STRUCTURAL S TEEL 724.01 727 Capable of developing the ultimate tendon strength required by the Contract without exceeding anticipated set. Ensure bending stresses in the plates or assemblies induced by the pull of the prestressing steel do not exceed the m aterial yield point. Ensure anchoring device parts are at least 2 in [50 mm] inside the member final end surfaces.
723.07 Cold Drawn Steel Wir E
Provide cold drawn plain steel wire, in accordance with AASHTO M 32, for spiral ties and other reinforcing shown on the Plans as “W” (Wire) sizes. Provide cold drawn deformed steel wire, in accordance with AASHTO M 225, for reinforcing shown on the Plans as “D” (Wire) sizes.
723.08 Epoxy Coated Reinfor Cing Bars
Provide epoxy coated (an electro -statically applied or ganic coating) reinforcing bars and epoxy coating material in accordance with ASTM A775, except for the following: Provide reinforcing steel bars in accordance with Subsection 723.01, “Bar Steel Reinforcement — (Billet Steel).” Provide finished epoxy coating in a color and tone that easily gives visual indications of holidays, damage, or corrosion staining.
724.01 Structural Steel
Provide steel grades as required by the Contract. If the structural steel grade is not specified by the Contract, provide high strength, low alloy structural steel in accordance with ASTM A 709/A709M, Grade 50W [345W]. Provide steel for main load -carrying member components in accordance with the Charpy V-Notch (CVN) Impact Test requirements of ASTM A 709/A709M for Zone 2. Components subject to the CVN requirements include, but are not limited to, the following: Flanges and webs of welded plate girders, Rolled beams, Cover pl ates, Stiffeners (longitudinal, intermediate, or bearing), Diaphragm and cross -frame components in curved girder bridges, Connection plates for main load -carrying components (such as splice plates and filler plates over ¼ in [6 mm] thick), and Steel welded to any of these components. Steel components not subject to CVN requirements include: Shoes, Diaphragm and cross -frame components in straight girder bridges,
724.01 Structural Steel
728 Lateral bracing, Diagonals, Armor joints, Finger joints, Expansion devices, Handrails, and Guardr ails. Provide rolled steel plates, shapes, sheet piling, and bars for structural steel in accordance with ASTM A 6/ ASTM A6M. Provide permanent sheet piling in accordance with ASTM A 6/ ASTM A6M, Grade 50W [345W]. Provide temporary sheet piling in accordance with ASTM A 6/ ASTM A6M, Grade 50 [345]. Provide mill test reports for each heat of material. Provide structural steel materials in accordance with Table 724:1. Table 724:1 Structural Steel Requirements Material Requirement Carbon steel ASTM A 709, Grade 36 [250] High strength, low alloy structural steel ASTM A 709, Grade 50 [345] or Grade 50W [345W] High strength, low alloy, high performance structural steel plate ASTM A 709, Grade HPS 70W [HPS 485W] High yield strength, quenched, and tempered alloy steel plate ASTM A 709, Grade 100 [690] or Grade 100W [690W] Quenched and tempered alloy steel structural shapes and seamless mechanical tubing a ASTM A 709, Grade 100 [690] or Grade 100W [690W] Cold -formed welded or seamless structural tubing ASTM A 500/A500M, Grade B Hot-formed welded or seamless tubing ASTM A 501/A501M Plain steel sheet for reinforcement in elastomeric bearing pads ASTM A 1011, Grade 36 [250] Type 1 or Grade 40 [275] a The Department will consider structural shapes with maximum tensile strength of 140 ksi [965 MPa] and seamless mechanical tubing with maximum tensile strength of 145 ksi [1,000 MPa] to be ASTM A 709/A709M, Grades 100 [690] or Grade 100W [690W] steel, provided all other requirements of the specification are met. STRUCTURAL STEEL 724.02 729 724.02 HIGH STRENGTH FASTEN ERS
A.General Material Requirements Provide high strength bolts for structura l steel joints in accordance with ASTM F 3125/ F3125M OR ASTM A 490. Provide Type 3 high strength bolts when used with weathering grades of steel. Ensure the supplier provides a lot number on the shipping package and a certification with the following inf ormation: Testing time and location, The rotational capacity tests, and Zinc thickness if using galvanized bolts and nuts. The Department requires proof load tests for bolts in accordance with ASTM F 606, Method 1. Wedge -test full size bolts when performi ng proof load tests in accordance with ASTM F 3125/F3125M. Wedge -test galvanized bolts after galvanizing. For nuts, perform proof load tests in accordance with ASTM A563. Perform proof load tests for nuts to be used with galvanized bolts after galvanizi ng, over -tapping, and lubricating. Provide nuts for corresponding bolts in accordance with Table 724:2. Deliver and install black bolts that are oily to the touch. Clean and re -lubricate weathered or rusted bolts before installation. Provide hardened stee l washers in accordance ASTM F 436/F436M and Subsection 506.04.F(6)(d)3), “Washers.” Use Type 3 washers with Type 3 weathering bolts.
