602.01 602-1 SECTION 602 REINFORCING STEEL DESCRIPTION
602.01 This work consists of furnishing and placing reinforcing steel per these specifications
and in conformity with the plans. MATERIALS
602.02 Reinforcing steel and welded wire fabric that will be furnished either uncoated or epoxy
coated shall meet the requirements of subsection 709.01. The coating material shall be a light -colored powdered epoxy resin that will highlight rusting of untreated bar areas. Reinforcing steel that requires welding shall conform to ASTM A706. Welding shall be done per ANSI/AWS D1.4. All accessories, including reinforcing steel supports, ties, and splicers used in conjunction with reinforcing steel, shall be of the same, or compatible, coating as the reinforcing utilized. Reinforcing steel not identified on the plans as epoxy coated may be supplied as epoxy coated, at the Contractor's option, at no additional cost to the Department. Epoxy coated reinforcing steel may not be substituted for Stainless, Continuous Hot dipped Galvanized, Zinc Coated (Galvanized), and Chromium reinforcing alternatives . Reinforcing alternatives such as Stainless, Continuous Hot dipped Galvanized, Zinc-Coated (Galvanized), and Chromium reinforcing may be supplied for reinforcing steel or epoxy coated reinforcing, at the Contractor's option, at no additional cost or time to the Department as approved by the Engineer. Length of lap splices for epoxy -coated reinforcing steel shall be per AASHTO LRFD Bridge Design Specifications , unless otherwise specified. CONSTRUCTION REQUIREMENTS
602.03 Bar List . Two copies of a list of all reinforcing steel and bending diagrams shall be
furnished to the Engineer at the site of the work at least one week before the placing of reinforcing steel is begun. Such lists will not be reviewed for accuracy. The Contractor shall be responsible for the accuracy of the lists and for furnishing and placing all reinforcing steel per the details shown on the plans . Bar lists and bending diagrams that are included on the plans, do not have to be furnished by the Contractor. When bar lists and bending diagrams are included on the plans, they are intended for estimating approximate quantities. The Contractor shall verif y the quantity, size, and shape of the bar reinforcement against those shown on the plans and make all necessary corrections before ordering.
602.04 Protection of Materials. Reinforcing steel and its coating shall be protected at all
times from damage. When placed in the work, the reinforcing steel shall be free from dirt, loose mill scale, paint, oil, loose rust, or other foreign substance. 602.05 602-2 602.05 Bending. Unless otherwise permitted, all reinforcing bars shall be bent cold. Bars partially embedded in concrete shall not be field bent except as shown on plans or permitted. Bars shall not be bent or straightened in a manner that will injure the material or the epoxy coating. Should the Engineer approve the application of heat for field bending reinforcing bars, precautions shall be taken to assure that the physical properties of the steel will not be materially altered. Hooks and bends shall conform to the provisions of the AASHTO LRFD Bridge Design Specifications . Bars that are shown as “hooked” on the plans shall have “standard hooks” unless otherwise indicated. The term “standard hook” as used shall mean one of the following:
1.A 180 -degree turn plus an extension of four bar diameters but at least 2 1/2 inches at the free end of the bar , or
2.A 90-degree turn plus an extension of 12 bar diameters at the free end of the bar , or
3.For stirrup and tie anchorage only:
A.No. 5 bar and smaller, 90 -degree turn plus an extension of six bar diameters at the free end of the bar.
B.No. 6, 7, and 8 bar, 90 -degree turn plus an extension of 12 bar diameters at the free end of the bar.
C.No. 8 bar and smaller, 135 -degree turn plus an extension of six bar diameters at the free end of the bar. The inside diameter of bend measured on the inside of the bar, other than for stirrups and ties, shall be as follows: Table 602 -1 TENSION BAR BENDING RADII The inside diameter of bend for stirrups and ties shall not be less than four bar diameters for sizes No. 5 and smaller, and five bar diameters for No. 6 to No. 8 inclusive. Inside diameter of bend in welded wire fabric, smooth or deformed, shall not be less than four wire diameters for deformed wire larger than D6 and two wire diameters for all other wires. Bends with an inside diameter of less than eight wire diameters shall not be less than four wire diameters from the nearest welded intersection.
