Concrete Reinforcing

SECTION 03 20 00 – CONCRETE REINFORCING PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. 1.2 DESCRIPTION OF WORK A. 1.3 Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections apply to work of this section. The work of this section includes labor, materials, hardware, equipment, transportation and services required to fabricate and place all reinforcement for cast-in-place concrete including bars, welded wire fabric, ties and supports shown on the drawings and as specified. Prestressing reinforcement is specified in Post-Tensioned Concrete and/or Precast Concrete sections of the specifications. ENVIRONMENTAL OBJECTIVES A. The Owner has established environmental goals and strategies for achieving them for this project based upon the LEED® Green Building Rating System for New Construction & Major Renovations Version 2009, as developed by the U.S. Green Building Council. Refer to Division 01 Section "Sustainable Design Requirements.” B. Manufacturer to supply documentation of level of compliance or non-compliance with the following requirements before consideration as an "acceptable manufacturer:" 1. The following are mandatory requirements for the overall project: a. b. 1.4 The material(s) in the product(s) supplied shall have a recycled content such that the sum of the post-consumer recycled content plus one-half of the pre-consumer content constitutes at least [Percentage of required recycled materials]% of the total value of the material in the project. [Percentage of close proximity material]% of the product(s) supplied is extracted, processed, and manufactured regionally within a radius of 500 miles of this project. QUALITY CONTROL A. The Contractor is responsible for management of quality control on the project, including verification of the compliance of the workmanship and materials furnished by his subcontractors and suppliers. B. Codes and Standards: Comply with all provisions of the following codes, specifications and standards except where more stringent requirements are shown or specified: 1. ACI 301 - "Specifications for Structural Concrete for Buildings". 2. ACI 117 - 'Specifications for Tolerances for Concrete Construction and Materials." 3. Concrete Reinforcing Steel Institute (CRSI), "Manual of Standard Practice". 4. ANSI/AWS D1.4 “Structural Welding Code – Reinforcing Steel” Concrete Reinforcing 03 20 00 – 1 1.5 1.6 SUBMITTALS A. Shop Drawings: Submit shop drawings for all reinforcing steel and related accessories for the Engineer's approval. Shop drawings shall show arrangement and layout, bending and assembly diagrams, bar schedules, stirrup spacing, splicing of bars, laps of bars, and layout/configuration of all necessary miscellaneous support bars in accordance with CRSI Standards. B. Mill Certificates: Submit, for record, mill certificates and/or test results signed by Contractor and Producer, for all reinforcement. C. Product Data: Submit manufacturer’s product data with application and installation instructions for proprietary materials and items, including mechanical splices, hooked anchorage systems, large-headed stud punching shear reinforcement, dowel bar substitute systems, and dowel bar sleeves. D. International Code Council (ICC) Evaluation Service Reports: Submit evaluation service reports of approval from ICC Evaluation Service, Inc. for mechanical splice, hooked anchorage systems, large-headed stud punching shear reinforcement and dowel bar substitute systems. E. LEED Submittals (Projects authorized for LEED certification only) Recycled Content- Credit MR4.1/MR 4.2: Provide documentation indicating percentages of post-consumer and pre-consumer recycled content by weight per unit of product or assembly containing the product. Indicate the percentage of the dollar value of the recycled content compared to the total dollar value of the product or assembly containing the product. 2. Material Proximity- Credit MR 5.1/MR 5.2: Where the distance to the project site is 500 miles or less, indicate location and distance to project site of extraction, harvesting, recovery and manufacturing of all materials. Indicate the dollar value of the material cost of the product containing local/regional materials. Where product components are sourced or manufactured in separate locations, provide location and percentage by weight of each component per unit of product. PREINSTALLATION CONFERENCE A. 1.7 1. The Reinforcing-Placing subcontractor shall attend the Pre-Concrete Conference conducted by the Concrete Contractor as described in Specification Section “Cast-inPlace Concrete”. TESTING AND INSPECTION A. In advance of fabrication and shipment to the project, the fabricator shall have performed all tests and inspections of reinforcing steel as specified herein. B. Any testing laboratory retained to run tests required by this specification shall meet the basic requirements of ASTM E 329. PART 2 - PRODUCTS 2.1 MATERIALS A. Reinforcement: Concrete Reinforcing 03 20 00 – 2 1. Reinforcing materials shall be delivered from the mill in bundles that are identified as to heat number and manufacturer and accompanied with mill and analysis test reports and an affidavit from the fabricator/supplier stating that the material conforms to the requirements of the governing ASTM specification listed herein. 