556Reinforcing Steel for Concrete Structures

556-1DESCRIPTION. The work will consist of furnishing and placing reinforcing steel for concrete

structures, or stud shear connectors, in accordance with the contract documents, and in a manner satisfactory to the Engineer. Reinforcing steel for concrete structures may be uncoated, epoxy-coated, galvanized, or stainless steel, as indicated in the contract documents.

556-2MATERIALS. Materials for this work shall meet the requirements of the following subsections of

Uncoated Bar Reinforcement, Grade 60 709-01 Wire Fabric for Concrete Reinforcement 709-02 556-2.01 300 Epoxy-Coated Bar Reinforcement 709-04 Stud Shear Connectors 709-05 Epoxy-Coated Wire Fabric Reinforcement 709-08 Mechanical Connectors for Reinforcing Bar Splices 709-10 Galvanized Bar Reinforcement 709-11 Stainless Steel Bar Reinforcement 709-13 Uncoated Bar Reinforcement, Grade 75 709-14 Grouted Reinforcing Bar Splice Sleeves 709-15

556-2.01Devices for Supporting and Tying Reinforcement. Chairs, tie wires, and other devices used to

support, position, or fasten the reinforcement shall be made of or coated with, a dielectric (electrically insulating) material. Stainless steel chairs without polyethylene tips and meeting the requirements of ASTM A493, AISI Type 430, may also be used. The specific hardware that the Contractor proposes to use shall be approved by the Engineer. When forms are to be removed in their entirety, uncoated steel chairs equipped with snug-fitting, high- density, polyethylene tips which provide 1/4 inch clearance between the metal and any exposed surface may be used, except that uncoated steel chairs shall not be used in contact with stainless steel.

556-3CONSTRUCTION DETAILS

556-3.01General

assume full responsibility for their accuracy. No change in the bar list shall be made by the Contractor unless approved by the DCES. If no bar list is provided in the Plans, then §557-3.17No Bar List Provided shall apply.

ground on wood or padded supports. Epoxy-coated reinforcement stored on-site shall be protected from sunlight and moisture using opaque waterproof covers. Covers shall be placed in a manner that will permit constant air circulation so as to minimize the formation of condensation on the epoxy-coated surface. All equipment for handling epoxy-coated steel shall have padded contact areas. All bundling bands shall be padded and all bundles shall be lifted with a strong back, multiple supports, or a platform bridge so as to prevent steel-to-steel abrasion from sags in the bundle. Steel shall not be dropped or dragged. Care shall be taken at all times to prevent damage to the epoxy coating. Steel that is partially embedded in concrete shall have the exposed sections protected with opaque waterproof covers prior to any winter shutdown of a project.

ground on wood or padded supports and arranged so that rainwater drains off the bars.

separately and shall be handled using tools that are not used on carbon steel.

and any other foreign substances shall be removed. Loose rust and loose millscale on uncoated reinforcement shall be removed by wire brushing. 556-3.02 301 Steel reinforcement shall be placed in the position indicated in the contract documents and within the allowable tolerances specified. Before concrete is placed, all reinforcement shall be securely fastened and supported with approved chairs or other approved devices.

steel meets applicable tolerances, and permission for placing concrete is granted by the Engineer. All concrete placed in violation of this provision will be rejected and removed.

556-3.02Steel Fabric Reinforcement

damage is defined as any defect or break in the coating less than 1/4 x 1/4 inch. The maximum number of unrepaired minor damaged areas shall not exceed an average of six (6) per foot of wire. Reinforcing fabric having coating damage exceeding the above criteria shall be rejected and immediately removed from the work site.

Unless otherwise noted in the contract documents, steel fabric reinforcement shall be overlapped a minimum of the distance between adjacent wires in the panel. Overlapping panels of steel fabric reinforcement shall be wired together to ensure that the location and overlap of the mesh panels is maintained during concrete placement.

