513Structural Steel Members

513.01 Description. This work consists of preparing shop drawings, furnishing and fabricating

structural steel members, nondestructive testing, fabricator performed quality control, documentation, cleaning, shop coating, and erecting structural steel and other structural metals. Prepare shop drawings and erect structural steel according to Item 501 and the additional requirements below. Shop painting shall conform to Item 514. The work also includes any work to move existing steel structures to the plan location, making necessary repairs and alterations, and connecting or joining new and old construction. The terms “main,” “secondary,” or “detail,” as referred to in Item 513, are defined as follows: “main” refers to material, members, and fasteners that are primarily stressed by live load and structure weight; “secondary” refers to material, members, and fasteners that do not directly support live load or main members; “detail” refers to essential non-structural material, members, and fasteners.

513.02 Fabricator Approval Procedure. Select fabricators that are listed by the Department

before the Contract letting date as evaluated by the Office of Materials Management and prequalified according to Supplement 1078. The Office of Materials Management may accept subletting of processes that require specialized machinery or knowledge. Submit written requests for subletting to the Office of Materials Management. The Office of Materials Management will determine if the process is uncommon and will evaluate the qualifications of the proposed sublet fabricator. The fabricator’s quality control staff shall witness and perform quality control of the sublet work.

513.03 Levels of Fabricator Qualification. There are eight levels of fabricator qualification.

The Office of Materials Management will classify each fabricator at the highest level of fabrication it is qualified to perform. Level Description of Capabilities SF Standard fabricated members described and paid for as Item 516, 517, and 518 and detailed by standard bridge drawings. Material and fabrication acceptance by certification with random Department audits of the work and documentation. UF Unique fabricated members not covered by standard bridge drawings and not designed to carry tension live load. Examples include curb plates, bearings, expansion joints, railings, catwalk, inspection access, special drainage, or other products. Examples also include retrofit cross frames, retrofit gusset plates, retrofit lateral bracing, or other miscellaneous structural members not included in Levels 1 through 6. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 1 Single span, straight, rolled beam bridges without stiffeners, Secondary and Detail materials designed to carry tension live loads such as retrofit moment plates. Case II Loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 2 Multiple span, straight, rolled beam bridges without stiffeners. Case II loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 3 Single or multiple span, straight, dog legged, or curved, rolled beam bridges including stiffeners. Case I or II Loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 4 Straight or bent welded plate girder bridges. Case I or II loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 5 Straight, curved, haunched, or tapered welded plate girder bridges. Case I or II loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078. 6 Truss bridges, fracture critical bridges, fracture critical members, or fracture critical components new or retrofitted. Case I or II loading. Quality assurance of shop drawings, material test reports, and inspection according to Supplement 1078.

513.04 General.

Perform all steel fabrication including the shop application of coatings in a pre qualified structural steel fabricating shop consisting of adequately sized permanent buildings with equipment, heat and light, and experienced personnel to satisfactorily perform all necessary operations. Perform flame cutting, air carbon-arc gouging, cambering, welding, cleaning, and painting inside permanent buildings that are maintained at the required environmental conditions. The fabricator may perform shop assembly of large pieces for fit -up of field connections outdoors. These provisions will not app ly to steel requiring fabrication at the bridge site in the repair, alteration or extension of an existing structure. If repairing, extending, or altering existing structures, take measurements of the existing structure as required to accurately join old and new work. Include these measurements on shop drawings. Measurements shown on the plans that indicate the extent and nature of repair, alterations or extension shall not relieve the Contractor of this responsibility. At least two weeks before starting shop fabrication, the fabricator shall notify the Office of Materials Management and furnish a proposed fabrication schedule for the work and tentative date that the structural steel will be ready for delivery. The ready for delivery date shall include ten days for the Department to perform final inspection upon accepting the final inspection request. The fabricator shall update OMM on any changes to their schedule to allow for the ten days to perform final inspection. Unless the Office of Materials Management provides a written waiver of a hold or witness point inspection, the fabricator shall store members completed during the inspector’s absence in a manner that allows the inspector to completely and safely inspect the finished work. The fabricator shall not ship fabricated members performed under Item 513, UF Level or Levels 1 through 6 from the shop without prior hold point inspections unless the Office of Materials Management waives the inspection. Requests for final inspection will not be accepted until the fabricator completes and inspects with documentation, final fabrication and shop coatings and the Contractor documents approval of shop drawings and material test reports have been received by the Department. The Department will have ten days to perform the final inspection upon accepting the final inspection request. The Office of Materials Management will not conduct a final fabrication inspection of SF Level members. Instead, the Office of Materials Management will conduct random inspections during the fabricator’s work. The fabricator shall provide an office with the following attributes:

513.05 Fabricator Documentation Responsibility. The fabricator shall keep and maintain

documentation records as specified in Supplement 1078. At the Department’s request, provide access to the above documents for audit, inspection, and copying.

