353 SECTION 602 REINFORCING STEEL
602.1 -DESCRIPTION : This work shall consist of furnishing and placing galvanized, epoxy coated, or uncoated reinforcing steel or corrosion resistant reinforcement in accordance with these Specifications and in reasonably close conform ity with the Plans.
602.2 -MATERIALS : The materials shall meet the requirements specified in the following Subsections of
MATERIAL SUBSECTION Corrosion Resistant Reinforcing Steel Bar, Stainless* 709.1.1 Corrosion Resistant Reinforcing Steel Bar, High Chromium* 709.1.2 Epoxy Coated Reinforcing Steel 709.1.4 Galvanized Reinforcing Steel 709.1.3 Reinforcing Steel Bar 709.1 Welded Wire Fabric Reinforcement 709.4
* The degree of corrosion resistance will be specified in the plans.
CONSTRUCTION METHODS
602.3 -ORDER LISTS : All order lists and bending diagrams shall be furnished by the Contractor. If requested by the Engineer, order lists and bending diagrams shall be submitted for approval. Approval of order lists and bending diagrams by the Engineer shall in no way relieve the Contractor of responsibility for the correctness of such lists and diagrams.
602.4 -PROTECTION OF MATERIALS : Steel reinforcement shall be stored above the well -drained surface of the ground upon platforms, skids, or other supports and shall be protected from mechanical injury. Reinforcem ent shall be free from injurious defects such as cracks and laminations. Any loose scale, loose rust, dirt, paint, grease, oil or other foreign materials present on the reinforcement shall be removed by wire brushing, sand blasting or other approved metho ds before the placement of concrete. Reinforcing steel which will be exposed over the winter shall be protected, within one week after the placing of the initial concrete, with a brush coat of neat cement, mixed with water to a consistency of thick paint. This coating shall be removed by lightly tapping with a hammer or other tool not more than one week before the placing of the adjacent pour.
602.5 -BENDING OF REINFORCING BARS : Unless otherwise permitted, all reinforcing bars shall be cold bent in the shop. Bars partially embedded in concrete shall not be field bent except when shown on the Plans or permitted by the Engineer. Only competent men shall be employed for cutting and bendin g, and proper appliances shall be provided for the work.
354 Bending shall be in accordance with the Manual of Standard Practice for Detailing, Reinforced Concrete Structures, ACI 315, latest revision. Rail -steel bars shall not be field bent or straightene d. Unless otherwise specified in the plans, bending of all corrosion -resistant reinforcing bars shall be per requirements of the latest edition of the AASHTO LRFD Bridge Design Specifications.
602.6 -PLACING AND FASTENING : 602.6.1 -General: All reinforcing steel shall be accurately placed and, during the placing of concrete, firmly held by supports in the position shown on the Plans. Reinforcing bars shall be securely fastened together. Bars shall be tied at all intersections except wheres pacing is less than one ( 1) feet in each direction, in which case alternate intersections shall be tied. Distance from the forms shall be maintained by means of stays, blocks, ties, hangers, chairs, or other approved supports. Blocks for holding reinfor cement from contact with forms shall be precast mortar blocks of approved shape and dimension; the use of pebbles, broken stone, metal pipe or wooden blocks will not be permitted. Reinforcement in any member will be inspected and approved before any concr ete is placed. The clear distance between the reinforcing steel and the face of the concrete unless otherwise shown in the plans shall be: Top of deck slab: 2.5 inch Bottom of deck slab: 1.0 inch Bottom of footings: 3.0 inch All other locations: 2.0 inch
602.6.2 -Epoxy Coated Bars: Epoxy coated bars shall be placed on plastic coated wire supports. Supports shall be installed in a manner to prevent planes of weakness in the hardened concrete. The reinforcing steel shall be held in place by us e of plastic or plastic coated tie wires especially fabricated for this purpose. Any visible damage to the epoxy coating of the reinforcing steel that occurs during shipment, storage and installation of the steel shall be repaired. The Supplier shall fu rnish epoxy patching material to the project with the first shipment of epoxy coated steel. The patching material shall be prequalified as required for the coating material and shall be either identified on the container as meeting the requirements of AST M A775 or shall be accompanied by a Certificate of compliance. Repair of damaged areas shall be performed per 709.1.4. In the event it is anticipated that the epoxy bars will be stored on the project site, and/or placed in final position without the con crete cover for a period of 90 days or more, then the bars shall be stored in a temporary shed or covered with plastic to prevent damage to the epoxy coating due to ultra -violet rays or other atmospheric conditions. Any temporary storage means used, shall provide adequate ventilation to the bars to prevent the build -up of moisture on the bar surface.
602.6.3 -Galvanized Coated Bars: Galvanized coated bars shall be placed on wire bar supports that are hot -dip galvanized, coated with epoxy or another poly mer, or on supports made of plastic. Supports shall be installed in a manner to prevent planes of weakness in the hardened concrete. Galvanized reinforcing steel shall be held in place by use of zinc or polymer coated tie wire especially fabricated for t his purpose.
355 Any visible damage to the galvanized coating of the reinforcing steel that occurs during shipment, storage and installation of the steel shall be repaired. If the extent of damaged coating does not exceed 2% of the surface area in any one (1) foot length, all damaged coating discernible to a person with normal or corrected vision shall be repaired with a zinc -rich formulation in accordance with ASTM A780. If galvanized reinforcing bars are cut in the field, the bar ends shall be coated with a zinc -rich formulation in accordance with ASTM A780. The reinforcing bar Supplier shall furnish zinc -rich paint meeting the requirements of ASTM A780 to the project with the first shipment of galvanized coated steel. The repair material shal l be prequalified and shall be either identified on the container as meeting the requirements of ASTM A780 or shall be accompanied by a Certificate of Compliance. Repair of damaged areas shall be performed in accordance with the repair material manufacturer's recommendations. In the event it is anticipated that the galvanized bars will be stored on the project site, and/or placed in final position without the concrete cover for a period of 90 days or more, then the bars shall be stored in a clean and dry environment to prevent damage to the galvanized coating due to atmospheric conditions. Any temporary storage means used, shall provide adequate ventilation to the bars to prevent the build -up of moisture on the bar surface.
602.7 -BAR SPLICES : 602.7.1 -Lapping: All reinforcement shall be furnished in full lengths as indicated on the Plans. No splicing of bars, except where shown on the Plans, will be permitted without the written approval of the Engineer. La pped splices shall be well distributed or located at points of low tensile stress. The bars shall be rigidly clamped or wired at all splices in a manner approved by the Engineer. Minimum lengths of lap splices unless otherwise noted shall be:
Bar Designation Min. Lap Splice (Ft) #4 Bar 1’-9” #5 Bar 2’-2” #6 Bar 2’-9” #7 Bar 3’-9” #8 Bar 4’-11” #9 Bar 6’-2” #10 Bar 7’-10” #11 Bar 9’-7”
For epoxy coated bars, the minimum lap splice length shall be increased by 50 percent (50%) at locations where concrete cover is less than 3 bar diameters and 20 percent (20%) at all other locations. Lapped splices for corrosion -resistant rebar shall be in accordance with the latest edition of the AASHTO LRFD Bridge Design Specifi cations.
602.7.2 -Welding: Splicing by welding of reinforcement will be permitted only if detailed on the Plans or if authorized by the Engineer in writing. Welding shall comply with the current specifications of the American Welding Society, D1.4, and the weld shall develop an ultimate strength equal to or greater than that of the bars connected. Welding of corrosion resistant reinforcement is not permitted.