2. Deformed bar material that is not identifiable according to the criteria listed above shall be tested for tensile strength and bend tests according to ASTM A 615 on a sample of 2 bars for each ten tons or fraction thereof of unidentified material for each bar size. The bars shall be a minimum of 24 inches long. Bend tests are not required for #14 and # 18 bars. Fabricator/supplier shall submit the results of such tests for record. 3. Reinforcing Bars: Reinforcing bars shall conform to ASTM A 615, Grade 75 as noted on the drawings. 4. Reinforcing Bars: Reinforcing bars shall conform to ASTM A 615 Grade 60 as noted on the drawings. 5. Special Requirements for Grade 60 Reinforcing Bars: ASTM A 615 Grade 60 Reinforcing bars used as longitudinal reinforcing in locations as noted on the drawings shall additionally comply with the following requirements. a. 6. The actual yield strength based on mill tests shall not exceed the nominal yield strength f y by more than 18,000 psi. b. The ratio of the actual tensile strength to the actual yield strength is not less than 1.25. Reinforcing Bars: Reinforcing bars used as longitudinal reinforcing in locations as noted on the drawings shall conform to ASTM A 706. 7. Reinforcing Steel: Reinforcing steel used as transverse reinforcing or as spiral reinforcing as noted on the drawings shall conform to ASTM A 1035. 8. Weldable Reinforcing Bars: All reinforcing bars noted on the drawings as being required to be welded shall conform to ASTM A 706. 9. Galvanized Reinforcing Steel: Provide galvanized reinforcing bars at the locations indicated on the drawings. Galvanized reinforcing bars shall conform to ASTM A 767 Class II (2.0 oz. zinc PSF), hot dipped galvanized after fabrication and bending. Bars that are to be galvanized shall conform to the type of steel required for the given situation as noted on the drawings. 10. Epoxy-Coated Reinforcing Steel: Provide epoxy coated reinforcing bars at the locations indicated on the drawings. Epoxy coated reinforcing bars shall conform to ASTM A 775. Bars that are to be epoxy coated shall conform to the type of steel required for the given situation as noted on the drawings. 11. Epoxy-Coated Fabricated Reinforcing Steel: Provide reinforcing bars that are epoxy-coated after fabrication at the locations indicated on the drawings. Reinforcing bars that are epoxy-coated after fabrication shall conform to ASTM A 934. Bars that are to be epoxy-coated shall conform to the type of steel required for the given situation as noted on the drawings. 12. Use Reinforcing steel made from 90% recycled material, 2/3 of which shall be post-consumer material. A minimum of 50% of the material in the reinforcement Concrete Reinforcing 03 20 00 – 3 must have been extracted, harvested, or recovered as well as manufactured, within 500 miles of the project site. 13. Plain Steel Welded Wire Reinforcement: ASTM A 185 with a yield strength of 65,000 PSI. Provide in flat sheets only. 14. Deformed-Steel Welded Wire Reinforcement: ASTM A 497 with a yield strength of 70,000 PSI. Provide in flat sheets only. 15. Galvanized Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from galvanized steel wire into flat sheets. 16. Epoxy Coated Plain-Steel Welded Wire Reinforcement: ASTM A 884, Class A, plain steel. 17. Epoxy Coated Deformed-Steel Welded Wire Reinforcement: ASTM A 884, Class A, deformed steel. 18. Strands: Uncoated seven wire, one half inch diameter, stress relieved 270 ksi strand low relaxation type, ASTM A 416 "Specification for Uncoated Seven Wire Stress Relieved Strand for Prestressed Concrete" and "Specification for Unbonded Single Strand Tendons” as published by the Post-Tensioning Institute. 19. Prestressing Bars: All prestressing bars shall be deformed threadbars conforming to ASTM A 722 "Specification for Uncoated High Strength Steel Bar for Prestressing Concrete", with a minimum ultimate tensile strength of 150 KSI and other properties as specified on page 11-21 of the PCI Design Handbook, fifth edition. Threadbars, plate anchorages and couplings shall be furnished by Dywidag Systems International or Williams unless approved otherwise in writing by the Engineer. 