636 Arch centering shall be constructed to enable it to be lowered or released gradually and uniformly after pouring arch ribs and rings. Lagging for arch centering shall be of uniform thickness. Unless otherwise specified, the nominal thickness shall be no less 790 than 2 in. A smooth surface shall be produced on the undersides of arch rings. The upper sides of all lagging shall be oiled before concrete is placed. Unless driving of piles for falsework bents is precluded by soil or other special conditions or unless otherwise specified, all bents for falsework shall have driven piles. These shall be driven to support the requi red loads without settlement, spacing, and subsequent removal shall be satisfactory. If permission is given to place frame be nts, they shall be placed on continuous concrete mudsills, or as approved. 800
b.Removal Unless otherwise specified, the following shall apply to the removal of falsework and centering: 1. Falsework under a reinforced concrete slab top not supported by beams or girders shall remain in place at least seven days after concrete placement and until attaining or exceeding 480 psi flexural strength. Operations on the slab may continue after achieving the required flexural strength. No additional concrete 810 shall be cast until the falsework has been released.
2.Falsework under a bridge deck supported by beams or girders including the bridge deck overhang shall remain in place at least three days after concrete pl acement and until attaining or exceeding 480 psi flexural strength. Falsework jacks may be loosened, but not removed, and operations may continue on overhangs three days after concrete placement and achieving the required flexural strength. Falsework jacks may be removed after seven days. 820
3.Falsework for substructure concrete, such as interior bents and pier caps, shall remain in place at least three days after concrete placement and until attaining or exceeding 480 psi flexural strength.
4.Falsework and arch centering under multiple-span arch bridges shall not be released from any one span until the adjacent and spandrel walls have cured for the required time and the next adjacent arch ring has been poured for at least 48 h. 830
5.Falsework under continuously reinforced concrete slab and girder units shall not be released from any span until the entire 702.14 637 continuous unit has been completed and all concrete cured for the required period.
6.For concrete poured during March, April, October, and November, or any time between April and October when the average temperature is less than 50°F, the above periods shall be increased 20%. For concrete poured during December, 840 January, and February, they shall be increased 40%.
7.Removal of supports shall be such that it enables the concrete to take the stresses, due to its own weight, uniformly and gradually.
8.The removal of falsework shall be at the risk of the Contractor. Permission for removal may be refused if it is determined that there may be resulting damage to the structure.
702.15 Joints
a.Construction Joints Construction joints shall be located across regions of low shearing stress and, so far as possible, where they are hidden from view in the finished structure. They shall be made only where shown on the plans, unless otherwise specified. Placing of concrete shall be continuous between construction joints. If placing is interrupted and a construction joint becomes necessary, provisions shall be made for interlocking with the preceding layer by constructing raised keyways as shown on the 860 plans or as directed. When fresh concrete is intended to be joined to concrete that has already set, the surface of the in-place concrete shall be cut with a suitable tool to remove all loose and foreign material. The cut surface shall then be scrubbed with wire brooms and kept wet until the new concrete is placed th ereon. Immediately before the new concrete is placed, the forms shall be drawn tight ag ainst the in-place concrete and the exposed surface of the concrete shall be coated with a thin coating of mortar composed on one part cement and two parts No. 23 sand. 870 All concrete for slabs, beams, girders, cantilevered brackets, and footings shall be placed in one continuous operation to fo rm monolithic construction. However, if, because of rain or other unavoidable reasons, concreting is interrupted where monolithic construction is required, the concrete shall be kept plastic by placing frequent small batches until this part of the work is completed or until normal operations can be resumed. If the interruption is such that even partial operations cannot be carried on and construction joints are unavoidable, the joints shall be made in planes exactly normal to the main reinforcing bars and only where the shear is at a 702.15 638 minimum. In simply supported slabs, beams, and girders, such regions of minimum shear are at or near the center of the span. 880 Unless otherwise provided, pours in all abutments for an arch bridge shall be continuous from the top of footing to the skewback. If it is advisable to pour only a portion of the abutment at one time, a vertic al construction joint may be placed parallel to the major reinforcement of the arch ring with written permission. Horizontal construction joints will not be allowed in footings. If there is a probability that the en tire amount of concrete cannot be poured monolithically, vertical or other construction joints shall be provided as directed. 890 Horizontal construction joints in the shafts of reinforced piers, retaining walls, and abutments, other than abutments for arch bridges, may be made only if approved. Where such joints show on an exposed surface, special care shall be taken to make the joints truly straight, clean, and watertight. To avoid visible joints so far as possible on exposed faces, the top surface of the concrete shall be finished to the underside of a strip nailed to the form work for the exposed surface of the concrete, the strip to be placed as directed. If such a horizontal jo int intersects any coping or any sloping surface where a featheredge would be formed, an inclined bulkhead shall be placed to make the joint normal to the sloping surface for a distance of no less than 6 in. or, if there is a coping, no less than the depth of the coping. Horizontal construction joints 900 will not be allowed in the stems of concrete T-beams or at the junction of T-beam stems and flanges.