B.Galvanized High Strength Fasteners Do not galvanize ASTM F3125/F3125Mbolt s. Provide hot -dip galvanized fasteners in accordance with AASHTO M 232 (ASTM A 153/A153M), Class C, or provide mechanically galvanized fasteners in accordance with ASTM F3125/F3125M, Class 50. Ensure bolts to be galvanized are in accordance with ASTM F31 25/F3125M, Type 1 or Type 2 and direct tension indicators (DTIs) are in accordance with Subsection 724.02.D, “Direct Tension Indicators. ” When the Contract requires Type 2 bolts and DTIs to be galvanized, mechanicall y galvanize in accordance with ASTM B 695, Class 50. Tension -test galvanized bolts after galvanizing. Galvanize washers, nuts, and bolts using the same process, hot -dip or mechanical. Table 724:2 Specifications for Nuts Bolt Classifications Nut Classifications For ASTM F 3125/F3125M bolts ASTM A 563, Property Class 8S, 8S3, 10S, or 10S3 For ASTM F 3125/F3125M bolts, galvanized (hot -dip or mechanical) ASTM A 563, Property Class 10S
724.03 Structural Steel
730 Table 724:2 Specifications for Nuts Bolt Classifications Nut Classifications For ASTM F 3125/F3125M bolts, Type 3 (weathering) ASTM A 563, Property Class 8S3 or 10S3 For ASTM F 3125/F3125M bolts ASTM A 563, Property Class 10S or 10S3 For ASTM F 3125/F3125M bolts, Type 3 (weathering) ASTM A 563, Property Class 10S3 Over -tap the nuts to the minimum amount required for fastener assembly. Lubricate galvanized nuts with a lubricant containing a visible dye.
C.Alternative Fasteners The Resident Engineer may approve alternative fasteners that differ in some dimensions from those required in Subsection 724.02.A, “General Material Requirements.”
D.Direct Tension Indicators The Department will allow direct tension indicators (DTIs) with bolts, nuts, and washers in accordance with Subsection 724.02.A , “General Material Requirements.” Provide DTIs in accordance with ASTM F 959. Ensure DTIs used with weathering steel are manufactured from steel in accordance with the chemical specifications of ASTM F3125/F3125M for Type 3 and ASTM F 959.
