198 ALASKA 2020 SECTION 503
503-1.01 DESCRIPTION. Furnish and place reinforcing steel for reinforced concrete structures.
503-1.02 Definitions .
BAR SIZE / DIAMETER. Nominal dimensions equivalent to those of a circular area having the same weight per foot as the AASHTO/ASTM designated bar. COVER. The minimum distance between the surface of embedded reinforcing steel and the outer surface of the concrete. HOOK. A bend in the end of a bar. HOOP. A one- piece closed tie or continuously wound tie, with hooked or welded ends, enclosing the longi tudinal reinforcing steel. LATERAL REINFORCING STEEL. Reinforcing steel perpendicular to the length of a concrete member. LONGITUDINAL REINFORCING STEEL. Reinforcing steel parallel to the length of a concrete member. LOT. A defined quantity. SPIRAL. Continuously wound reinforcing steel in the form of a cylindrical helix. STIRRUP. Lateral reinforcing steel formed of individual or paired units, open or closed, used to resist shear and diagonal tension stresses in a structural member. TIE. Reinforcing steel w ith hooked ends tied at right angles to and enclosing the other reinforcing steel, and used to provide confinement.
503-2.01 Materials.
Reinforcing Steel Bars Subsection 709- 2.01 Epoxy -Coated Reinforcing Steel Bars Subsection 709- 2.01 Headed Reinforcing S teel Bars Subsection 709- 2.01 Epoxy Coating Patch Material Subsection 709- 2.01 Bar Supports Subsection 709- 2.03 Epoxy for Bonding Dowels Subsection 712- 2.21 CONSTRUCTION REQUIREMENTS
503-3.01 PLACING DRA WINGS. Submit placing drawings, detailed according to ACI 315,
Chapter 3. Do not substitute reinforcing steel bars of different size, material, coating, or grade without prior approval of the Engineer. When substituting epoxy -coated reinforcing steel for uncoated reinforcing steel, protect and repair epoxy -coated bars according to Subsection 503- 3.02.
503-3.02 PROTECTION OF MATERIALS. Protect reinforcing steel from damage. Before placing
reinforcing steel in the work, ensure that the reinforcing steel is free of salt and foreign substances that may affect the performance of the reinforcing steel. Do not weld or tack weld reinforcing steel, unless otherwise noted. 199 ALASKA 2020 Do not field cut reinforcing steel unless approved by the Engineer. Do not flame cut reinforcing steel. Do not drop or drag the epoxy -coated reinf orcing steel bars or bundles. Store epoxy -coated reinforcing steel off the ground. Protect epoxy -coated reinforcing steel from sunlight, salt spray, and weather exposure. The Engineer may reject epoxy -coated reinforcing steel when the cumulative environm ental exposure time, including uncovered storage time after coating application to full embedment in concrete, exceeds 2 months. The Engineer may reject epoxy -coated reinforcing steel when the extent of damaged coating exceeds 2 percent of the surface area in any 1- foot length of bar. When the extent of damaged coating does not exceed 2 percent of the surface area in any 1- foot length of bar, repair damaged coating. Coating damage includes cracks, abrasions, chips, bond loss (the coating can be removed with a peeling action by the finger), and exposed steel areas visible to a person with normal or corrected vision. Repair coating damage before visible oxidation appears on the steel surface. Protect mechanical splice assemblies, headed bar assemblies, and connecting elements (including bar ends) against physical damage, corrosion, and coating damage. Keep assemblies and connecting elements clean and free of foreign materials that adversely affect the performance of the assembly.
1.Repairing Damaged Epoxy -Coati ng. Clean and remove disbonded areas of coating. Remove loose and deleterious materials. The Engineer may reject epoxy -coated reinforcing steel when the removed coating exceeds 2 percent in any 1- foot length of bar or if the weight, dimensions, cross -sectional area, or tensile properties are less than the minimum requirements of the applicable specification. Use an approved epoxy coating patch material according to the material manufacturer's recommendations. Apply patching material according to the patchi ng material manufacturer's instructions. Allow the patching material to cure before placing concrete. The Engineer may reject epoxy -coated reinforcing steel when the surface area covered by patching material exceeds 5 percent in any 1 -foot length of bar. Rejected epoxy -coated reinforcing steel may not be substituted for uncoated reinforcing steel or used as bar supports.