b.Expansion Joints Bridge expansion joints shall be of th e form, dimensions, material, and design shown on the plans. Open expansion joints shall be completely open for the dimensions specified and for their entire length. Preformed expansion joint filler shall be placed true and even and with abutti ng sections pressed t ogether tightly. The material shall be of the size shown on the plans and shall be in accordance with 906.03.
c.Folded Metal Joints These joints shall be free from kinks and watertight. At bends, the strip shall be one piece if possible. Unless otherwise shown on the plans, the joints shall be soldered. Copper shall be in accordance with 910.16. Lead sheets shall be no less than 1/8 in. thick.
d.Sliding Joints The surface of the supporting concrete for a sliding joint shall be troweled to a smooth finish and then covered with the required thickness of bituminous material, or otherwise treated if so designated. 920
e.Polychloroprene Joint Membrane Polychloroprene joint membrane used for semi-integral end bents shall be secured to the concrete with an adhesive. The polychloroprene joint membrane shall be 702.15 639 centered vertically on the joint and shall have no gaps. Any field joint in the polychloroprene membrane shall be lapped a minimum of 12 in.
702.16 Drainage Pipes Through Concrete Masonry At all enclosures where water could not otherwise escape through the concrete, drainage pipes shall be installed as shown on the plans. Before fill is placed around 930
these pipes, geotextile for use with underdrain s shall be placed over the drain pipe and securely held in place. Loose stone shall be laid by hand over the inlet end to provide a cover sufficient to retain the fill and en able free drainage. Drains through abutments and retaining walls shall be placed with a slight incline downward towards the exposed face. 702.17 Encased Pipes and Conduits Pipes and conduits to be encased in th e concrete shall be installed before the concrete is placed. No direct compensation will be made for the installation of the pipes and conduits. No deduction in concrete quantities will be made for the volume 940 occupied. 702.18 Roadway Surface Drainage Drainage grates and basins, necessary fittings, and connections to drainage pipes shall be placed as shown on the plans or as directed.
702.19 Pouring Bent Caps Caps shall not be poured on end bents or on any other bents falling within the limits of the approach grade until the fill material has been placed.
702.20 Placing Concrete
a.General Requirements Concrete shall not be placed until forms and reinforcing bars have been checked and approved. The forms shall be clean of all debris before concrete is placed. The method and sequence of placing concrete shall be approved. Where concrete floor slabs are to be poured, walkways shall be provided to protect reinforcement from pedestrian traffic. Before placing concrete, continuous walkways shall be placed parallel to the section of fl oor to be poured and shall remain in place 960 until after the concrete is placed and hard ened sufficiently to avoid any damage. Walkways shall be constructed to not come in contact with the reinforcement and shall be of sufficient width to allow finishing operations to be conducted entirely from the walkway. Except as otherwise directed, concrete sh all be placed in horizontal layers of no more than 24 in. thick. When less than a complete layer is placed in one operation, it shall be terminated by a vertical bulkhead. In order to avoid planes of separation between the layers and damage to the plasti c concrete beneath, each layer shall be placed and consolidated before the preceding layer has taken initial set. On horizontal 970 702.20 640 surfaces and at horizontal construction joints, the forms shall be overfilled approximately 1/2 in. and then struck off to the required elevation prior to the initial set of the concrete. When placing is temporarily discontinued and as soon as it becomes firm enough to retain its shape, the concrete shall be cleaned of all laitance and other objectionable material to a depth sufficient to expose sound concrete. Unless otherwise authorized, depositing concrete shall not be discontinued within 18 in. of the top of a face. However, if provisions have been made for a coping of less than 18 in. thick, a construction joint may be made at the underside of the coping. 980 Where new concrete is to abut existin g concrete, the existing concrete surfaces and existing exposed reinforcement shall be cleaned free of dust, chips, and water. Epoxy resin adhesive, in accordance with 909. 11, shall be used to coat the existing concrete surfaces. The epoxy coating shall be tacky at the time that the new concrete is placed. If the epoxy coating has cured beyond the obvious tac ky condition, it shall be reapplied prior to placing the new concrete. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of projecting reinforcement. 990 The external surface of all concrete shall be worked thoroughly, during placing, by means of tools of an approved type. The wo rking shall be such as to force all coarse aggregate from the surface and to bring mo rtar against the forms to produce a smooth finish substantially free from water and air pockets or honeycomb.