20. Wire: Smooth wire for spiral reinforcement shall conform to ASTM A 82 with a minimum yield strength of 70,000 PSI. 21. Epoxy-Coated Plain-Steel Wire: ASTM A 884,Class A, plain-steel wire. 22. Joint Dowel Bars: Smooth bars used to dowel across slab-on-grade construction joints shall conform to ASTM A 615, Grade 40 or ASTM A 36, plain-steel bars. Cut bars true to length with ends square and free of burrs 23. Epoxy-Coated Joint Dowel Bars: Smooth epoxy-coated bars used to dowel across slab-on-grade construction joints shall conform to ASTM A 775 with ASTM A 615, Grade 40 or ASTM A 36 plain-steel bars. Cut bars true to length with ends square and free of burrs. 24. Dowel Bar Sleeves: Plastic or gage metal (26 ga. min.) sleeves with an inside diameter of 1/16 inch greater than the dowel bar that it encases, that have the strength, durability, and design to provide free movement of the dowel relative to the concrete slab and that are specifically manufactured for this purpose. 25. Alternate Slab-on-Grade Joint Load Transfer Systems: A system that consists of flat, ASTM A 36 plate that is saw cut into a square or rectangular shape and is embedded into or encased by a plastic sleeve that allows movement in both lateral directions but not in the vertical direction. Acceptable systems are manufactured by PNA Construction Technologies with products known by the Concrete Reinforcing 03 20 00 – 4 names “Diamond Dowel System” and “PD3 Basket” and Greenstreak Group Inc. with products known as “Speed Plate’ and “Double-Tapered Basket”. 26. Tie Wire: Tie wire shall be annealed steel tie wire, minimum 16 gauge. a. b. c. 27. Tie wire in architecturally exposed concrete shall be plastic coated or stainless steel. Tie wire for epoxy-coated reinforcement shall be epoxy-coated. Tie wire for galvanized reinforcement shall be galvanized. Headed Steel Stud Punching Shear Reinforcement: Punching shear reinforcement using headed studs welded to flat bars shall be manufactured in conformance with ASTM A1044 and approved by the ICC Evaluation Service, Inc. as expressed in an ICC Evaluation Report for use as punching shear reinforcement for slabs and footings designed in accordance with ACI 421.1. The following are acceptable products: “Decon Studrails”, Decon “Dayton Shear Resistance System (DSR) D-140”, Dayton Superior Corporation “Suncoast Stud Reinforcement System”, Suncoast Post-Tension, Ltd. 28. Supports for Reinforcement: Provide supports for reinforcement including bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing bars and welded wire fabric in place. Use wire bar type supports complying with CRSI recommendations. a. b. c. d. e. f. B. Slabs-on-Grade: Use precast concrete bar supports (dobies) or supports with sand plates or horizontal runners designed for use on ground. Spread Footing Bottom Reinforcement: Use precast concrete bar supports (dobies) or chairs designed for soil-supported slabs. Mat Foundation: Use precast concrete bar supports (dobies), chairs designed for soil-supported slabs, or poured-in-place concrete curbs. Exposed to View Concrete: Provide supports with legs which are plastic protected stainless steel protected (CRSI, Class 2). Support of Epoxy-Coated Reinforcement: Provide epoxy-coated or other dielectric-polymer-coated wire bar supports to support epoxy-coated reinforcement. Support of Galvanized Reinforcement: When NOT exposed to view, provide galvanized wire bar supports to support galvanized reinforcement. In all exposed to view conditions provide supports with legs which are plastic protected stainless steel protected (CRSI, Class 2). Coating Repair Materials: Repair damaged areas of epoxy-coated or galvanized reinforcement using the following products. 1. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating compatible with epoxy coating on reinforcement and complying with ASTM A 775. 