503-3.03 FABRICATION . Fabricate reinforcing steel to the size and dimension shown on the
Plans. Reinforcing steel dimensions shown are out -to-out of bar, unless otherwise noted. Meet fabrication tolerances in ACI 117, Section 2.1. Weld reinforcing steel according to AWS D1.4. and meet the Qualifications and Submissions requirements of 503- 3.05.3.b.
1.Bends . Bend bars when the bar temperature is above 45°F and less than 150°F. Bend bars to the diameter shown on the Plans. If the bend diameter is not shown, bend the bar with inside diameters as shown in Table 503- 1. The Engineer may reject reinforcing steel bent with an inside diameter less than the minimum diameter shown in Table 503- 1. Do not re- bend or straighten bars without approval by the Engineer. 200 ALASKA 2020 TABLE 503 -1 BEND DIAMETER BAR SIZE STIRRUPS AND TIES STANDARD HOOKS AND OTHER BENDS No. 3 1½" 2¼" No. 4 2" 3" No. 5 2½" 3¾" No. 6 4½" 4½" No. 7 5¼" 5¼" No. 8 6" 6" No. 9 - 9½" No. 10 - 10¾" No. 11 - 12" No. 14 - 18¼" No. 18 - 24" Fabricate bar end hooks meeting the following requirements:
a.Stirrup and Tie Hooks .
1.90° Hook : 90° bend plus:
a.For No. 5 bar and smaller, a 6.0 nominal bar diameter extension at the free end of the bar.
b.For No 6, No. 7, and No. 8 bars, a 12.0 nominal bar diameter extension at the free end of the bar.
2.135° Hook : 135° bend plus a 6.0 nominal bar diameter extension, but not less than 2.5 inches, at the free end of the bar.
b.Standard Hooks .
1.Std 180° Hook : 180° bend plus a 4.0 nominal bar diameter extension, but not less than 2.5 inches, at the free end of the bar.
2.Std 90° Hook : 90° bend plus a 12.0 nominal bar diameter extension at the free end of the bar.
2.Bar Repairs . The Engineer will evaluate improperly bent bars and bars bent at locations not required by the Plans for structural adequacy and durability. Do not repair improperly bent bars until the bars are inspected by the Engineer and the Engineer approves repairi ng the bar. Bars repaired prior to inspection by the Engineer may be rejected. If, in the opinion of the Engineer, the bend is of such extent or character as to affect the strength or durability of the bar, the Engineer may reject the bar. Otherwise, the bar may be re- bent or straightened by means meeting the requirements of this Section and in a manner that will not damage the material, coating, or concrete. If the Engineer approves repairing the bar, preheat the reinforcing steel before bending. Apply he at by any method that does not damage the reinforcing steel or concrete. Preheat the reinforcing steel at least 5.0 nominal bar diameters in each direction from the center of the bend but do not extend preheating below the surface of the concrete. Insulate concrete within 6 inches of the heated bar area. Do not allow the temperature of the reinforcing steel at the concrete interface to exceed 500°F. Preheat the reinforcing steel to at least 1100°F. Ensure the maximum reinforcing steel temperature never exceeds 1200°F. Maintain a 201 ALASKA 2020 uniform temperature throughout the thickness of the bar by using at least 2 heat tips simultaneously at opposite sides of bars larger than No. 6. Maintain the preheat temperature of the reinforcing steel until bending or straightenin g is complete. Make the bend gradually with smooth continuous application of force. When straightening, move a bender progressively around the bend. When bending or straightening is complete, gradually reduce the temperature of the reinforcing steel to the ambient air temperature. Do not artificially cool the bars with water, forced air, or any other means.
503-3.04 PLACING AND FASTENING. Place reinforcing steel in the position as shown on the
Plans. Secure the reinforcing steel to prevent movement during concrete placement. Do not place bars in addition to those shown on the Plans without prior approval of the Engineer. Do not place bars of different size, material, or grade without prior approval of the Engineer. Space reinforcing steel evenly unless noted otherwise. Provide 2 inches of concrete clear cover, measured from the surface of the reinforcing steel to the outside surface of the concrete, unless noted otherwise. Do not place bars on layers of fresh concrete or adjust bars while placing concrete.
