Reinforcing Steel. Reinforcing bars shall be intermediate grade, new billet-steel deformed bars free of loose rust, scale, dirt or oil, and shall conform to ASTM A-615. Welded wire fabric for concrete reinforcement shall conform to ASTM A-185. All reinforcement steel shall be placed, spliced, lapped, etc., in accordance with the ACI Standard 318.
Reinforcing Steel. Assemble a cage of reinforcing steel and place it as a unit immediately prior to concrete placement. Assemble the cage so that the clearance between the cage and side of the caisson will be at least 5 inches (125 mm), and the clearance between the cage and bottom of the caisson will be 3 inches (75 mm). If the caisson is lengthened, extend all reinforcement to within 3 inches (76 mm) of the bottom. If a splice is required, place it in the lower one-third of the caisson, or as shown on the Plans. Tie hoops or spirals to the caisson and column steel (vertical bars) at 100% of the junctions with double wire figure-eight ties. Do not weld the reinforcing steel. Support the cage from the top in a concentric manner to minimize its slumping downward during concrete placement and/or extracting the casing. Check the elevation of the top of the steel cage before and after casing extraction. Any upward movement of the steel not exceeding 2 inches (50 mm) or any downward movement thereof not exceeding 6 inches (150 mm) will be acceptable. Any upward movement of the concrete or displacement of the steel beyond the above limits will be cause for rejection. Tie and support the reinforcing steel in the caisson so that the reinforcing steel will remain within allowable tolerances. In uncased caissons, use only heavy-duty plastic rollers (wheels). In cased caissons, use heavy-duty non-corrosive plastic rollers (wheels) or steel chairs. Place rollers at maximum intervals of 8 feet (2.4 meters) along the cage to ensure concentric spacing for the entire cage length. Use one roller for each one foot (300 mm) of diameter of the cage, with a minimum of four rollers at each interval. Do not use concrete spacer blocks. Use rollers that are constructed of a material approved by the Engineer and that have sufficient bearing surface to provide lateral support to the reinforcing cage. Use rollers of adequate dimension to provide the annular spacing between the outside of the reinforcing cage and the side of the excavated hole or casing as shown on the Plans. If an oversize casing is used, use rollers that will provide concentric spacing. Use pre-cast concrete or heavy-duty plastic bottom supports (feet/boots) to provide a spacing of 3 inches (75 mm) between the cage and caisson bottom.
Reinforcing Steel. Bar sizes No. 3 through No. 18 shall be deformed billet steel, conforming to ASTM Designation A615, Grade 60. Spirals shall be deformed bars conforming to ASTM A82. Welded wire fabric shall conform to ASTM A185.
Reinforcing Steel. Reinforcing steel shall be in accordance with that specified in Plans including all drilling and epoxy doweling. Dowelling is not included in this pay item.
Reinforcing Steel i. Bars ASTM A615, deformed, Grade 60
ii. Welded Wire ASTM A185
Reinforcing Steel. All reinforcing steel shall be new, deformed ASTM A615 — Grade 60 (Fy-60,000 psi) bars. All reinforcing steel shall be designed to conform to standards prescribed by the American Concrete Institute (ACI 318-91). All reinforcing steel shall be placed as shown on the final design drawings. Reinforcing steel shall be inspected prior to major pours, including but not limited to, auger cast piles.
Reinforcing Steel. A. Provide size and grade per structural drawings.
Reinforcing Steel. CSA G30.12 or G30.13, 34.5 MPa minimum yield, Grade 50, all deformed except where noted otherwise. Use Grade 40 for ties.
Reinforcing Steel. Verify that mill certificates show reinforcing steel is in compliance with project specifications. Provide periodic inspection of the placement of all reinforcing steel.
Reinforcing Steel a. All reinforcing bars shall be ASTM A615 Grade 60 deformed bars. The actual yield strength based on mill tests may not exceed 78 ksi and the ratio of the actual ultimate tensile strength to the actual tensile yield strength may not be less than 1.25.
b. All stirrups and column ties shall be deformed bars with 60,000 psi minimum yield strength, ASTM A615, Grade 60.
c. Welded wire fabric shall conform to ASTM A185 and A82.