2. Zinc Repair Material: ASTM A 780, zinc-based solder, paint containing zinc dust, or sprayed zinc shall be used to repair damaged areas of galvanized reinforcement. Concrete Reinforcing 03 20 00 – 5 2.2 SPLICES A. End Bearing Compression Splices: Members with end bearing compression splices shall have vertical bars saw cut or otherwise finished for true bearing. Bar ends shall terminate in flat surfaces within 1 1/2 degrees of a right angle to the axis of the bars and shall be fitted within 3 degrees of full bearing after assembly. Splice bars shall be held in concentric contact by a suitable device. The following are acceptable end bearing compression devices: "Speed Sleeve", Erico Products, Inc. "G-Loc", BarSplice Products, Inc. or other Engineer-approved product. B. Mechanical Tension Splices: 1. Mechanical splices shall conform to Type 1 and Type 2 splices. a. b. Type 1 splice shall develop 1.25 times the specified yield strength of the splice bar. Type 2 splice shall meet the requirements of Type 1 splice and, in addition, develop the full tensile strength of the splice bar. 2. Splices shall be approved by the ICC-Evaluation Service, Inc and shall have the Evaluation Report submitted for Engineer review. 3. The bar ends that are to attach to the splice shall be prepared and installed in accordance with the manufacturer’s requirements. 4. The following are acceptable mechanical tension splices (splices qualified for use with grade 75 bars are parenthetically noted): “BarLock, S-Series”, Dayton Superior. “US/MC-SAE Mechanical Coupler”, Dayton/Richmond, Inc. “DB Grout Sleeve”, Dayton/Richmond “ZAP Screwlok”, BarSplice Products, Inc. (qualified for use with grade 75 bars) “BPI Grip XL System”, Barsplice Products, Inc. “Taper Threaded Grip Twist System”, Barsplice Products, Inc. "Lenton Coupler", Erico Products, Inc. (for grade 75 bars, use only “Standard Coupler”) "NMB Splice Sleeve", Splice Sleeve North America” (qualified for grade 75 #7 bars and higher) “BarLock, L-Series”, Dayton Superior “Taperlok Couplers”, Dayton Superior “Lenton Interlok”, Erico Products, Inc. “Griptec”, Dextra Manufacturing Co. or other Engineer-approved product. C. Dowel Bar Replacement: All grade 60 reinforcing steel dowel bars shown on the drawings crossing concrete construction joint surfaces with inserts cast flush against the form and having reinforcing bars connected to the insert in a subsequent concrete pour shall conform to the following: 1. Splice connection to the insert shall develop the 1.25 times the specified yield strength and the full tensile strength of the spliced bar. 2. Splices shall be approved by the ICC Evaluation Service, Inc. as expressed in an ICC Evaluation Service Report which shall be submitted for review. Concrete Reinforcing 03 20 00 – 6 3. The following are acceptable products (for use only with grade 60 bars): "Lenton Form Saver", , Erico Products, Inc. "DB-SAE Dowel Bar Splicer", Dayton/Richmond, Inc. or other Engineer-approved product. D. Hooked Anchorage Replacement: Reinforcing bar terminations shall be manufactured out of ASTM A 576 material and shall develop the full tensile strength of the bar when installed at the manufacturer’s recommended depth. 1. The anchorage shall be approved by the ICC Evaluation Service Inc. as expressed in an ICC Evaluation Service Report which shall be submitted for review. 2. The following are acceptable products (for use only with grade 60 bars): “Lenton Terminator”, Erico Products, Inc. or other Engineer-approved product. PART 3 - EXECUTION 3.1 3.2 FABRICATION AND DELIVERY A. Bending and Forming: Fabricate bars of indicated sizes and accurately form to shapes and lengths indicated and required, by methods not injurious to materials. Do not heat reinforcement for bending. Bars shall be free from injurious defects, have a workman-like finish with no excessive rust and/or pitting and have no unusual kinks or bends. B. Marking and Shipping: Bundle reinforcement and tag in accordance with Section 7.4.5 of the CRSI “Manual of Standard Practice”. Transport and store at site so as not to damage material. Keep sufficient supply of tested, approved and proper reinforcement at the site to avoid delays. Maintain reinforcing bars free of mud, dirt, grease, or other coating. C. Repair of Epoxy-Coated Reinforcing: Repair cut and damaged epoxy coatings on fabricated reinforcing before delivery with epoxy repair coating according to ASTM D 3963 PLACING REINFORCEMENT A. Comply with CRSI recommended practice for "Placing Reinforcing Bars", for details and methods of reinforcement placement and supports and as herein specified. B. Before placing reinforcement and again before concrete is placed, clean reinforcement of loose rust and mill scale, earth, ice and other materials which reduce or destroy bond with concrete. C. Accurately position, support and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing by chairs, runners, bolsters, spacers and hangers, as required. Exercise particular care to maintain proper distance and clearance between parallel bars and between bars and forms. Provide spreaders and spacers to hold steel in position. Support steel at proper height upon