724.03 Welding
A.General For shop and field welding, arc weld in accordance with ANSI/AASHTO/AWS D1.5, Bridge Welding Code. Ensure the welding inspector is an AWS Certified Welding Inspector in accordance with AWS QCI, Standard for Qualification and Certification of W elding Inspectors . The Department will allow the fabrication of the following ancillary products without performing the Welding Procedure Specification (WPS) described in the Bridge Welding Code and without an AWS Certified Welding Inspector: Bearing plat es, Expansion joints, Hand rails, Sheet piling, and Other products not subject to calculated tensile stress from live load and not welded to main members in tension areas as determined by the Resident Engineer. Weld pile splices, excluding sheet piling, in accordance with Subsection 514.04.F(1), “Steel Piles.” STRUCTURAL STEEL 724.03 731 The Department will not allow welding when the air temperature is less than 20°F [−6°C] or when surfaces are wet o r exposed to rain or snow. Do not perform welding when operators are exposed to high winds or inclement conditions that will hamper good workmanship, except as approved by the Resident Engineer. Use heat to dry surfaces before welding. Provide wind brea ks to protect welding operations. Use a low -stress stencil to place a permanent identification mark adjacent to welds immediately after welding.
B.Qualification of Welders
1.Field Welders “Field welder” refers to the welder, the welding machine, and a c lass or group of manual shielded electrodes for welding structural grades of steel. The Department's Materials Division will qualify field welders in accordance with the current ANSI/AASHTO/AWS D1.5, Bridge Welding Code and the Department's Materials Engin eer instructions. The Department's Materials Laboratory will provide test plates. Ensure the welder applicant pays for cutting and machining test specimens from the test weld plates. The Department will issue qualification certificates to field welders b ased on satisfactory test results. The Department will void qualification certificates if the field welder does not accomplish satisfactory welding on a Department project in a 12 month period. Submit qualification evidence of each field welder to the Re sident Engineer before welding.
2.Shop Welders and Welding Operators The Department's “Shop Inspection” Testing Laboratory will qualify shop welders and welding operators at the shop’s expense, in accordance with the section on “Qualification” in the ANSI/AASHTO/AWS D1.5 Bridge Welding Code and the Department's Materials Engineer instructions. The shop will provide the base material test plates for the qualification tests, at no additional cost to the Department. The Department or its representative wil l issue qualification certificates to shop welders based on satisfactory examination results. Ensure the welder is pre - qualified within 12 months before starting work on the subject structure. The Resident Engineer may accept the welder as qualified if t he examination was provided by another state DOT. Ensure the welder, welding operator, or tacker has performed satisfactory welding of the required type within 3 months before the subject work. Submit a certification for each welder, welding operator, or t acker, stating the following: Name of the welder, welding operator, or tacker; Name and title of the person who conducted the examination; Kind of specimens; Weld positions; Test results; and Examination date.
724.04 Structural Steel
732 C. Procedure
1.General Make beam and girder splices using a sequence of alternating weld passes from side to side to prevent heat build -up on one flange edge. Progress upward on passes in the vertical position.
2.Welding Procedure for Splices Begin and terminate groove welds at the ends of a join t on extension bars. Ensure edge preparation and thickness of extension bars are the same as the welded member and extend at least ¾ in [20 mm] beyond the joint. After the welding cools, remove extension bars with a cutting torch. Grind the flange edges smooth. Smooth -finish welded flange splices flush with the base metal on surfaces by grinding in the direction of applied stress, along the longitudinal axis of the girder, leaving surfaces free of depressions.
D.Filler Metal Ensure the deposited weld metal has an atmospheric corrosion resistance and coloring characteristics similar to the base metal if the Contract requires bare and unpainted structural steel. Comply with the steel manufacturer’s recommendations, Table 724:3, and ANSI/AASHTO/AWS D1.5, “Bridge Welding Code,” paragraph 4.1. Table 724:3 Filler Metal Specifications Filler Metal Specification Shielded metal arc welding (SMAW) electrodes AWS 5.1/AWS A5.1M Electrodes and fluxes for submerged arc welding (SAW) AWS A5.17/AWS A5.17M Electrodes for gas metal arc welding (GMAW) AWS A5.18/AWS A5.18M Electrodes for flux -cored arc welding (FCAW) AWS A5.20/AWS A5.20M Ensure electrodes and electrode -flux combinations are compatible with the type and thickness of the welded steel. Use electrodes and electrode -flux combinations with the type current, polarity, and positions in accordance with ANSI/AASHTO/AWS D1.5.
