Oregon 2024 Standard Specifications for Construction — Section 02510

02510.00 1110 Structures

Description

02510.00Scope - This Section includes the requirements for bars, dowels, and strand reinforcement

and tendon ducts.

Materials

02510.10Deformed Bar Reinforcement - Furnish deformed bar reinforcement from the QPL and

conforming to the requirements of ASTM A706 , AASHTO M 31 (ASTM A615) , AASHTO M 334, or ASTM A1035. Unless otherwise specified or shown, all reinforcing bars shall be Grade 60.

02510.11Epoxy Coated Reinforcement :

(a)Plant Certification - Epoxy coating shall be applied in a coating plant certified by the Concrete

Reinforcing Steel Institute (CRSI).

(b)Handling - All systems for handling coated bars shall have padded contact areas for the bars

wherever feasible . Pad all bundling bands . Lift all bundles with strong- backs, multiple supports , or platform b ridges so as to prevent bar -to-bar abrasion from sags in the bar bundle.

(c)Coated Reinforcement Ties and Supports - Ties and supports for coated reinforcement ,

including ties for coated-to -uncoated reinforcement connections , shall be nonmetallic coated.

(d)Epoxy Coating Repair - Repair damaged areas and visible v oids according to 00530.45.

02510.20Mechanical Splices - Furnish mechanical splices from the QPL. Where bars of different

sizes or strengths are connected, the governing strength shall be the strength of the smaller or weaker bar.

Type 1 MechanicalS plices - Furnish Type 1 Mechanical Splices that develop at least 125 percent of the specified minimum yield strength of the reinforcing bars. Type 1 Mechanical Splices are not allowed for column bars. Type 2 Mechanical Splices - Furnish Type 2 Mechanical Splices that develop at least 125 percent of the specified minimum yield strength of the reinforcing bars and 100 percent of the specified tensile strength of the reinforcing bars. Total slip displacement - Measure displacement after loading in tension to 30.0 ksi and relaxing to 3.0 ksi. The displacement for bars up to No. 14 shall not exceed 0.01 inches. The displacement for No. 18 bar shall not exceed 0.03 inches.

02510.25Headed Bar Reinforcement - Furnish Class HA headed steel bar from the QPL for

concrete reinforcement. The headed steel bar shall develop the specified minimum tensile strength of the reinforcing bars, according to ASTM A970. Ferrous -filler coupling sleeves and welded headed steel bars are not allowed for concrete reinforcement .

02510.30Galvanized Reinforcement :

(a)General - Galvanized reinforcement shall conform to the requirements of ASTM A767,

Class II, including Supplementary Requirement S3, and ASTM A143.

02510.70 1111 (b) Fabrication - The bars may be fabricated before or after galvanizing. If the bars are fabricated after galvanizing, Supplementary Requirements S1 and S2 of ASTM A767 shall apply.

(c)Handling - All systems for handling galvanized bars shall be according to 02510.11(c).

(d)Ties and Supports - Tie all mats of galvanized steel bars with galvanized ties. Precast

concrete blocks that support galvanized reinforcement shall have galvanized ties.

02510.40Welded Wire Reinforcement - Welded wire reinforcement and deformed welded wire

reinforcement shall conform to the requirements of ASTM A1064.

02510.50Dowels - Dowels shall conform to the requirements of AASHTO M 31 (ASTM A615), for

Grades 40 and 60, or AASHTO M 227 ( ASTM A663) for Grades 70, 75, and 80.

02510.60Wire Reinforcement - Wire reinforcement and deformed wire reinforcement shall conform

to the requirements of ASTM A1064.

02510.70Acceptance - Acceptance of reinforcement will be according to 00165.35 and this Section

Source: Oregon Standard Specifications for Construction, 2024 Edition. Pages 1176–1177 of 1,268.

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