b.Chutes and Troughs Concrete shall be placed to avoid segregation of the materials and the displacement of the reinforcement. Where st eep slopes are required, the chutes shall be equipped with baffle boards or be in short lengths that reverse the direction of 1000 movement. Open troughs and chutes shall extend as nearly as possible to the point of deposit. Equipment made of or coated with aluminum alloys shall not be used to transport concrete. Pumping of concrete shall be in accordance with 702.10. When the discharge needs to be intermittent, a hopper or other device for regulating the discharge shall be provided. Placement of supplementa ry bins or hoppers may be ordered above the point where concrete is being deposited. The concrete shall be allowed to accumulate in these containers in considerable quantity and shall be discharged immediately through pipes extending from the bottoms of these bins or hoppers. All chutes, troughs, and pipes shall be kept cl ean and free from coatings of hardened concrete. The water used for flushing shall be discharged clear of the concrete already 1010 in place. Concrete shall not be dropped in the forms a distance of more than 5 ft except when confined by closed chutes or pipes. Each part of the form shall be filled by depositing the concrete as near final positio n as possible. The coarse aggregate shall be worked back from the forms and worked around the reinforcement without 702.20 641 displacing the bars. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of projecting reinforcement.
c.Vibrating 1020 Unless otherwise directed, the concrete shall be compacted with mechanical vibrators operating within the concrete . When required, vibrating shall be supplemented by hand spading with suitable tools to ensure proper and adequate compaction. Vibrators shall be of an approved type and design, adequately powered and capable of transmitting 10,800 impulses per minute in air. The diameter of the head of the vibrator shall be 1 1/4 to 2 1/2 in. Vibrators shall be manipulated so that the concrete is thoroughly worked around the reinforcement and imbedded fixtures and into corners and angles of the forms. Vibrators shall not be used as a means to cause concrete to flow or run into position in lieu of placing. The vibration at any point shall be of sufficient duration to accomplis h compaction but shall not be prolonged to 1030 the point where segregation occurs. Vibrators shall not be attached to or allowed to contact forms or reinforcement or to penetrate beyond any layer of fresh concrete. (d) Depositing Concrete Under Water No concrete except for foundation seals shall be deposited under water, without written permission. If such permission is granted, care shall be exercised to prevent the formation of laitance. Concrete sha ll not be deposited until any laitance, which may have formed on concrete previously placed, has been removed. Pumping shall be discontinued while depositing foundation concrete if it results in a flow of water inside the forms. If concrete, except for foundation seals, is deposited under water, the 1040 proportion of cement used shall be increased at least 25% with no additional payment to compensate for losses due to water. Concrete deposited under water shall be placed in a compact mass in its final position by means of a tremie, a closed bottom dump bucket, or other approved method and shall not be disturbed after being deposited. A tremie shall consist of a tube having a diameter of no less than 10 in. and constructed in sections havi ng flanged couplings fitted wi th gaskets. Support of the tremie shall be such that it enables free movement of the discharge end over the entire top surface of the area on which the concre te is to be deposited and allows rapid lowering, when necessary, to retard or stop the flow of the concrete. The discharge end 1050 shall be kept closed until immediately prior to depositing in order to prevent water entering the tube and shall be completely s ealed except when concre te is actually being deposited. The tremie tube shall be kept full to the bottom of the hopper. When a batch is dumped into the hopper, the flow of concrete through the tube shall be started by slightly raising the discharge end, but always keeping it in the previously deposited concrete. The flow shall be continuous until all the required concrete is deposited.