approved chairs. D. Place reinforcement to obtain at least minimum coverages for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position Concrete Reinforcing 03 20 00 – 7 during concrete placement operations. Set tie wires so ends are directed into concrete, not toward exposed concrete surfaces. E. F. Support of Spread Footing Reinforcing Steel 1. Bottom Steel: Support bottom reinforcing mat to provide the specified clearance to the bars. Spacing between supports shall not exceed 4'-0" centers each way. 2. Top Steel: Support top reinforcing on steel angle frames braced in both directions or on special standee support bars. Spacing between supports shall not exceed 4'-0" centers each way. The depth of the supports shall provide the specified clearance from the bars to the top of the concrete. The design of the support steel shall be the responsibility of the Contractor in accordance with Concrete Reinforcing Steel Institute (CRSI), “Manual of Standard Practice”. Support of Mat Foundation Reinforcing Steel 1. Bottom Steel: Support bottom reinforcing mat to provide the specified clearance to the bars. Spacing between supports shall not exceed 4'-0" centers each way. 2. Top Steel: Support top reinforcing on steel angle frames braced in both directions or on special standee support bars. Spacing between supports shall not exceed 4'-0" centers each way. The depth of the supports shall provide the specified clearance from the bars to the top of the concrete. The design of the support steel shall be the responsibility of the Contractor in accordance with Concrete Reinforcing Steel Institute (CRSI), “Manual of Standard Practice”. G. Install welded wire reinforcement in as long lengths as practicable. Lap adjoining pieces at least one full mesh plus two inches and lace splices with wire. Offset end laps in adjacent widths to prevent continuous laps in either direction. H. Coordinate with other trades and expedite materials and labor to avoid omissions and delay. I. Install waterproof membrane or vapor barrier as specified prior to placing steel for concrete slabs-on-grade. J. Extend reinforcement continuous through construction joints unless otherwise shown on the drawings. K. Slab-on-Grade Joint Dowel Bars: Support slab-on-grade joint dowel bars independently of support for slab reinforcement on soil supported slab bolsters or specially manufactured cradles such that dowel bar remains parallel to slab surface and at right angles to joint during concreting operations. Lightly coat the exposed end of the dowel with a paraffin-base lubricant, asphalt emulsion, form oil, or grease or use a dowel bar sleeve. L. Alternate Slab-on-Grade Joint Load Transfer Systems: Install the alternate load transfer system in accordance with the manufacturer’s instructions such that the largest plane of the flat plate is parallel to the plane of the subgrade on which the slab is bearing. M. Provide and place additional reinforcing steel at all sleeves and openings in beams, slabs and walls as specified on the drawings. Where sleeves or openings not shown on the drawings interrupt the reinforcement, consult with Engineer for instructions for placing Concrete Reinforcing 03 20 00 – 8 and splicing of bars. Provide required additional reinforcing steel at no additional cost to the Owner. 3.3 N. Epoxy-Coated Reinforcement: Use epoxy-coated steel tie wires to fasten epoxy-coated reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963. O. Galvanized Reinforcement: Use galvanized steel tie wires to fasten galvanized reinforcement. Repair cut and damaged zinc coatings with zinc repair material. SPLICING REINFORCING STEEL A. Provide splice as indicated on the drawings. Splice reinforcing bars only at locations shown on the structural drawings and approved shop drawings. Unauthorized or unscheduled splices not approved by the Engineer in writing will not be accepted. B. All lap splices in reinforcing steel shall be contact lap splices unless detailed otherwise on the drawings. C. Maintain proper cover between reinforcing bars at splices. D. Lap unscheduled reinforcing bars not otherwise specified a minimum of 30 bar diameters at splices. Lap welded wire fabric a minimum of one full wire mesh plus two inches. E. Reinforcing Steel Placement in Mat Foundations F. 3.4 1. Size, length, spacing, and location of all mat reinforcing steel is shown on the mat plans and details. See details on the drawings for required stagger pattern of top and bottom bar splices and for sequence of placing mat reinforcing steel layers. 