5-130 SECTIO N 507 – REINFORCIN G STEEL 507.0 1 DESCRIPTION . This work shall consist of furnishing and placing bar reinforcement of the level specified, dowels, wire, welded wire reinforcement (WWR), and mechanical bar connectors. Levels and associated types of reinforcing steel are specified as follows:
a.Level I (Limited Corrosion Resistance) . Level I reinforcing includes plain, low -alloy, and epoxy - coated reinforcing steel.
b.Level II (Improved Corrosion Resistance) . Level II reinforcing includes dual -coated, continuously -galvanized , low -carbon chromium, and hot-dipped galvanized reinforcing steel.
c.Level III (Exceptional Corrosion Resistance) . Level III reinforcing includes solid stainless reinforcing steel. The location, level, and when specified, type of reinforcing shall be as indicated on the Plans. Reinforcing supplied shall meet the requirements of the level specified or any higher level. Only one type of reinforcing steel shall be used for each level for the Contract work, unless permitted in writing by the Engineer. 507.0 2 MATERIALS . Materials shall meet the requirements of the following subsection s: Mortar, Type IV ................................ ................................ ................................ ......... 707.0 1(e) Bar Reinforcement ................................ ................................ ................................ .....713.01 Mechanical Splices for Bar Reinforcement ................................ ............................... 713.02 Welded Wire Reinforcement ................................ ................................ ..................... 713.0 3 507.0 3 FABRICATIO N AND SHIPMENT . Bar reinforcement shall be deformed bar cold bent to the shapes required. Bar reinforcement shall be fabricated, bundled, tagged, marked, and shipped in accordance with the CRSI Manual of Standard Practice . The fabricator shall maintain records that will provide traceability of identifying heat numbe rs for all material being fabricated for Agency projects or Contract orders referencing materials covered under this section . 507.0 4 PROTECTIO N OF MATERIAL . Reinforcing steel shall be protected from damage at all times by storing it on blocking, racks, or platforms. When multiple levels of reinforcing steel are used on a project, they shall be stored separately, including during transport in order that there is no direct contact between the bars. When placed in the work, the reinforc ing steel shall be free from dirt, detrimental scale, paint, oil, previously placed concrete, or other foreign substances. 5-131 All systems for handling and storing coated reinforcement shall have padded contact areas. Epoxy -coated and dual -coated reinforcement stored on a project or between phases of work shall be covered with canvas or other suitable material that will effectively protect it against damage from ultraviolet light. All slings and other installation equip ment used for stainless steel reinforcing shall be synthetic, stainless steel, or otherwise padded to prevent non -stainless steels from coming into contact with the stainless steel reinforcing until concrete has been placed. All damaged areas of reinforcem ent coating shall be repaired with materials and procedures recommended by the coating manufacturer. The materials and procedures shall be approved by the Engineer prior to the repairs. Coatings shall be repaired prior to installation of the reinforcement. Repair prior to installation does not relieve the Contractor from repairing areas damaged during placement. All repairs shall be inspected and accepted by the Engineer prior to placing concrete. All bars where the total damage d area , including previously repaired areas, exceeds 2% of the bar surface area will be rejected. When cutting coated reinforcement, a cutting torch shall not be used. The use of a power hacksaw is acceptable. All cut ends shall be repaired per the coating manufacturer’s recommendatio ns and to the satisfaction of the Engineer. Ends of Level II reinforcing steel where the mild steel is exposed shall be repaired in the following manner:
a.Cut ends of dual -coated reinforcing steel shall be coated with a two -part epoxy patching material as specified by the coating manufacturer. The materials and procedures shall be approved by the Engineer prior to the repairs being performed.
b.Cut ends of stainless -clad reinforcing steel shall be epoxied and capped in accordance with the manufacturer’ s recommendations with either stainless steel caps or plastic caps. Caps shall be sealed to prevent the intrusion of moisture.