1.Fastening Requirements . Tie the bars with No. 14 or No.16 gauge steel wire. When the spacing between bars is 1 foot or more, tie the bars at all intersections. When the bar spacing is less than 1 foot, tie every other intersection. If the Plans require bun dled bars, tie bundled bars together at not more than 6- foot centers. Tie all intersections of epoxy -coated reinforcing steel in the top mat of concrete decks and approach slabs. Use wire coated with plastic, epoxy, or similar non- conductive material when tying epoxy -coated reinforcing steel. Obtain the Engineer’s written authorization before welding reinforcing steel. Provide at least 1 inch clear cover to the tie wire by turning the tie wire away from concrete surfaces. For slip -formed concrete, tie reinf orcing steel at all intersections. Provide additional reinforcing steel cross bracing to keep the cage from moving during concrete placement. Place cross bracing both longitudinally and transversely.
2.Bar Supports . Maintain distances from the forms using ap proved precast mortar blocks, metal supports, or plastic supports strong enough to resist permanent movement under construction loads. If supports extend to exposed concrete surfaces, use metal or plastic supports. To support and fasten epoxy -coated reinforcing steel, use plastic supports or metal supports coated with plastic, epoxy, or similar non- conductive material. Do not use wooden or aluminum supports. Place supports at frequent intervals to maintain the cover between the reinforcing and the surface of the concrete. Space supports under concrete deck reinforcing steel and approach slab reinforcing steel not more than 4 feet apart in each direction.
503-3.05 SPLICING. Splice reinforcing steel bars at locations shown on the Plans and specified
in this Section. Obtain the written approval of the Engineer before splicing bars at other locations. The Engineer will evaluate splices at locations not designated in the Contract documents for structural adequacy. Splice reinforcing steel bars using lap splicin g, welded butt joints, electric resistance butt welded joints, welded lap splicing, mechanical butt splicing, or mechanical lap splicing, unless noted otherwise. Do not splice reinforcing steel bars at locations where splices in the reinforcing steel are not allowed. Splices will not be permitted in bars 40 feet or less in plan length, unless otherwise noted in the Contract documents. For bars exceeding 40 feet in plan length, ensure the distance center -to- center of splices is not less than 30 feet, with no individual bar length less than 10 feet. Stagger splices in adjacent bars, unless otherwise noted. Stagger lap splices a distance greater than the lapped splice length. Stagger butt splices at least 2 feet. 202 ALASKA 2020 Reinforcing steel may be continuous at locations where splices are noted in the Contract documents. Do not use lap splicing for No. 14 or No. 18 bars. Do not lap splice spiral reinforcing steel. Anchor each end unit of reinforcing steel spiral by lapping the free end of the spiral to the continuous spi ral and using either a welded lap splice or a mechanical lap splice. Do not field weld epoxy -coated reinforcing steel bars.
1.Lap Splicing.
a.General . Place reinforcing steel bars in contact and securely tie the bars together. Provide a minimum clear distance of 2 inches between the spliced bars and the nearest adjacent bar. Do not reduce the minimum clearance to the surface of the concrete. Use lapped splices meeting the minimum lengths as shown in Table 503- 2, unless otherwise noted: TABLE 503 -2 LAPPED SPLI CE LENGTH
b.Qualifications and Submittals . No qualifications apply when lap splicing.
c.Testing/Inspection . Field verify lap splice length.