724.04 Welded Stud Shear Co Nnectors
A.General Provide, install, and inspect end -welded stud shear connectors tha t are welded to steel beams, girders, or plates to connect them to concrete in composite steel -concrete construction in accordance with the ANSI/AASHTO/AWS D1.5, “Bridge Welding Code.” Before ordering studs, submit the following to the Resident Engineer: STRUCTURAL STEEL 724.04 733 The stud manufacturer’s name, A description of the stud and arc shield, A certification from the manufacturer that the stud base is qualified, and A copy of the qualification test report as certified by the testing laboratory.
B.Materials Ensure shear con nector studs are in accordance with the requirements for Cold Finished -Carbon Steel Bars and Shafting, AASHTO M 169 (ASTM A 108), cold drawn bars, Grade 1015, Grade 1018, or Grade 1020, semi -killed or fully killed deoxidation. If using flux -retaining caps , provide a low carbon grade steel for caps in accordance with the requirements for Cold -Rolled Carbon Steel Strip, ASTM A 109/A 109M. Perform tests of bar stock after drawing or of finished studs to ensure the tensile properties are in accordance with Table 724:4. Table 724:4 Tensile Properties of Shear Connectors Property Minimum Tensile strength 60 ksi [415 MPa] Yield strength a 50 ksi [335 MPa] Elongation 20% in 2 in [50 mm] Reduction of area 50% a Determine the yield strength by a 0.2% offset method.
C.Test Methods Determine tensile properties in accordance with AASHTO T 244 (ASTM A370). Test finished studs welded to test plates using a test fixture similar to Figure 7.2 of ANSI/AASHTO/AWS D1.5, “Bridge Welding Code.” If a fracture occurs outside of the middle half of the gage length, repeat the test.
D.Finish Provide finished studs of uniform quality and condition that are free of defects. Provide a stud finish produced by cold drawing, cold rolling, or machining.
E.Certification Provide certification from the manufacturer that the studs are in accordance with Subsection 724.04.B, “Materials.” Provide certified copies of in -plant quality control test re ports to the Resident Engineer.
F.Installation Testing Bend the first two studs welded on each beam or girder to 45° by striking the studs with a hammer when cool. If failure occurs in the weld of either stud, correct the welding procedure. Continue to correct the procedure until test results obtained are satisfactory for two successive studs before continuing welding operations. Promptly notify the Resident Engineer of procedure changes. In addition to the first bent studs, bend one of every hundred studs to 45° when the temperature of the base metal is below 32°F [0°C].