c.Cut ends of continuously -galvanized reinforcing steel shall be coated with a zinc -rich paint. The paint used in the repair shall be organic -rich and contain at least 92% zinc by weight in the dry film. The paint shall be applied per the manufacturer’s recommendations to a thickness equivalent to the surrounding galvanizing. 5-132 507.0 5 PLACIN G AND FASTENIN G REINFORCIN G STEEL . Steel reinforcement shall be placed in the position shown on the Plans and held securely in place during the process of placing concrete. Unless otherwise noted on the Plans, placement tolerances for reinforcing steel shall be 1/4 inch for cover and clearance and 1 inch for spacing of bars. Stirrups and spirals shall pass around main tension members and be securely attached to those members. Reinforcing steel shall be spaced as specified from the face of the forms. Horizontal layers shall be spaced vertically by means of approved supports. Horizontal mats of reinforcing steel shall have lines of support not exceeding a 4 -foot spacing in either direction. Additional supports may be required near the fascia. Tie wires and supports used for ins tallation of reinforcement shall be composed of the same material and coating as any steel being contacted or shall be plastic. Uncoated steel support material will not be permitted within 1 -1/2 inches of any exposed concrete surface. Steel supports shall be equipped with snug - fitting, high -density, polyethylene tips which provide a 1/4 -inch clearance between the metal and any concrete surface. Bars spaced 12 inches apart or farther shall be tied at every intersection. Bars spaced less than 12 inches apart shall be tied at every other intersection. If reinforcement shows signs of distress during construction, the Engineer may direct additional tying. Bar reinforcement shall not be further bent or st raightened from the curvature produced at initial fabrication except when approved by the Engineer. If heating is approved for field bends, the temperature should not exceed that which produces a dull red color in the bar. Welding procedures shall be submi tted for approval for any type of reinforcement welding. Welding of reinforcement steel will not be permitted without written permission of the Engineer. Welding shall conform to the requirements of Subsection 506.10 . Special care shall be taken so that no undercut will occur and reduce the effective area of the reinforcing bars. Reinforcement placed in any member shall be inspected and approved before any concrete is placed. Mechanical bar connectors shall be installed per the manufacturer’s instru ctions. 507.0 6 PLACIN G DOWELS . Dowels shall be placed in existing concrete or bedrock at locations shown on the Plans. Dowels shall be grouted with Type IV mortar or other approved material. Epoxy or other adhesive materials shall be submitted for approval prior to their use, unless otherwise shown on the Plans. Where Type IV mortar is to be used, holes shall be drilled to the depth shown on the Plans and shall be at least 1 inch greater in diameter than the dowel. If not shown on the Plans, the dep th of drilled holes shall be 2 feet. Where approved adhesives are used, the manufacturer’s recommendations shall be followed for hole sizing. 5-133 507.0 7 SPLICES . All reinforcement shall be furnished in the lengths shown on the Plans. No splicing of any type, except where shown on the Plans, will be permitted without the written approval of the Engineer. Welded butt splices or mechanical splices shall be used only when specified in the Contract or with written approval of the Engineer. Mechanical bar connectors shall be installed in accordance with the manufacturer’s installation instructions. The Contractor shall provide a copy of the manufacturer’s installation instructions to the Engineer prior to installing any mechanical bar connectors. 507.0 8 LAPPING . Sheets of WWR shall overlap by not less than the wire spacing and be securely fastened at the ends and edges. The edge lap shall be not less than the wire or bar spacing. 507.0 9 METHO D OF MEASUREMENT . The quantity of Reinforcing Steel of the type and size specified to be measured for payment will be the total number of pounds of reinforcing bars, dowels, wire, and WWR used in the complete and accepted work except as otherwise provided, computed on the following basis:
a.The weight of bars, wire, and dowels will be measured as either:
1.The product of the length as shown on the approved shop bar lists and the standard weight per foot of length as adopted by the CRSI.
2.If approved by the Engineer, the weight on a certified bill of lading from the reinforcement supplier. The bill of lading shall be broken down and sub -totaled based on individual bar marks and types of reinforcement.
b.The weight of WWR will be measured as either:
1.The computed weight in accordance with the de tails shown on the Plans based on the standard weight accepted by the trade for the unit of material specified.
