Section 03200 REINFORCEMENT STEEL

Section 03200

_{REINFORCEMENT STEEL}

PART 1 - GENERAL

1.1 THE REQUIREMENT

A. The CONTRACTOR shall furnish, fabricate, and place all concrete reinforcement steel, welded wire fabric, couplers, and concrete inserts for use in reinforced concrete and masonry construction, including all appurtenances such as wires, clips, supports, chairs, spacers, and other accessories, all in accordance with the Contract Documents.

B. The Drawings contain general notes concerning amount of reinforcement and placing, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in concrete. The CONTRACTOR shall submit detailed drawings as specified under Section 1.4.

1.2 RELATED WORK SPECIFIED ELSEWHERE A. Section 03100, Concrete Formwork

B. Section 03300, Cast-in-Place Concrete

C. Section 04230, Reinforced Hollow Unit Masonry

1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS

A. Comply with the reference Specifications of the General Requirements and Additional

General Requirements.

B. Comply with the current provisions of the following Codes and Standards.

1. American Concrete Institute (ACI):

ACI 315 Details and Detailing of Concrete Reinforcement

ACI 318 Building Code Requirements for Reinforced Concrete

ACI 350 Recommended Practice for Sanitary Structure

2. American Society for Testing and Materials (ASTM)

A 143 Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure, for Detecting Embrittlement

A 185 Specification for Steel Welded Wire Fabric, Plain, for Concrete

Reinforcement

A 615 Specification for Deformed and Plain Billet-Steel Bars for

Concrete Reinforcement

3. American Welding Society (AWS):

D1.4 Structural Welding Code - Reinforcing Steel

1.4 CONTRACTOR SUBMITTALS

A. Submittals shall be made in accordance with the General Requirements and

Additional General Requirements.

B. The following submittals and specific information shall be provided.

1. The CONTRACTOR shall furnish shop drawings of all reinforcement steel prior to fabrication in accordance with the Contract Documents.

2. The shop drawings shall include layouts, bending diagrams, assembly diagrams, dimensioned types, locations of all bar laps and splices, placement lists and details of bar reinforcing and accessories including shapes and dimensions. Layout plans for bar supports and chairs, with typical details, shall be included.

3. Changes to Reinforcing Steel Contract Drawing Requirements:

a. Indicate in separate letter submitted with shop drawings any changes of requirements indicated on the Drawings for reinforcing steel.

b. Such changes will not be acceptable unless the ENGINEER has accepted such changes in writing.

C. Review of shop drawings by the ENGINEER will be limited to general compliance with the Contract Documents.

D. Samples:

1. Bar Supports: Submit samples of chairs proposed for use along with letter stating where each type chair will be used.

1.5 DELIVERY, STORAGE, AND HANDLING A. Packing and Shipping:

1. Deliver bars bundled and tagged with identifying tags. B. Acceptance at Site:

1. Reinforcing Bars: Deliver reinforcing bars lacking grade identification marks accompanied by manufacturer's guarantee of grade.

1.6 SEQUENCING AND SCHEDULING

A. Bar Supports: Do not place concrete until samples and attached data of bar supports has been accepted by the ENGINEER.

1.7 QUALITY ASSURANCE

A. The CONTRACTOR shall make provisions for sampling reinforcing steel delivered to the job site. Two sampling bars, cut from different bars and 3 feet in length for bar sizes #

3 through # 5 and 5 feet in length for bars sizes # 6 and larger, shall be taken from each

25 tons or fraction thereof, of each size and heat number delivered to the job site. When the name of the manufacturer, heat identification number, or chemical analysis is not known, the sampling interval shall be each 5 tons or fraction thereof, of each bar size and heat number. OCSD will pay costs of initial tests. Additional testing, due to failure of initial tests, shall be paid for by the CONTRACTOR.

B. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit certifications of procedure qualifications for each welding procedure used and certification of welder qualifications, for each welding procedure, and for each welder performing the work. Such qualifications shall be as specified in AWS D1.4.

C. The CONTRACTOR shall provide samples of each type of welded splice used in the Work in a quantity and of dimensions adequate for testing. At the discretion of the ENGINEER, radiographic testing of direct butt-welded splices will be performed. The CONTRACTOR shall provide assistance necessary to facilitate testing. The CONTRACTOR shall repair any weld, which fails to meet the requirements of AWS D1.4. OCSD will pay the costs of testing; except, the costs of all tests that fail to meet specified requirements shall be paid by the CONTRACTOR.

D. The CONTRACTOR shall provide to the ENGINEER written identification of reinforcement steel by manufacturer's heat number and mill certification, and the fabricator's release number and type from the point of fabrication to the place of final incorporation of the steel into the Work.

PART 2 - PRODUCTS

2.1 GENERAL:

A. Provide reinforcing steel that is new material, of quality specified, free from excessive rust or scale or any defects affecting its usefulness.

2.2 REINFORCING BARS

A. Reinforcing Bars to Be Embedded in Concrete or Masonry: Grade 60 deformed bars conforming to ASTM A 615 except as specified in the next subparagraph.

B. Reinforcement resisting earthquake-induced flexural and axial forces in concrete frame members and in concrete wall boundary members shall comply with low alloy ASTM A 706. ASTM A 615 Grade 60 reinforcement may be used in these members if the following requirements are met:

1. The actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 pounds per square inch (retests shall not exceed this value by more than an additional 3,000 pounds per square inch).

