 Date Panel
Submit a sample of the date panel showing the coloring and surface finish to the RE for approval. Ensure that the date panel is cast true and straight in a single unit that includes anchors. Ensure that the material used to color the concrete is nonfading. Ensure that the arrises are clean and accurate. Install the date panel into the parapet using epoxy grout.
507.03.04 Concrete Bridge Sidewalk
Ensure that the concrete deck has cured for at least 14 days before beginning sidewalk construction. Construct forms as specified in 504.03.02.B. Ensure that the reinforcement steel is placed as specified in 504.03.01. Place concrete as specified in 504.03.02.D. Float-finish concrete before applying a surface texture with a broom. Apply curing materials as specified in 504.03.02.F and maintain for 3 days. Post warning tape around the sidewalk during the curing period. Follow the loading restrictions as specified in 504.03.02.J.
507.03.05 Concrete Parapet and Concrete Barrier Curb
Ensure that the concrete deck has cured for at least 14 days before beginning parapet or barrier curb construction. Construct moldings, panel work, and bevel strips true to line and grade with neatly mitered joints. Ensure that corners in the finished work are true, clean cut, and free from cracks, spalls or other defects. Construct barrier curb using the fixed-form method. Construct parapet to support bridge lighting foundations using the fixed-form method. Construct parapet not supporting bridge lighting foundations using one of the following methods:
1.Fixed-Form Method. Construct forms as specified in 504.03.02.B. Ensure that the reinforcement steel is placed as specified in 504.03.01. Place concrete as specified in 504.03.02.D. Remove the forms as soon as the concrete holds its shape, and immediately apply the Class 2 finish as sp ecified in 504.03.02.H.2. Ensure that the application of the Class 2 finish is completed within 48 hours of placing concrete.
2.Slip-Form Method. At least 20 days before beginning the work, submit the proposed equip ment, methods, and processes for the construction of the slip -formed concrete parapet to the RE for approval. Provide to the RE evidence of successful history and operation of the slip -form machine or other equipment. Design and construct a support system to restrain the reinforcement cage during slip-forming, so that displacement will not occur. Locate the reinforcement steel s o that after the joints are saw cut the reinforcement steel will have the minimum concrete clear cover as shown on the Plans. Ensure that the slip-forming machine consolidates the freshly placed concrete in 1 complete pass of the machine. Ensure that the f orming portion of the slip -form machine is readily adjustable vertically, during the forward motion of the machine. If information on the history is not available, construct a test section, at least 100 feet long, at the Project Limits, to verify that the proposed equipment, material, and methods are capable of producing the required concrete parapet. Attach a grade line gauge or pointer to the machine to ensure that a continual comparison can be made between the barrier being placed and the established grade line as indicated by the offset guide line. When using the slip -form method, supply concrete to the slip -form machine at a uniform rate to produce a completely shaped parapet. Ensure that the machine is operated to produce consolidated concrete fr ee from surface pits larger than 1/2 inch in diameter and 1/4 inch in depth and that requires no additional handling. If concrete placement is interrupted, protect from drying by covering the placed concrete with several layers of wet burlap. If the interruption exceeds 30 minutes, install a construction dam or bulkhead. If the interruption exceeds 90 minutes, discontinue any further placement. The Contractor may resume concrete placement at the joint beyond the bulkhead after 12 hours, measured from the start of delay, has elapsed. If the RE determines that the length of placement between the bulkhead and the next joint cannot be slip-formed, form the section by methods other than slip-forming. Remove all loose and otherwise unsatisfactory materials from the surface of the cold joints. Obtain approval from the RE before using tools for this purpose. Scrub the surface with a wire broom and keep wet until new concrete is placed. Immediately before placing concrete, apply the epoxy bonding c oat according to the manufacturer’s recommendations. Within 4 hours of slip-forming, sawcut contraction joints to a maximum depth of 1 inch past the troweled “V” notch groove to prevent shrinkage cracking.