2. The number of splices shall be minimized by using bar runs of 60'-0" as much as possible. Unless noted otherwise, continuous top reinforcing bars shall be spliced along column centerlines. Continuous bottom reinforcing bars shall be spliced mid-way between columns. 3. Provide Class B tension lap splices for all bars #11 and smaller. Stagger splices as shown in the typical details. 4. Avoid splices of #14 and #18 bars where possible. Where required, a mechanical tension splice as specified shall be provided. No more that 50% of such bars shall be spliced in any 5'-0" width of mat cross-section. Spliced bars shall be staggered with un-spliced bars. Manufacturer of mechanical tension splice shall be present for first day's installation. WELDING REINFORCING STEEL A. Welding reinforcing steel is permitted only where specifically shown on the drawings. All welding shall conform to AWS D1.4. Only weldable reinforcing steel conforming to ASTM A 706 or deformed bar anchors conforming to ASTM A 496 shall be permitted. ASTM A 615 bars may not be welded for structural use. B. Tack welding of reinforcement shall only be allowed for preassembled mats and cages. Concrete Reinforcing 03 20 00 – 9 3.5 SHRINKAGE AND TEMPERATURE REINFORCEMENT A. 3.6 PLACEMENT OF WELDED WIRE REINFORCEMENT A. 3.7 3.9 3.10 3.12 Provide reinforcement in ribs, minimum one - #5 continuous top and bottom unless indicated otherwise on the drawings. REINFORCEMENT IN COMPOSITE METAL DECK SLAB A. Composite metal deck slabs shall be reinforced as indicated on the drawings. B. Extra Reinforcement Over Girders: Provide additional reinforcing steel over interior girders as shown on the drawings. C. Placement of Slab Reinforcement: Provide bolsters, high chairs, and/or additional reinforcing as shown in details on the drawings to support the reinforcing with the clear cover shown on the drawings. FIBER-REINFORCED CONCRETE IN TOPPING SLABS, SIDEWALKS, AND DRIVEWAYS 1. Provide fibers of the type and at the dosage rate shown on the drawings. 2. The fiber-reinforced concrete shall be produced in accordance with ASTM C 1116 and have a residual strength of 80 psi when tested in accordance with ASTM C 1399. REINFORCEMENT AROUND OPENINGS IN COMPOSITE METAL DECK SLABS A. 3.11 Wherever welded wire reinforcement is specified as reinforcement in pan-formed beams or slabs, it shall be continuous and properly lapped one full wire spacing plus 2" across the entire concrete surface and not interrupted by beam or girders. REINFORCEMENT IN JOIST DISTRIBUTION RIBS A. 3.8 Provide shrinkage and temperature reinforcement as indicated on the drawings at right angles to main top and bottom bars for all structural slabs unless detailed otherwise on the drawings. For all openings in metal deck not framed with structural steel and greater than 10" in width in either direction, provide additional reinforcing steel as shown in details on the drawings. REINFORCEMENT IN PAN-FORMED BEAM SLABS A. Reinforcement: drawings. Provide reinforcing in pan-formed beam slabs as shown on the B. Placement of Slab Reinforcement: Provide required bar supports and additional reinforcing as shown in details on the drawings to support slab reinforcing with the clear cover shown on the drawings. REINFORCEMENT IN GRADE BEAMS A. Provide reinforcing in grade beams as shown on the drawings. Concrete Reinforcing 03 20 00 – 10 B. 3.13 REINFORCEMENT IN TOPPING SLABS A. 3.14 In addition to fiber reinforcing, provide welded smooth wire reinforcement minimum 6 x 6 W1.4 x W1.4 in all sidewalks unless detailed otherwise in the Contract Documents. MECHANICAL AND PLUMBING REQUIREMENTS A. 3.17 In addition to fiber reinforcing, provide welded smooth wire reinforcement 6 x 6 W2.9 x W2.9 minimum in all housekeeping pads supporting mechanical equipment unless detailed otherwise on the drawings. REINFORCEMENT IN SIDEWALKS A. 3.16 In addition to fiber reinforcing, provide welded smooth wire reinforcement minimum 6 x 6 W1.4 x W1.4 in all topping slabs unless specified otherwise on the drawings. REINFORCEMENT IN HOUSEKEEPING PADS A. 3.15 Bar Support for Grade Beam Cages: Grade beam bottom steel shall be supported at 5'0" maximum centers using beam bolsters that provide 3" bottom cover to the reinforcing steel. Beam bolsters used shall be designed and manufactured for support on soil. Refer to Mechanical and Plumbing Drawings for concrete requiring reinforcing steel. Such reinforcement shall be furnished as part of the work of this section. QUALITY ASSURANCE TESTING AND INSPECTION DURING CONSTRUCTION A. See Testing Laboratory Services section of these Specifications for reinforcing inspection and testing requirements. END OF SECTION 03 20 00 Concrete Reinforcing 03 20 00 – 11