724.05 Structural Steel
734 724.05 BRIDGE BEARING ASSE MBLIES
A.Stainless Steel Bearing Assemblies Provide austenitic stainless steel plate in accordance with ASTM A 240, UNS Designation S31600 (Type 316) or Type S31603 (Type 316L) for bridge structure anchor plates. Charpy V -Notch (CVN) Impact Testing will not be required. Provide continuously threaded austenitic stainless steel bars in accordance with ASTM A 320, Class 2, Grade B8M, UNS Designation S31600 (Type 316) or S31603 (Type 316L) for bridge structure anchor bolts. As an option, anchor bolts manufactured from duplex stainless steel meeting the following requirements may be provided: Use Duplex solid stainless steel meeting the requirements of ASTM A276/A 276M, with a UNS Designation of S32304 or A955. Provide 58ksi (400MPa) minimum yield strength when tested in accordance with the requirements of ASTM A276/A276M. Provide steel from an ISO9001 certified manufacturing facility. Remove rolling scale from the surface of the duplex steel bar by acid pickling. Provide austenitic stainless steel nuts for anchor bolts in accordance with ASTM A 194, Grade 8M, Class 1. Charpy V -Notch (CVN) Impact Testing will not be required. Provide austenitic stainless steel hardened washers for anchor bolts in accordance with ASTM A 320, UNS Designation S31600 (Type 316) or Type S31603 (Type 316L). Charpy V -Notch (CVN) Impact Testing will not be required. Ensure all welding complies with ANSI/AASHTO/AWS D1.6, “Structural Wel ding Code – Stainless Steel when welding stainless steel or welding to stainless steel,” and ensure the deposited weld metal has an atmospheric corrosion resistance and coloring characteristics similar to the base metal. Comply with the steel manufacturer ’s recommendations, Table 724:5 and ANSI/AASHTO/AWS D1.6,”Structural Welding Code – Stainless Steel.” Table 724:5 Filler Metal Specification for Stainless Steel Filler Metal Specification Shielded metal arc welding (SMAW) electrodes ANSI/AWS A5.4 Electrodes and fluxes for submerged arc welding (SAW) ANSI/AWS A5.9 Electrodes for gas metal arc welding (GMAW) ANSI/AWS A5.9 Electrodes for flux -cored arc welding (FCAW) ANSI/AWS A5.22 Ensure electrodes and electrode -flux combinations are compatible w ith the type and thickness of the welded steel. Use electrodes and electrode -flux combinations with the type of current, polarity, MISCELLANEOUS METALS 725.02 735 and welding positions in accordance with the requirements of ANSI/AASHTO/AWS D1.6, “Structural Welding Code – Stainless Stee l.”
B.Weathering Steel Bearing Assemblies Provide structural steel plate and angles in accordance with ASTM A709/A709M, Grade 50W for bridge structure anchor plates. Charpy V -Notch (CVN) Impact Testing will not be required. Paint the structural steel an chor plates after welding in accordance with Section 512 , “PAINTING.” Use a category “N ,” IZ-E-U paint system in accordance with subsection 512.04B.(2) . Coat all faying surfaces with the inorganic zinc primer from the system only. Apply the primer coat at the fabrication facility, and the intermediate and top coats at the project site. Provide continuously threaded steel bars in accordance with ASTM A270 (ASTM A709/A709M), Grade 50W. Charpy V -Notch (CVN) Impact Testing will not be required for bridge structure anchor bolts. Galvanize the anchor bolts in accordance with subsection 724.06. Provide steel nuts for anchor bolts in accordance with (ASTM A563), Grade C3 or DH3. Charpy V - Notch (CVN) Impact Testing will not be required. Galvanize the steel nuts in accordance with subsection 724.06 . Provide hardened steel washers for anchor bolts in accordance with (ASTM F436), Type 3, circular. Charpy V -Notch (CVN) Impact Testing will not be required. Galvanize the steel washers in accordance with subsection 724.06. Welding of weathering steel bearing assemblies will be in accordance with Subsection 724.03.
724.06 Galvanizing
Galvanize fasteners and hardware in accordance with AASHTO M 232/M232M (AS TM A 153/A 153M), except for the modifications in Subsection 724.02, “High Strength Fasteners.” Galvanize ferrous metal products, other than fasteners and hardware, in accordance with AASHTO M 111 (ASTM A 123/A 123M). SECTION 725 MISCELLANEOUS METALS
725.01 Steel Forgings
Provide steel forgings in accordance with AASHTO M 102 (ASTM A 668/ A 668M), Class C, Class D, Class F, or Class G.
725.02 Steel Castings
Provide castings that are true to pattern in form and dimensions, and free of defects that affect strength and value for the service intended. Provide covers and gratings that fit into frames and seat uniformly and solidly. Sandblast or clean castings of scale and sand to present a smooth, clean, uniform surface. Provide steel castings in accordance with Table 725:1.
Source: Oklahoma Standard Specifications for Highway Construction, 2019 Edition. Pages 741–748 of 935.