2. The ratio of the actual ultimate tensile stress to the actual tensile yield strength is not less than 1.25.

C. Hot-Dip Galvanized Reinforcing Bars:

1. When reinforcing bars are indicated on the Drawings to be hot-dip galvanized, perform such galvanizing in accordance with ASTM A 767 and ASTM A 143.

2. Galvanizing: Galvanize bars in conformance with Class 1 coating and perform galvanizing after fabrication and shearing.

D. Thread Bars:

1. Provide thread bars having continuous rolled-in pattern of thread-like deformations along entire length.

2. Provide hex nuts and couplers for the thread bars that develop 125 percent of yield strength of bar.

3. Thread Bars:

a. Conform to ASTM A 615 Grade 60.

_{b. Manufacturers: One of the following, Or Equal:}

(1) DYWIDAG Systems International, Long Beach, California, DYWIDAG Threadbar

(2) Lenton Threadbar. as manufactured by ERICO products Solon, Ohio. c. Do not substitute cut threads on regular reinforcing bars for thread bars.

2.3 BAR SUPPORTS:

A. Reinforcement Support Chairs:

1. Hot-dip galvanized steel. Provide hot-dip galvanized steel with plastic tips at surfaces which will be exposed to view. Use unless otherwise indicated on the Drawings.

2. Stainless Steel where indicated on the Drawings. B. Tie Wires: Annealed steel.

_{C. Welded Wire Fabric Reinforcement:}

_{1. Welded Wire Fabric: ASTM A 185.}

2. Fabric may be used in place of reinforcing bars if accepted by the ENGINEER.

3. Provide fabric in flat sheet form.

4. Fabric may not be placed in rolls.

5. Provide fabric having cross-sectional area per linear foot of not less than cross- sectional area per linear foot of reinforcing bars indicated on the Drawings.

2.4 FABRICATION

A. Shop Assembly:

1. Cut and bend bars in accordance with provisions of ACI 315 and ACI 318.

2. Bend bars cold.

3. Provide bars free from defects and kinks and from bends not indicated on the

Drawings.

PART 3 - EXECUTION

3.1 GENERAL

A. Verification of Conditions:

1. Reinforcing Bars:

a. Verify that bars are new stock free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings which adversely affect bonding capacity when placed in the Work.

3.2 PREPARATION

A. Surface Preparation:

1. Reinforcing Bars: Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean any bars having rust scale, loose mill scale, or thick rust coat.

2. Cleaning of Reinforcement Materials: Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent concrete placement.

3.3 INSTALLATION

A. Reinforcing Bars:

1. No field bending of bars will be allowed.

2. Welding:

a. Weld reinforcing bars where indicated on the Drawings or acceptable to the

ENGINEER.

b. Perform welding in accordance with AWS D1.4. B. Placing Reinforcing Bars:

1. Accurately place bars and adequately secure them in position.

2. Overlap bars at splices as specified or indicated on the Drawings.

3. Unless specifically otherwise indicated on the Drawings, install bars at lap splices in contact with each other and fasten bars together with tie wire.

4. If lap splice length for bars in concrete is not specified or indicated on the

Drawings, bars shall be lap spliced in accordance with ACI 318.

5. If not specified or indicated on the Drawings and not specified in DIVISION 4, lap splice bars in masonry in accordance with the Uniform Building Code.

6. Bar Supports:

a. Provide in sufficient number to prevent sagging and to support loads during construction, but in no case less than quantities and at locations as indicated in ACI 315.

b. Support reinforcing for concrete placed on ground by standard manufactured chairs, with steel plates for resting on ground.

c. Do not use brick, broken concrete masonry units, spalls, rocks, or similar material for supporting reinforcing steel.

7. If not indicated on the Drawings, provide protective concrete cover in accordance with ACI 318.

C. Tying of Bar Reinforcement:

1. Fasten bars securely in place with wire ties.

2. Tie bars sufficiently often to prevent shifting.

3. There shall be at least 3 ties in each bar length (does not apply to dowel lap splices or to bars shorter than 4 feet, unless necessary for rigidity).

4. Tie slab bars at every intersection around periphery of slab.

5. Tie wall bars and slab bar intersections other than around periphery at not less than every fourth intersection, but at not greater than following maximum spacings:

Bar Size	Slab Bars Spacing (Inches)	Wall Bars Spacing (Inches)
Bars Number 5 and Smaller	60	48
Bars Number 6 through Number 9	96	60
Bars Number 10 and Number 11	120	96

6. After tying wire ties, bend ends of wire ties in towards the center of the concrete section. Wire ties shall conform to the cover requirements of the reinforcing bars.

7. Above tying requirements do not apply to reinforcement for masonry. Refer to

Division 4 for tying requirements for masonry.

D. Lap Splices of Reinforcing Bars:

1. Where bars are to be lapped spliced at joints in concrete, ensure bars project from concrete first placed, minimum length equal to lap splice length indicated on the Drawings.

2. Where lap splice length is not indicated on the Drawings, then provide lap splice length as specified in ACI 318 and this Division.

E. Welded Wire Fabric Reinforcement:

1. Install necessary wiring, spacing chairs, or supports to keep welded wire fabric in place while concrete is being placed.

2. Bend fabric as indicated on the Drawings or required to fit Work.

3. Unroll or otherwise straighten fabric to make perfectly flat sheet before placing in the Work.

4. Lap splice welded wire fabric as indicated on the Drawings.

5. If lap splice length is not indicated on the Drawings, splice fabric in accordance with ACI 318.