556-3.03Bar Reinforcement

documents. Unless shown otherwise in the contract documents or below, the radii of bends, measured to the inside face of the bend, shall be greater than, or equal to, three times the diameter of the bar. Bends in stirrups shall be greater than, or equal to, the diameter of the bar.

to a temperature higher than that producing a dark cherry-red color. Only competent personnel shall be employed and proper equipment provided for cutting and bending.

epoxy-coated bar reinforcement will be at the option of the Contractor. Field-bending shall be done by cold methods only. Field-bending operations will be allowed only when ambient and bar temperatures are 40°F or greater. When lower temperatures prevail, the Contractor may supply, for field-bending operations, a fully enclosed space that is heated. Direct heating of the bars shall not be permitted. Epoxy coatings damaged by field-bending work shall be evaluated and repaired or replaced, in accordance with the requirements of §556-3.03 B.1 Epoxy-Coated Bar Reinforcement.

galvanizing. Up to 5% of the mass of bars may be field bent to replace missing, damaged, or incorrectly fabricated bars. Field-bending shall be done by cold methods only. When bending galvanized bar reinforcement size 7 and greater, the minimum bend radius measured to the inside face of the bend shall be increased to 4.5 times the bar diameter. For bars numbered 14 and 18, increase the bend radius to 5.5 times the bar diameter. Field-bending operations will be allowed only when ambient and bar temperatures are 40°F or greater. When lower temperatures prevail the Contractor may supply, for field-bending operations, a fully enclosed space that is heated. Direct heating of the bars shall not be permitted. The ends of bars cut after galvanizing shall be coated with zinc repair material following the 556-3.03 302 procedures of §719-01, Galvanized Coatings and Repair Methods except that repair materials containing aluminum shall not be permitted. Galvanizing damaged by field-bending work shall be evaluated and repaired, or replaced, in accordance with the requirements of §556-3.03 B.2 Galvanized Bar Reinforcement.

or field bent as shown in the contract documents. When shop bending is required, up to 5% of the mass of bars may be field bent to replace missing, damaged, or incorrectly fabricated bars. Field- bending shall be done by cold methods only.

areas of the bar coating, and to replace bars exhibiting severely damaged coatings. The material used for field repair shall be that supplied by the coating applicator. Field repair will be required on all areas of major damage. Major damage is defined as any defect or break in the epoxy coating 1/4 x 1/4 inch or greater. The total number of all major damaged areas which have been repaired with patching material shall not exceed five (5) in any 10 foot length of bar. Field repair will not be required on areas of minor damage. Minor damage is defined as any defect or break in the coating less than 1/4 x 1/4 inch. The maximum number of unrepaired minor damaged areas shall not exceed an average of six (6) per foot on any individual bar. A reinforcing bar having coating damage determined by the Engineer to exceed the above criteria shall be rejected and immediately removed from the work site. All such bars shall be replaced, in kind, by the Contractor at no additional cost to the State.

coating, and replace bars exhibiting severely damaged coatings. Severe damage is defined as more than five (5) 1/4 x 1/4 inch or larger areas in a 10 foot length. The material and procedures used for field repair shall meet the requirements of §719-01, Galvanized Coatings and Repair Methods, except that repair materials containing aluminum shall not be permitted.

Contractor desire to splice bars at locations other than those shown in the contract documents, written permission to do so shall first be obtained from the DCES. Such permitted splices shall be well distributed or located at points of low tensile stress. Splices shall not be permitted unless a minimum of 2 inches can be provided between the splice and the nearest adjacent bar. Splices for bar sizes No. 11 or smaller, shall be made by means of a mechanical connector or by placing the bars in contact and wiring them together for the full length of the splice. Splices for bars larger than No. 11 shall be made by use of a mechanical connector unless welding is specifically required by the contract documents. Mechanical connectors shall be installed in accordance with the manufacturer's written requirements. Mechanical connectors for stainless steel shall be stainless. Welding stainless steel will not be permitted unless the proposed welding technique is submitted to and approved by the DCES. Arc-welded splices shall be made and will be inspected in accordance with the provisions of the SCM. Prior to welding of epoxy-coated reinforcing bars, the epoxy coating shall be removed for the length to be welded plus 6 inches on each side of the weld. After welding, the spliced area shall be cleaned in accordance with SSPC - Surface Preparation Specification No. 6 (SSPC-SP6), Commercial Blast Cleaning. The surface shall be blast cleaned to SSPC-SP6 Commercial Blast Cleaning standard. Photographs in SSPC-VIS 1, Guide And Reference Photographs for Steel Surfaces Prepared by 556-3.04 303 Dry Abrasive Blast Cleaning, for B SP6, C SP6, D SP6, G1 SP6, G2 SP6, or G3 SP6, can be used as a guide to identify the desired cleaning, depending on the initial condition of the steel. However, the written standard for SP6 will be the primary means to determine conformance with blast-cleaning requirements. The photographs shall not be used as a substitute for the written standards. A compatible epoxy repair material supplied by the coating applicator shall be applied to the spliced area and overlap the original coating by 6 inches. The epoxy repair material shall be applied the same day as the cleaning. Prior to welding galvanized bar reinforcement, the zinc coating shall be removed for the length of the weld plus 2 inches on each side of the weld. Cleaning shall be the same criteria as for epoxy- coated reinforcing. Coating repair shall be in accordance with the requirements of §556-3.03 B.2 Galvanized Bar Reinforcement.

center, nor shall any bar support be closer than 6 inches from the edge of any future concrete surface.