e.Placing Footing Concrete Except as otherwise provided for a founda tion seal, footing concrete shall not be placed except when the cofferdam is dewate red and so maintained during placement. 1060 702.20 642 If it is necessary to operate the pum p while placing footing concrete, or immediately thereafter, the seepage water shall be conducted to a sump at the pump intake in such manner that it does not flow over the fresh concrete. Special care shall be taken to prevent pumping cement out of the fresh concrete. Footing concrete may be placed directly against sheet piling of the cofferdam when shown on the plans or authorized in writing. Where class X excavation has been extended beyond established neat lines of a footing, the bottom 12 in. of such footing shall be poured to the actual limits of th e excavation. When necessary, the foundation 1070 material on which the footing is to rest shall be protected from freezing. Where an existing structure is to be extended, the existing footings shall be protected from damage. Damaged footings shall be repaired as directed with no additional payment. Piling, if any, shall be driven to or cut off at the proper elevation to enable embedment in the footing concrete equal to that shown on the plans. All laitance or other unsatisfactory material shall be removed from the exposed surface of the concrete in place by some means which does not injure the concrete. If a footing is to be constructed on a foundation seal, it shall be to the dimensions shown on the plans and, if necessary, the height of the shaft adju sted to bring the bridge seat to the required 1080 elevation. Placing concrete in footings shall start at one end of the footing and be continued until the surface of the concrete is brought to the elevation of the top of the footing. The concrete shall be allowed to work forward, displacing any water with as little help as possible. The concrete shall not be dragged through or shoveled into water or deposited into running water. Placing concrete in more than a few inches of water shall be done only with written permission. (f) Concrete Foundation Seal 1090 A foundation seal may be required by the pl ans, as requested, or as directed. When required by the plans, the seal shall be constructed to the size shown, or as specified in writing. Where adverse dewatering conditions are encountered as described in 206.09, a foundation seal may be required to be placed to the necessary dimensions. If a foundation seal is requested, writte n permission shall be obtained before starting such work. If approval is given, the seal shall be placed to designated dimensions. Seals shall be of class A concrete having a slump in accordance with 702.12, 1100 placed continuously from start to finish , and in accordance with 702.20(d). The cofferdam shall have been vented or ported at low-water level. The seal shall be of the thickness shown on the plans, or as requested and approved. When the seal has hardened sufficiently to withstand the hydrostatic pressure, the cofferdam shall be dewatered and the remainder of the struct ural concrete shall be placed in dry conditions. 702.20 643 702.21 Finishing Concrete Surfaces Unless otherwise authorized, the surface of the concrete shall be finished immediately after form remova l. Only the minimum amount of covering necessary to 1110 allow finishing operations to be carried on shall be removed at one time. Subject to approval, metal ties may be left in the concrete for the purpose of supporting or bracing subsequent work. Such ties shall be in acco rdance with 702.13(b) and shall be of a type which uses a cone and rod as both spreader and tie. Before final acceptance of the work, the cones shall be removed and the cavities filled, in accordance with 702.13(b). All concrete surfaces shall be given a finish immediately following the removal of any forms. At the time of the removal of forms, the concrete surface shall be scraped to 1120 remove all fins and irregular projections. The surface shall then be power ground to smooth all joints and chamfers. After grinding is completed, a paste of grout shall be applied to the concrete surface with a sponge float to fill all air hol es and small irregularities. The paste grout shall be six parts of pre-mix mortar mi x for masonry and one part white portland cement in accordance with ASTM C150, Type 1. After the paste grout takes its initial se t, the surface of the concrete shall be scraped with a steel drywall knife to remove the paste from the surface. 1130 The concrete surfaces of pier and bent caps, the front face of mudwalls, and any other concrete surfaces specified shall be s ealed. The material used for sealing shall be in accordance with 709. It shall be applied to obtain a finished film thickness of at least 10 mils. Mixing, surface preparation, and method of application shall be in accordance with the manufacturer’s recomm endations. However, the surfaces to be sealed shall be prepared in accordance with 709 prior to applying the sealer.