602.06 Placing and Fastening. The minimum spacing center to center of parallel bars shall
be 2 1/2 times the diameter of the bar. However , the clear distance between the bars shall not be less than 1 1/2 times the maximum size of the coarse aggregate or 1 1/2 inches, whichever is greater. Bar Size Grade 60 No. 3 thru No. 8 6 bar diameter No. 9, No. 10, and No. 11 8 bar diameter No. 14 and No. 18 10 bar diameter 602.06 602-3 Bundle bars shall be tied together at not more than 6 -foot centers. All reinforcement shall have a clear coverage of 2 inches, except as shown on the plans. Clear coverage shall be measured from the surface of the concrete to the outside of the reinforcement. Reinforcement used in post -tensioned concrete shall be adjusted or relocated during the installation of prestressing ducts or tendons, as required, to provide a location and planned clearances to the prestressing tendons, anchorages, jacks, and equipment as approved by the Engineer. All reinforcement shall be tied at all intersections except where spacing is less than 1 foot in each direction, in which case, alternate intersections shall be tied. In concrete bridge decks the upper mat of bars shall be tied to the lower mat of bars at a 4 -foot maximum spacing in each direction. Slab bolsters for the bottom mat and highchairs for the top mat shall each be placed at a maximum spacing of 4 feet on cent ers. Welding on reinforcing bars will not be permitted except as noted on the plans. Reinforcement placed in any member shall be inspected and approved before any concrete is placed. The placing, fastening, splicing, and supporting of reinforcing steel and wire mesh or bar mat reinforcement shall be per the plans and the latest edition of Concrete Reinforcing Steel Institute (CRSI)’s “CRSI Recommended Practice for Placing Reinforcing B ars.” In case of discrepancy between the plans and the CRSI publication stated above, the plans shall govern. Automated tie wire devices may be used. The total cross -sectional area of the automated tie wire wrap shall roughly equal the total cross -sectio nal area of a manually installed tie wire wrap. The tie wire shall be epoxy coated or plastic coated for use with epoxy -coated reinforcing steel. All epoxy coating on the reinforcing steel that is damaged from the use of automated tie wire devices shall b e repaired at the Contractor’s expense. Precast concrete blocking or other approved blocking material shall be used to support footing bars and bars in slabs on grade. All other reinforcing steel shall be supported with steel chairs or precast mortar blocks. All chairs coming in contact with for ms shall be CRSI Class 1 or Class 2, Type B. The location of splices, except as shown on the plans, shall be based upon using 60 -foot stock length bars for No. 6 bars and larger and 40 -foot stock length bars for No. 4 and No. 5 bars (this does not preclude the use of 60 foot). Minimum splice lengths are as shown on the plans. Where bars of different sizes are spliced together , the splice length for the smaller bar will govern. Unless otherwise shown on the plans or approved, splices in adjacent lines of reinforcing bars shall be staggered. The minimum distance between staggered splices for reinforcing bars shall be the length required for a lapped splice in the bar. Lapped splices will be permitted only at locations where the concrete section is sufficient to provide a minimum clear distance of 2 inches between the splice and the nearest adjacent bar. The clearance to the surface of the concrete shall not be reduced. Reinforcing bars may be continuous at locations where splices are shown on the plans. Reinforcing bars No. 14 and No. 18 shall not be spliced by lapping, but shall be joined by butt welding, per AWS D1.4 in such a way as to develop at least 125 percent of the specified yield strength of the bar in both tension and compression. Alternate systems of welding or mechanical butt splices may be submitted for approval. 602.07 602-4 METHOD OF MEASUREMENT
602.07 The weight of reinforcing steel for payment will not be measured but shall be the
quantities designated in the Contract; except, measurements will be made for revisions requested by the Engineer, or for an error of plus or minus 2 percent of the total weight shown on the plans for each structure. Prospective bidders shall verify the weight of reinforcing steel before submitting a proposal. An adjustment will not be made in the weight shown on the plans, other than for approved design changes or for an error as stipulated above, even though the actual weight may deviate from the plan weight. The computed weight of epoxy -coated reinforcing bars will be based on the nominal weight before application of the epoxy coating. Nominal weights for various bar sizes are shown below. Table 602 -2 NOMINAL WEIGHTS FOR BAR SIZES Bar Size Weight per Linear Foot in Pounds 1/4 inch 0.167 No. 3 0.376 No. 4 0.668 No. 5 1.043 No. 6 1.502 No. 7 2.044 Bar Size Weight per Linear Foot in Pounds No. 8 2.67 No. 9 3.4 No. 10 4.303 No. 11 5.313 No. 14 7.65 No. 18 13.6 BASIS OF PAYMENT
602.08 The accepted quantities of reinforcing steel will be paid for at the contract unit
price per pound. No allowance will be made for supports, clips, wire, or other material used for fastening reinforcement in place. Payment will be made under: Pay Item Pay Unit Reinforcing Steel Pound Reinforcing Steel (Epoxy Coated) Pound Reinforcing Steel (Galvanized) Pound Reinforcing Steel (Stainless) Pound Reinforcing Steel (High Performance) Pound 603.01 603-1 SECTION 603 CULVERT S AND SEWERS DESCRIPTION
603.01 This work consists of the construction of culverts (cross drains), side drains, storm
drains, and sanitary sewers referred to as “conduit ”, where a specific pipe material is required, and nestable semicircular pipe for encasement. Work shall be per these specifications and in conformity with the lines and grades shown on the plans or established. MATERIALS
603.02 Materials shall meet the requirements shown on the plans and in the following
subsections: Corrugated Steel Pipe and Pipe Arches 707.02 Corrugated Steel Pipe Nestable 707.02 Corrugated Aluminum Pipe 707.06 Reinforced Concrete Pipe 706.02 Nonreinforced Concrete Pipe 706.01 Pipe Joint Sealing Compounds 705.04 Plastic Pipe 712.13 Vitrified Clay Pipe 706.06 Ductile Iron Pipe 707.01 Gaskets 705.03 Resilient Compression Ring Material 705.05 Reinforced Concrete Pipe (Jacked) 706.02 Plastic end sections shall not be used. When plastic pipe is to be installed with end sections, steel end sections conforming to Standard Plans M -603-10 and M -603-12 shall be used. CONSTRUCTION REQUIREMENTS
603.03 General. Pipe shall be protected during handling against impact shocks and free fall.
When new sanitary sewer facilities interfere with the existing flow of sewage, the Contractor shall provide satisfactory bypass facilities at no expense to the Department. Sanitary sewers and all appurtenances shall be thoroughly cleaned before final acceptance of this work.
603.04 Excavation . Trenches shall be excavated per the requirements of Section 206 to a
width sufficient to allow for proper jointing of the conduit and thorough compaction of the bedding and backfill material under and around the conduit. The completed trench bottom shall be firm for its full length and width. The trench for cross drains shall have a minimum longitudinal camber of 1 percent of the length of the pipe. Camber may be increased to suit the height of fill and supporting soil.
Source: Colorado Standard Specifications for Road and Bridge Construction, 2023 Edition. Pages 601–604 of 943.