2.Electric Resistance Butt Welded Joints .
a.General. Produce electric resist ance butt welds by a fabricator qualified by California D epartment of Transportation (Caltrans). Correct deficiencies in materials and workmanship without additional compensation. Do not weld or tack brackets, clips, shipping devices or other material not required by the Contract documents to the reinforcing steel, unless shown on the approved working drawings.
b.Qualifications and Submittals . At least 30 days prior to welding, submit for approval the fabricator’ s proof of Caltrans qualification for electric resistance butt welding and the following:
1.Welding procedure (WPS) and pertinent welding information and calibration
2.Equipment operators’ name and qualifications
3.Equipment name and serial number BAR SIZE UNCOATED EPOXY -COATED No. 3 1' - 4" 1'- 11" No. 4 1' - 9" 2' - 7" No. 5 2' - 2" 3' - 3" No. 6 2' - 7" 3' - 10" No. 7 3' - 5" 5' - 2" No. 8 4' - 6" 6' - 9" No. 9 5' - 9" 8' - 7" No. 10 7' - 3" 10' - 10" No. 11 8' - 11" 13' - 4" 203 ALASKA 2020 (4) Description of identification and tracking system
5.Quality control inspector’s name and qualifications
6.Quality contro l manual and procedures
7.Type and extent of Nondestructive Examination (NDE) to be conducted, as required in the specifications
8.Nondestructive testing personnel qualifications
9.Sample QC and Test Reports
c.Testing/Inspection . Perform job control tests using a testing laboratory with experience with ASTM A370 and California Test 670. A job control test consists of the fabrication, under the same conditions used to produce the splice, and the physical testing of 4 sample splices for each lot of splices. An authorized Department representative will designate when samples for job control tests are to be fabricated and will determine the limits of the lot represented by each job control test. A lot of shop produced resistance welded butt joints is defined as no mor e than 150 splices of the same type of welds used for each combination of bar size and bar deformation pattern that is used in the work. The Engineer or the Engineer's authorized representative shall witness the job control tests performed by the testing laboratory. Give the Engineer at least 7 working days’ notice before beginning control tests. Identify sample splices with tamper proof and weatherproof markings prior to shipment to the testing laboratory. The sample shall consist of a resistance welded butt splice bar and a control bar that are identified and marked as a set. The same reinforcing bar (hoop) may be used to provide the test weld and control bar. Test each sample to failure in accordance with ASTM A370 including Appendix A9, Methods for Testing Steel Reinforcing Bars , and Caltrans December 1, 2013 California Test 670. Determine the ultimate tensile strength for all cont rol bars by testing the bars to failure. The production lot will be rejected if:
1.a sample fails within one bar diameter of the splice at less than 95 percent of the ultimate tensile strength of the associated control bar
2.necking of the bar prior to rupture, as defined in California Test 670, is not observed
3.a sample does not meet the mechanical requirements of ASTM A706 Gr ade 60
3.Welded Lap Splicing.
a.General. Use direct lap joint welds conforming to the requirements in AWS D1.4 except as noted below. Use the joint details and dimensions as shown in Figure 3.4 (A), "Direct Lap Joint with Bars in Contact" of AWS D1.4. Use elec trodes classified as "Nickel -Steel" as referenced in AWS A5.5, A5.28, or A5.29.
b.Qualifications and Submittals. Perform welds using qualified welders and qualified Welding Procedure Specifications (WPS) meeting AWS D1.4. The operator and procedure qualification tests may be performed simultaneously. 204 ALASKA 2020 Perform quality control inspection necessary to ensure the materials and workmanship meets the requirements of the Contract documents using an inspector currently certified as an AWS Certified Welding Inspector ( CWI) according to the provisions of AWS QC1. Submit a welding plan stamped and signed by the CWI responsible for quality control and consisting of the following documents:
1.Quality control inspector qualifications including CWI number.
2.Welding Procedure Specifications (WPS).
3.Procedure Qualification Records (PQR) and test results.
4.Welder Performance Qualification Records (WPQR) with documentation of current welder certification.
5.Type and extent of Nondestructive Examination (NDE) to be conducted, as required in the specifications.
6.Nondestructive testing personnel qualifications.
7.Methods of protecting the welding area.
8.Certified test report(s). Submit quality control inspection documents, test results, and required test assemblies.
c.Testing/Inspection . Perform inspection according to AWS D1.4.
4.Mechanical Butt Splices .
a.Types . Use one of the following types of mechanical butt splices:
1.Sleeve -Threaded Mechanical Butt Splices . Use a sleeve- threaded mechanical butt splice consisting of a steel splice sleeve with tapered interior threads that joins the bars with matching tapered threads.