702.22 Curing Concrete
Concrete in bridge decks or the top su rface of reinforced concrete slab bridges 1140 shall be cured continuously 24 h per day for a minimum of 168 h commencing immediately after the surface is able to support the protective covering without deformation. Water curing in accordance w ith 702.22(a) shall be initiated within 60 minutes after the finishing machine completes the final strike-off of any portion of the concrete surface. Curing or other protective efforts which may include the use of evaporative retardants shall begin soone r if adverse conditions exist. Adverse conditions include, but are not limited to, high winds, extreme temperatures, or low humidity. A work bridge shall be used following the finishing machine to facilitate the placement of curing materials, if necessary . Curing time for bridge decks and the top surface of reinforced concrete slab bridges are not controlled by beam tests and the 1150 cure time shall not be reduced. In addition to the minimum of 168 h cure period, curing shall continue until a flexural strength of 550 psi has been attained. Curing of patches or small full depth deck replacement areas on existing bridge decks that are to be 702.22 644 overlaid, may be controlled by test beams in accordance with 702.24(a). Unless otherwise specified, all other concrete shall be cured continuously 24 h per day for at least 96 h commenci ng immediately after the surface is able to support the protective covering without defo rmation. In addition to the required hours, curing shall continue until the flexural strength stated in 702.13(h) and 702.24 has been attained. 1160 Where it has been determined that a surface treatment is to be used, the membrane forming curing compound shall not be used. Membrane forming curing compound shall not be used on bridge decks nor on reinforced concrete slab bridges. The curing of surfaces to be waterproofed may be discontinued when waterproofing is started. If further precautions are necessary to ensure strength, they shall be taken as directed. 1170
a.Water Curing Method Surfaces to be cured shall be protected and kept continuously and thoroughly wet during the curing period. Curing shall consist of pre-wetted burlap underneath a layer of white plastic sheeting with a network of soaker hoses. Other wet curing systems including engineered mats or blankets shall be submitted to the Engineer for approval at least 14 days prior to use. Burlap shall be free of contamination and shall be prepared by soaking in clean water for at least 2 h before beginning conc rete placement. New burlap shall be soaked at least 12 h prior to use. Immediately before use, the burlap shall be draped or suspended vertically to remove excess water that may dilute or damage plastic concrete. Soaker hoses shall be placed after the concrete is hard enough 1180 to walk on without deformation. The protective covering shall be suitably anchored to keep the protective materials in place during the curing period. Curbs, walls, handrails, copings, and other surfaces requi ring a finish in accordance with 702.21 may have the covering temporarily removed for finishing, but the covering shall be restored as soon as possible.
b.Membrane Forming Curing Compound All surfaces shall be given the required su rface finish prior to application of the curing compound. During the finishing period, the concrete shall be protected by the water curing method. 1190 The curing compound shall be mixed thoroughly within 1 h before use. The application shall be a minimum spreading rate of 1 gal. of liquid coating for every 150 sq ft of concrete surface. Curing compoun d shall be applied to provide a uniform, solid, white opaque coverage on all surfaces, similar to a white sheet of paper. All concrete cured by this method shall receive two applications of the curing compound. The first application shall be applied immediately after stripping of forms and acceptance of the concrete finish. If the surface is dry, the concrete shall be wetted with water and the curing compound app lied just as the surface film of water 702.22 645 disappears. The second application shall be applied after the first application has set. 1200 During curing operations all unsprayed surfaces shall be kept wet with water. The coating shall be protected against marring for at least 10 days after application. All coatings marred or otherwise disturbed shall be given an additional coating. If the surface coating is continuously subjected to injury, immediate application of water curing may be required. If the use of a curing compound results in a streaked or blotchy appearance, the method shall be stopped and water curing applied until the cause of the defective appearance is corrected.
702.23 Waterproofing 1210
The expansion joint shall be waterproofed on the following:
a.the back surfaces of retaining walls,
b.the top surface of all slabs under fills,
c.the extrados of arches,
d.the inside faces of spandrel walls, and (e) the abutments up to the finish grade line. The inside face of spandrel walls and ex trados of arches shall be waterproofed. A firmly bonded membrane consisting of two layers of dry fabric and three applications of waterproofing material, shall be placed at all expansion joints set out herein. One uncoated layer of fabric shall not touch another layer or the concrete at any point. There shall be at least three complete and separate applications of the waterproofing material. The application shall be sufficiently heavy to conceal the weave in the fabric. Sufficient fabric shall be placed in V-strips at the joints to enable the movement of adjacent sections of c oncrete without tearing the fabric. The membrane shall be carefully flashed at all exposed edges and laps sealed down thoroughly. Waterproofing shall be planned so that, at the close of work each day, all fabric placed shall have received the fina l application of waterproofing material. 1230 Concrete surfaces to be waterproofed shall be reasonably smooth and free from projections and holes. Immediately before the application, the surface shall be cleaned of dust and loose materials. Waterproofing shall be done only when the surface is at least dry enough to prevent the formation of steam when the hot material is applied. When the air temperature is below 35°F, waterproofing shall not be done, unless otherwise specified. The material shall be applied to cover th e area completely. If necessary, more than one coat shall be applied to secure a satisfactory coating and proper adhesion. Coating 1240 and fabric shall stop a uniform distance belo w the top surfaces of walls. The material shall not be splattered over surfaces or faces of concrete which subsequently are exposed in the finished struct ure. Utility asphalt for waterpr oofing shall be heated to a temperature of between 300°F and 350°F. The material shall be stirred frequently to 702.23 646 prevent local overheating. The waterproof ing material shall not be damaged when backfill is placed against a waterproofed joint.