2.If approved by the Engineer, the weight on a certified bill of lading from the reinforcement supplier. The bill of lading shall be broken do wn and sub -totaled based on individual bar marks and types of reinforcement.
c.Measurement for payment will not be made for any clips, wire, or other material that may be used by the Contractor for keeping the reinforcing bars in their correct position.
d.Measurement for payment will be adjusted for any material accepted with an overall dimensional length less than or greater than the 1 inch CRSI tolerance. 5-134 (e) When the substitution of bars of greater diameter than specified is permitted by written authorization of the Engineer, payment will be made only for the weight of steel that would have been required if the specified diameter had been used. In case short bars are used when full length bars are shown on the Plans, payment will be made only for the weight of steel that would have been required if the specified lengths had been used, with no allowance for laps. The quantity of Drilling and Grouting Dowels to be measured for payment will be the number of linear feet of hole drilled and grouted . The do wel will be measured as Reinforcing Steel of the type specified. The quantity of Mechanical Bar Connectors to be measured for payment will be the number of mechanical connectors installed in the complete and accepted work. 507.1 0 BASIS OF PAYMENT . The accepted quantities of Reinforcing Steel of the type specified will be paid for at the Contract unit price per pound. Payment will be fu ll compensation for furnishing, handling, welding, and placing the material specified and for furnishing all labor, fastening devices, tools, equipment, and incidentals necessary to complete the work. The accepted quantity of Drilling and Grouting Dowels w ill be paid for at the Contract unit price per linear foot. Payment will be full compensation for drilling the dowel hole, grouting the dowel in the hole, and for furnishing all labor, tools, equipment, and incidentals necessary to complete the work. When the Contract does not contain a quantity for Drilling and Grouting Dowels, this work will not be paid for directly but will be considered incidental to all other Contract item s. The accepted quantity of Mechanical Bar Connectors will be paid for at the Contract unit price for each. Payment will be full compensation for furnishing, handling, placing, and joining the materials , and for furnishing all labor, tools, equipment, and inc identals necessary to complete the work. Payment will be made under: Pay Item Pay Unit
507.11 00 Reinforcing Steel, Level I ................................ ................................ ......... Pound
507.12 00 Reinforcing Steel, Level II ................................ ................................ ........ Pound
507.13 00 Reinforcing Steel, Level III ................................ ................................ ......Pound
507.16 00 Drilling and Grouting Dowels ................................ ................................ ..Linear Foot
507.19 00 Mechanical Bar Connector ................................ ................................ .......Each
5-135 SECTIO N 508 – SHEA R CONNECTORS 508.0 1 DESCRIPTION . This work shall consist of furnishing and welding shear connectors. 508.0 2 MATERIALS . Materials shall meet the requirements of the following subsection s: Welded Stud Shear Connectors ................................ ................................ ................. 714.10 508.0 3 WEATHE R LIMITATIONS . Application of stud shear connectors or other welding on shear connectors shall not be done when the base metal temperature is below 0°F or when the surface is wet or exposed to falling rain or snow. 508.0 4 PLACING , INSPECTING , AND TESTING .
a.General Requirements . The Contractor shall install the shear connectors as detailed in the Contract and the approved structural steel fabrication draw ings. Shear connectors shall be placed, inspected, and tested in accordance with AWS D1.5 . Welding procedures for automatically timed stud welding equipment do not need to be submitted for approval. Installation without automatically timed stud welding equipment and repair welding shall be done using an approved SMAW procedure. If, during the progress of the work, inspection and t esting indicate that the shear connectors being furnished are not satisfactory, the Contractor shall make changes in the welding procedure, welding equipment, and type of shear connector as necessary to provide satisfactory results. Such changes shall be m ade at the Contractor’s expense.
b.Studs . Installation and acceptance of stud shear connectors shall be in accordance with the requirements of AWS D1.5 . After being allowed to cool, the first two studs welded on each beam or girder shall be bent 45° by striking the stud with a hammer. If failure occurs in the weld zone of either stud, the procedure shall be corrected, and two additional studs shall be successfully welded and tested before any more studs are welded to the beam or girder. The Contractor shall promptly inform the Engineer of any chan ges in the welding procedure.
Source: Vermont Standard Specifications for Construction, 2024 Edition. Pages 544–548 of 1,380.