2.Sleeve -Swaged Mechanical Butt Splices . Use a sleeve- swaged mechanical butt splice consisting of a seamless steel sleeve applied over the ends of the reinforcing steel bars and swaged to the bars by means of a hydraulic press.
3.Sleeve -Lock Shear Bolt Mechanical Butt Splices . Use a sleeve- lock shear bolt mechanical butt splice consisting of a seamless steel sleeve with serrated steel strips welded to the inside of the sleeve, center hole with centering pin, and bolts tightened until the bolt heads shear off and the bolt ends are embedded in the reinforcing steel bars.
4.Two-Part Sleeve -Forged Ends Mechanical Butt Splices . The two- part sleeve- forged ends bar type of mechanical butt splices c onsists of a shop machined two- part threaded steel sleeve coupling forged ends of the reinforcing steel bar.
b.General . Conform to the manufacturer's instructions when splicing. Cut the reinforcing steel bars perpendicular to the long axis of the bar. Provid e a clear cover of not less than 1- 1/2 inches measured from the surface of the concrete to the outside of the splice sleeve. Adjust stirrups, ties and other reinforcing steel if necessary to provide clear cover. For epoxy -coated bars, use epoxy -coated mechanical splices. Mark each splice with the lot, heat, or batch number that identifies the splice.
c.Qualifications and Submittals . A splice will be considered qualified if the splice can develop a minimum tensile strength of 80000 psi, based on the nominal bar area, and the 205 ALASKA 2020 bars within the splice do not exceed a total slip shown in Table 503- 3, when tested according to ASTM A370, including Appendix A9 and California Test 670. TABLE 503 -3 TOTAL SLIP LENGTH Reinforcing Bar No. Total Slip (inch) 4 0.020 5 0.020 6 0.020 7 0.028 8 0.028 9 0.028 10 0.036 11 0.036 14 0.048 18 0.060 Submit the following information:
1.the manufacturer's name;
2.the name of the product or assembly;
3.the lot, heat, or batch number that identifies the splice;
4.the bar grade and size number to be spliced by the material;
5.a complete description of the splice and installation procedure; and,
6.test results indicating the splice, used according to the manufacturer's procedures, complies with the minimum tensile strength requirements and the total slip requirements.
d.Testing/Inspection . Perform job control tests consisting of the fabrication, under conditions used to produce the splice, and tensile testing of 6 sample splices for each lot of splices. The Engineer will designate when samples for job control tests are to be fabricated and will determine the limits of the lot represented by each job control test. A lot of mechanical butt joints is defined as no more than 150 splices of the same type of mechanical butt splice used for each combinat ion of bar size and bar deformation pattern that is used in the work. Make splice samples using the same splice materials, position, equipment, and following the same procedures as used to make splices in the work. Make splice samples at least 5 feet long with the splice at mid- length. Shorter sample splice bars may be used if approved by the Engineer. Perform job control tests in the presence of the Engineer. Splices tested in the absence of the Engineer may be rejected. Notify the Engineer, in writing, at least 7 working days prior to performing testing. Identify sample splices with weatherproof markings prior to shipment to the testing laboratory. 206 ALASKA 2020 Test each sample according to ASTM A370, including Appendix A9. Tensile test each sample until partial or tot al fracture of the parent bar material, mechanical splice material, or bar -to-splice connection. All splices in the lot represented by a test will be considered to meet the tensile strength requirements when the minimum individual tensile strength of the sampled splices is not less than 80000 psi, based on the nominal bar area.