702.24 Application of Loads to and Acceptance of New Concrete Except as otherwise hereinafter provided, application of loads to new concrete shall be in accordance with the following: 1250
a.Equipment or traffic will not be allowed on structures until test beams representing all concrete required to carry live loads have attained a flexural strength of 550 psi for third-point loading.
b.Unbalanced backfill will not be allowed until test beams representing the concrete required to resist it have attained a flexural strength of 440 psi for third-point loading. The unbalanced height shall not exceed 10 ft until test beams representing the concrete have attained a flexural strength of 480 psi for third-point loading. 1260
c.The dead weight of steel or precast concrete superstructure shall not be placed on concrete until test b eams representing the concrete have attained a flexural strength of 400 psi for third-point loading. A dead load shall not be placed on hamm er-head piers until test beams representing the concrete have attained a flexural strength of at least 480 psi for third-point loading. The concrete floor, if to be placed thereon, shall not be poured until test beams representing the concrete supporting the superstructure have attained a flexural strength of at least 440 psi for third-point loading. 1270
d.Test beams representing concrete anchoring inserts to support falsework shall attain a flexural strength of a minimum of 480 psi for third-point loading, before a dead load of concrete is applied.
e.When blended portland pozzolan cements, fly ash, or slag cement are used in bridge railings or concrete barrier and the temperature limitations in accordance with 702.05 are not met, the bridge railings or concrete barrier may be put into service when flexural strength testing performed on test specimens indicate a modulus of rupture 1280 of 500 psi has been attained. No time extension will be considered for delays due to time necessary to attain specified strengths. Beams will be prepared and tested in accordance with 702.13(h). Before traffic is allowed over a concrete structure built to be under fill, it shall be covered with 9 in. or more of earth or other suitable material, or otherwise protected. All other structures shall be properly protected against impact or other damage. 1290 702.24 647 When compressive strength is used as a basis for acceptance of concrete, for determining when a latex modified concrete overlaid bridge deck may be opened to traffic, for determining form removal time, or for determining when a structure may be put into service, standard specimens shall be made and cured in accordance with ASTM C31 and shall be tested in accordance with ASTM C39. Strength requirements shall be in accordance with ASTM C94, with the exception that the strength shall be the average of the strengths of all cylinders tested at the age specified, with a minimum of two cylinders. This average shall be equal to or greater than the required strength. If the compressive strength of one or more cylinders in a strength test is below 75% of the required strength, the entire test will be considered as failed. 1300 Failure to meet the strength requirements will be cause for rejection of the quantity of concrete represented by the cylinders. Al l molds, facilities, and materials necessary to prepare and cure the specimens shall be furnished with no additional payment.
702.25 Field Drilled Holes in Concrete
This work shall consist of field drilling holes of the diameter and length shown on the plans or as directed. When vertical holes are to be drilled into the top of a concrete bridge deck, a 1310 minimum clearance of 2 in. shall be main tained between the bottoms of holes and bottom of slab. When vertical holes are to be drilled over a steel beam flange, the holes may be extended to the top of the beam flange. When vertical holes are to be drilled over a concrete I-beam, concrete box beam, concrete bulb-T beam, or concrete girder, the depths of the holes shall be as shown on the plans. If breakout occurs on the bottom of slab during the drilling process, the work shall be stopped, the breakout shall be repaired as directed, and an approved alternate drilling method shall be used to prevent breakout. When grouted holes are specified, the diameter and length of the holes shall be in 1320 accordance with the grout manufacturer’s recommendations.