507.03.06 Steel Bar Bridge Railing
Ensure that the deck has cured for at least 14 days before placing concrete for steel bar bridge railing. Place concrete as specified in 504.03.02.D. Install as shown on the Plans. Construct anchor bolt system as specified in 509.03.01.1.
507.03.07 Concrete Bridge Approach
Prepare the underlying surface as specified in 405.03.01. Set forms as specified in 504.03.02.B, place reinforcement steel as specified in 504.03.01, and set joint ties for the entire area to be paved at least 1 day before placing concrete. Set forms at grade in full contact with the underlying surface. Install longitudinal joint ties through the forms and secure in place. Ensure that concrete does not seep around the bar. If longitudinal joint ties cannot be installed before placing concrete, install as specified in 405.03.02.C. Check the alignment and grade elevations of the forms and joint ties and make corrections before placing the concrete. Ensure that the forms do not deviate from the required alignment by more than 1/4 inch. Reset, or remove and replace , forms that settle or deflect under the spreading and finishing equipment. Clean the top and face of forms, and oil the face before placing concrete. Comply with the limitations of placing specified in 507.03.02.F. Place concrete as specified in 507.03.02.H. Apply the surface texture as specified in 507.03.02.I. Cure the concrete as specified in 507.03.02.J. Sawcut the surface as specified in 507.03.02.L. Follow the loading restrictions as specified in 507.03.02.M. Do not allow vehicular traffic of an y kind on the approach until it has been sawcut grooved finished. Ensure the concrete conforms to the surface requirements as specified in 507.03.02.N, except each lot will be equal to the number of cubic yards of approach concrete placed in the lane.
507.04 Measurement and Payment
The Department will measure and make payment for Items as follows: Item Pay Unit PREFORMED ELASTOMERIC JOINT ASSEMBLY ___" BY ___ " LINEAR FOOT STRIP SEAL EXPANSION JOINT ASSEMBLY LINEAR FOOT MODULAR EXPANSION JOINT ASSEMBLY LINEAR FOOT CONCRETE BRIDGE DECK CUBIC YARD CONCRETE BRIDGE DECK, HPC CUBIC YARD DATE PANEL UNIT CONCRETE BRIDGE SIDEWALK CUBIC YARD CONCRETE BRIDGE SIDEWALK, HPC CUBIC YARD CONCRETE BRIDGE PARAPET LINEAR FOOT CONCRETE BRIDGE PARAPET, HPC LINEAR FOOT CONCRETE BARRIER CURB, BRIDGE ___" X ___" LINEAR FOOT STEEL ___BAR BRIDGE RAILING LINEAR FOOT CONCRETE BRIDGE APPROACH CUBIC YARD The Department will include payment for epoxy coated reinforcement steel for the bridge approach under the Item CONCRETE BRIDGE APPROACH; for other concrete Items, the Department will make payment for reinforcement steel under REINFORCEMENT STEEL, REINFORCEMENT STEEL, EPOXY-COATED, and REINFORCEMENT STEEL, GALVANIZED as specified in 504.04. The Department will measure PREFORMED ELASTOMERIC JOINT ASSEMBLY ___" BY ___ " , STRIP SEAL EXPANSION JOINT ASSEMBLY, and MODULAR EXPANSION JOINT ASSEMBLY of the various sizes by the linear foot along the centerline, including the vertical face of curbs and tops of sidewalks and brush curbs. The Department will make pay adjustments for surface requirements as specified in Table 507.03.02-2 and will apply to the lot volume for concrete in deck slabs and approach. The Department will make a payment adjustment for concrete surface requirement quality in deck slabs and approach, by the following formula: Pay Adjustment = Q x BP x PR Where: BP = Bid Price Q= Surface Requirement Lot Quantity PR= percent reduction as specified in Table 507.03.02-2 The Department will not include Concrete Staining under Concrete Parapet and Concrete Barrier Curb. The Department will make payment for Concrete Staining under CONCRETE STAINING.
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Source: Standard Specifications for Road and Bridge Construction, 2019 (rev. 2022-12-21) Edition. Pages 280–288 of 651. View official source ↗