5.Mechanical Lap Splices .
a.General . Conform to the manufacturer's instructions when splicing. Provide a clear cover of not less than 1- 1/2 inches measured from the surface of the conc rete to the outside of the splice sleeve. Adjust stirrups, ties and other reinforcing steel if necessary to provide clear cover. For epoxy -coated bars, use epoxy -coated mechanical splices. Mark each splice with the lot, heat, or batch number that identifies the splice.
b.Qualifications . A splice will be considered qualified if the splice can develop a minimum tensile strength of 75000 psi, based on the nominal bar area, when tested according to ASTM A370, including Appendix A9. Submit the following informatio n:
1.the manufacturer's name;
2.the name of the product or assembly;
3.the lot, heat, or batch number that identifies the splice;
4.the bar grade and size number to be spliced by the material;
5.a complete description of the splice and installation procedure; and,
6.test results indicating the splice, used according to the manufacturer's procedures, complies with the minimum tensile strength requirements.
c.Testing/Inspection . Perform job control tests consisting of the fabrication, under conditions used to produce the s plice, and tensile testing of 6 sample splices for each lot of splices. The Engineer will designate when samples for job control tests are to be fabricated and will determine the limits of the lot represented by each job control test. A lot of mechanical b utt joints is defined as no more than 150 splices of the same type of mechanical butt splice used for each combination of bar size and bar deformation pattern that is used in the work. Make splice samples using the same splice materials, position, equipment, and following the same procedures as used to make splices in the work. Make splice samples at least 5 feet long with the splice at mid- length. Shorter sample splice bars may be used if approved by the Engineer. Perform job control tests in the presence of the Engineer. Splices tested in the absence of the Engineer may be rejected. Notify the Engineer, in writing, at least 7 working days prior to performing testing. 207 ALASKA 2020 Identify sample splices with weatherproof markings prior to shipment to the testing laboratory. Test each sample according to ASTM A370, including Appendix A9. Tensile test each sample until partial or total fracture of the parent bar material, mechanical splice material, or bar -to-splice connection. All splices in the lot represented by a tes t will be considered to meet the tensile strength requirements when the minimum individual tensile strength of the sampled splices is not less than 75000 psi, based on the nominal bar area.
503-3.06 HEADED BAR REINFORCING STEEL. Use headed bar reinforcing steel consisting of
deformed reinforcing steel bars with a head attached to one or both ends. Attachment can be accomplished through welding or forging of heads onto the bar ends, by internal threads in the head mating to threads on the bar end or by a s eparate threaded nut to secure the head to the bar. Heads may be forge formed, machined from bar stock, or cut from plate. Perform production control tests consisting of the installation, using the same procedure as used in the work, and tensile testing of 3 sample headed bar assemblies for each lot of heads. A production lot of headed bar reinforcing steel is defined as no more than 150 headed bar assemblies of the same bar size, with heads of the same size and type, and manufactured by the same method, produced from bar material of a single heat number and head material of a single heat number. For bars having heads on both ends, the bar will be counted as 2 reinforcing steel bars for the purposes of establishing and testing production lots. Test each sample according to ASTM A970. All headed bar assemblies in the lot represented by a test will be considered to meet the tensile strength requirements when the minimum individual tensile strength of the sampled headed bar assemblies meets the tensile strength requirements of ASTM A970. Failure of one or more sample headed bar assemblies will result in the rejection of the entire lot. Provide the test reports to the Engineer for approval prior to placing concrete.
503-3.07 DRILLING AND BONDING DOWELS. Instal l dowels at locations shown on the Plans or
as authorized by the Engineer. Drill holes by methods that do not shatter or damage the concrete adjacent to the holes. Do not damage reinforcing steel or prestressing steel when drilling through reinforced concr ete members, unless approved by the Engineer. The Engineer will evaluate holes in which reinforcing steel or prestressing steel is encountered during drilling for structural adequacy and durability. Drill each hole to the diameter and depth recommended by the manufacturer to develop the ultimate strength of the dowel or to the depth shown on the Plans, whichever is greater. Prepare each hole according to the manufacturer’s instructions before placing the epoxy and the dowels. Fill the hole with epoxy and i nstall the dowel according to the manufacturer's instructions. Completely fill drilled holes with epoxy using a method that will not trap air or create voids. Support dowels and prevent movement during curing. Do not disturb the dowels until the epoxy has cured. Do not use dowels made from epoxy -coated reinforcing steel, except as noted on the Plans.
503-3.08 PLACEMENT T OLERANCES. When placing reinforcing steel, do not reduce the total
number of bars specified. Place reinforcing steel within the following tolerances:
1.Clear Cover : +1/4 inch, - 3/8 inch, but not reducing the clear cover to less than 1 inch. 208 ALASKA 2020 2. Placement of Reinforcing Steel : ±1/2 inch.