702.26 Artificial Lighting
No portion of the work which cannot be finished during daylight hours shall be started unless written permission is given, in which case adequate lighting shall be provided and maintained.
702.27 Method of Measurement
Concrete will be measured by the cubi c yard in accordance with the neat lines shown on the plans or as directed. No deductions will be made for the volume of joint 1330 material, embedded reinforcement, encased p iles, or for a pipe with an area of less than 1 sq ft. Cast iron grates, basins, and fittings will be measured by the number of complete assemblies installed. Drainage pipe through concrete masonry will be measured in 702.27 648 accordance with 715. Field drilled holes will be measured by the number of holes drilled. Concrete in railings will be measured in accordance with 706.07. Reinforcing bars will be measured in accordance with 703.07. 1340
702.28 Basis of Payment
The accepted quantities of structural concrete will be paid for at the contract unit price per cubic yard of concrete, for the class and use specified. Cast iron grates, basins, and fittings will be paid for at the contract unit price per each assembly, complete in place. Steel drain pipe will be paid for at the contract lump sum price. Field drilled holes in concrete will be paid for at the contract unit price per each. Concrete in railings will be paid for in accordance with 706.08. Reinforcing bars will be paid for in accordance with 703.08. Drainage pipe through concrete masonry 1350 will be paid for in accordance with 715. If a foundation seal is constructed as s hown on the plans, it will be paid for at the contract price per cubic yard for concrete, foundation seal. If ordered to be done, or allowed to be done, payment will be made at a unit price per cubic yard equal to 75% of the contract unit price per cubic yard for class B concrete in footings. The excavation for the foundation seal will be paid for at the contract unit price per cubic yard for the class of excavation specified for the footing. Unless otherwise provided, the pay quantity for excavation for foundation seal will be equal to the theoretical volume bounded by the bottom of the proposed footing, the bottom of the approved 1360 excavation, and vertical planes 18 in. outside the neat line of the footing and parallel thereto, regardless of the quantity actually removed. If design of the structure requires sheeting to be outside these limits, the limits will be extended to 6 in. beyond the neat lines required by the design of the structure. If the Contractor chooses to construct a rectangular cofferdam around a U-shaped abutment in lieu of following the outline of the footing, the maximum allowable increase in the pay quantity above the theoretical shall not exceed 25%. The pay quantity for the foundation seal will be equal to the excavation volume described above. Payment will be made under: 1370 Pay Item Pay Unit Symbol Concrete, A, Substructure .......................................................... CYS Concrete, A, Superstructure....................................................... CYS Concrete, B, Above Footings .................................................... CYS Concrete, B, Footings ................................................................ CYS Concrete, C, ____ ...................................................................... CYS use Concrete, Foundation Seal ......................................................... CYS 1380 Field Drilled Hole in Concrete .................................................. EACH Grates, Basins, and Fittin gs, Cast Iron ...................................... EACH 702.28 The cost of forms, PVC for bridge floor drains, falsework, falsework piling, centering, expansion joints, preformed expansion joint filler, waterproofing, curing, finishing, and necessary incide ntals shall be included in the cost of the pay items. The cost of placing epoxy resin adhesive on existing concrete surfaces shall be included in the cost of new concrete which abuts the existing concrete. Payment for concrete used in footings in class X excavation will be made at the contract unit price only for the cubic yards placed within the neat lines of the footings as shown on the plans or as 1390 revised. If the Contractor elects to increase th e cement content as allowed herein, no additional compensation will be made. The cost of permanent metal forms shall be included in the cost of concrete, C, superstructure. The pay quantity of concrete in the slab will be computed from the dimensions shown on the plans, with no allowance for form deflection or geometry. Elastomeric bearings will not be paid for directly, unless otherwise specified. The 1400 cost thereof shall be included in the cost of the structural member they support. The cost of protecting existing footings to be extended shall be included in the cost of concrete, B, footings, unless otherwise specified. The cost of grout for grouting reinforcin g bars in place, the length of grouted hole recommended by the grout manufacturer in excess of the length shown on the plans, and the additional length of reinforcing bars required shall be included in the cost of field drilled hole in concrete. The cost of furnishing and installing polychloroprene sheeting shall be included 1410 in the cost of concrete, A, substructure. The cost of high density plastic bearing strips shall be included in the cost of concrete, A, substructure.
Source: Indiana Standard Specifications, 2024 Edition. Pages 642–658 of 1,248.