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 649–658 of 1,248.