3.Spacing of Reinforcing Steel : ± One -quarter of the specified spacing, but not to exceed 1 inch.
4.Spacing for Bu ndled Reinforcing Steel : 1 inch or 2 times the individual nominal bar diameter between bundles, whichever is greater.
5.Embedment Length and Length of Lap Splices : -1 inch for No. 3 through No. 11 bars, - 2 inches for No. 14 and No. 18 (embedment only).
6.Location of Bends in Bars and Ends of Bars : ±2 inch.
503-4.01 METHOD OF M EASUREMENT. See Section 109 and the following:
Drill and Bond Dowels . Measured per dowel, complete in place.
503-5.01 Basis of Pa Yment.
Reinforcing Steel . Reinforcing steel will be pai d for at the Contract lump sum price. The lump sum price is full compensation for furnishing, fabricating, placing, splicing, heading, inspecting and testing reinforcing steel as indicated in the Contract documents. Increase in weight of reinforcing due to splices, heads, and additional support bars will not be paid for. Payment for reinforcing steel used in precast concrete members is included in the Contract price for the precast members, as provided in Section 501. Drill and Bond Dowels . Payment for Dri ll and Bond Dowels includes materials and work for installing dowels. Payment for reinforcing steel used in minor structures is subsidiary. Payment will be made under: PAY ITEM Item Number Item Description Unit 503.0001.____ Reinforcing Steel LS 503.0 002.____ Epoxy -Coated Reinforcing Steel LS 503.0003.____ Drill and Bond Dowels EACH 209 ALASKA 2020 SECTION 504 STEEL STRUCTURES
504-1.01 DESCRIPTION . Construct steel structures and the structural metal portions of
composite structures according to the Plans. Furni sh, fabricate, erect, and coat structural metals shown on the Plans, including structural steel of all grades, bolts and fasteners, stud shear connectors, welding, special and alloy steels, metallic electrodes, steel forgings and castings, and iron castings. Furnish, fabricate, and install incidental metal construction and elastomeric material not otherwise provided for, according to the Contract.
504-2.01 MATERIALS. Use materials that conform to the following:
Paint Subsection 708- 2.01 Structural Steel Section 716 Arc Welding Electrodes Section 716 Fasteners Section 716 Steel Grid Floors Section 716 Steel Pipe Section 716 Galvanizing Section 716 Steel Forgings Section 718 Steel Pins & Rollers Section 718 Castings Section 719 With written approval, substitut e a grade of steel, for that specified, for a particular application where it is desired. Substituted steel must be equal or superior in both physical and chemical properties. CONSTRUCTION REQUIREMENTS
504-3.01 Fabrication .
1.Shop Inspection. Furnish 30 day s’ notice of when work will begin at the fabrication shop to allow for an inspection. Furnish 4 signed copies of mill reports covering all steel used on the project.
2.General . Fabricate steel bridge members, except for rolled shapes, at a plant certified u nder the American Institute of Steel Construction (AISC) Certification Program for Steel Bridge Fabricators at the “Advanced Bridge” level with a Fracture Critical Endorsement. Protect structural steel from corrosion, dirt, grease, or other foreign matter. Store structural steel at least 12 inches above the ground. Ensure that rolled material is straight before being laid off or worked. If straightening is necessary, use methods that will not injure the metal. Do not use material with sharp kinks or bends. Steel or wrought iron may be flame cut provided a mechanical guide is used to secure a smooth surface. Flame cut by hand only where approved, and smooth the surface by planing, chipping, or grinding. Manipulate the cutting flame to avoid cutting beyond t he prescribed lines. Fillet re -entrant cuts to a radius of at least 3/4 inch. Ensure that finished members are true to line and free from twists, bends, and open joints. Plane sheared edges of plates more than 5/8 inch thick and carrying calculated stres ses to a depth of 1/4 inch deep. Fillet re- entrant cuts before cutting.
Source: Alaska Standard Specifications for Highway Construction, 2020 Edition. Pages 226–236 of 584.