The structural slab bar reinforcement mats (top and bottom) shall be securely connected together. This connection shall be accomplished by wiring or other means approved by the Engineer. Connections shall be placed no farther apart than 4 feet on center. The bar supports may be utilized for this purpose. Connecting devices shall neither deflect the bar reinforcement nor interfere with the smooth flow of concrete. Stainless steel reinforcement shall not be in direct contact with uncoated steel reinforcement, nor with galvanized reinforcement. This does not apply to stainless steel wires and ties. Immediately prior to placement of concrete, the Engineer will verify that the reinforcing steel is positioned within the above-stated tolerances. Subsequent to placement of concrete, the Engineer will verify, at random, that the vertical clear distance from the top of the structural slab to the top mat of main reinforcing, as shown in the contract documents, is correct within a tolerance of plus or minus 1/2 inch. If the allowable tolerance is exceeded, the Engineer will reject the work and so advise the Contractor and the DCES, in writing, stating the deficiencies upon which the rejection is based.

of the following alternatives:

556-3.04Stud Shear Connectors for Bridges. Stud shear connectors shall be shop or field welded to

the structural steel members at the locations indicated in the contract documents. This work shall be done 556-4.01 304 in accordance with the provisions of the SCM.

556-4METHOD OF MEASUREMENT

556-4.01Steel Fabric Reinforcement. The quantity of steel fabric reinforcement satisfactorily installed

will be measured for payment as the number of square yards of overall surface area of the deck or structure shown on the contract documents, not including clear distance to the edges, measured to the nearest whole square yard. No subtractions will be made for holes smaller than one-half of a square yard, and no additional payment will be made for overlaps.

556-4.02Bar Reinforcement. These will be measured as the number of pounds of steel bars placed. The

weight of bar reinforcing will be computed by the Engineer utilizing the unit mass for each size bar as given in Table 556-1. No allowance will be made for the weight of any coating on the bars. TABLE 556-1 UNIT WEIGHT OF DEFORMED BARS Bar Number 3 4 5 6 7 8 9 10 11 14 18 Weight (lb/ft) 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 NOTE. Bar Numbers are bar sizes in numbers of eighths of an inch.

556-4.03Stud Shear Connectors for Bridges. Stud Shear Connectors will be measured as each

connector placed.

556-5BASIS OF PAYMENT

556-5.01Steel Fabric Reinforcement. The unit price bid per square yard will include the cost of all

labor, materials, and equipment necessary to complete the work. The removal of the concrete placement and its subsequent replacement, or other corrective work which the Contractor is directed to perform, shall be accomplished at no additional cost to the State. No additional payment will be made for the replacement of defective fabric or the replacement of fabric with defective coatings.

556-5.02Bar Reinforcement. The unit price bid per pound shall include the cost of all labor, materials,

and equipment necessary to complete the work. The unit price shall also include the cost of chairs, supports, fastenings, connections, and splices not specifically shown in the contract documents. If the Engineer permits the substitution of larger bars than those specified, or the DCES permits splices not shown in the contract documents, payment will be made only for the amount of steel which would have been required if the specified size and length had been used. No additional payment will be made for enclosures constructed for bending of bars or for replacement of defective bars or for replacement of bars with defective coatings.

556-5.03Stud Shear Connectors for Bridges. The unit price bid per stud shall include the cost of all

labor, materials, and equipment necessary to complete the work. If the use of any stud shear connector requires payment of a royalty to the manufacturer, the royalty shall be included in the unit price bid for this work. Payment will be made under: Item No. Item Pay Unit

556.0101 Uncoated Steel Fabric Reinforcement for Structures Square Yard

02 Epoxy-Coated Steel Fabric Reinforcement Square Yard

557-2.01 305

556.0201 Uncoated Bar Reinforcement for Concrete Structures Pound

02 Epoxy-Coated Bar Reinforcement for Structures Pound

03 Galvanized Bar Reinforcement for Structures Pound

05 Stainless Steel Bar Reinforcement for Structures Pound

556.03Stud Shear Connectors for Bridges Each