513.06 Shop Drawing. Provide shop drawings conforming to 501.04 and the following

requirements: Include details, dimensions, size of materials, match mark diagrams for field connections, a diagram identifying, by some unique mark, each area of a welded splice to be covered by a single radiograph, and other information necessary for the complete fabri cation and erection of the metal work. Include a title block on each drawing with the ODOT Project Number and the Bid Line Item. For multiple span beam and girder bridges, include an overall layout with dimensions showing the relative unloaded vertical and horizontal position of beam or girder segments with respect to a full - length base or work line. Account for camber and horizontal curvature of the beams or girders, and the effect of deck surface profile in this layout. Show required offsets for vertical and horizontal curvature at approximately each one-fourth of span length, at field splices, and at bearing points. For horizontally curved members, show the offset to a baseline strung from end to end of the member, every 10 feet (3

513.07 Levels 1 through 6, Prefabrication Meeting. After providing the notice and schedule

required by 513.04 and at least 3 days after the Department receives shop drawings, conduct a prefabrication meeting at the fabricator’s facilities, or another location agreed to by all parties. The fabricator and its quality control specialists for fabrication and painting , the inspector, and the Contractor, or its designated representative, shall attend the meeting. The purpose of this meeting is to review any fabrication issues, including information on shop drawings, inspection, hold or witness points, unique fabrication items, special processes, and both the fabrication and project schedule. The fabrication quality control specialist shall conduct the meeting and record and distribute meeting minutes that document all issues discussed. Fabrication may begin after the prefabrication meeting is complete.

513.08 Materials. Furnish materials conforming to 501.06.

513.09 Material Control. Identify and mark each piece of steel according to the shop drawings

and the following requirements. Immediately after removing steel that is furnished in tagged lifts or bundles, mark the individual pieces of steel with the ASTM A 6/A 6M specification identification color code and heat number. The fabricator may furnish material from stock that is marked with the heat number and mill test report. If separated from the full-size piece furnished by the supplier, mark excess material placed in stock for later use with the heat number and, if provided, with the ASTM A 6/A 6M specification identification color code. During fabrication, clearly and legibly mark the specification identification color code and heat number on each piece of steel. Before cutting steel into smaller size pieces, clearly and legibly mark each smaller size piece with the ASTM A 6/A 6M specification identification color code and heat number. Unless otherwise approved by the inspector, mark pieces of steel that will be subject to fabricating operations such as blast cleaning, galvanizing, heating for forming, or other operations that may obliterate paint color code and heat number markings with steel stamps or with a substantial tag firmly attached to the piece of steel. At locations acceptable to the Office of Materials Management , stamp the heat numbers into main material tested for CVN. Issue cutting instructions by cross-referencing the assembly marks shown on the shop drawings with the corresponding item covered on the mill purchase order. The fabricator’s system of assembly - marking individual pieces of steel and issuing cutting instruc tions shall provide a direct reference to the appropriate mill test report. The fabrication quality control specialist shall provide the Engineer with a letter documenting that the fabricator performed material control according to this specification.

513.10 Care of Material. Store structural material at the shop or field above the ground, upon

platforms, skids, or other supports. Use straight structural steel with clean and dry surfaces before working it in the shop. Before using, clean all rusted or corroded material. Only u se this material if it conforms to ASTM A 6/A 6M thickness tolerances after cleaning.

513.11 Workmanship and Straightening. If necessary to straighten rolled material, use

methods that will not damage the member. If carefully planned and supervised, apply localized heat for straightening. Do not allow the temperature of the heated area to exceed 1150 F (620 C) as controlled by pyrometric stick or thermometers. Do not quench to accelerate cooling. Do not kink or offset the material if using mechanic or hydraulic force to camber or strengthen material. Do not cold bend fracture critical materials. Camber rolled beams as shown on the plans in the prequalified fabricating shop using heat or hydraulic jacks. Control heating as specified above and follow a formal shop heating procedure. Camber plate girders by trimming web plates before assembly. During fabri cation, shipping, and erection, support and handle members to maintain camber. Fabricate structural steel to within the dimensional tolerances specified by Articles 3.5 of the AASHTO/AWS Bridge Welding Code, with the following modifications:

513.12 Finish. Plane sheared edges of all main material to a minimum depth of 1/4 inch (6 mm)

except for ASTM A 709/A 709M, Grade 36 (250) steel having a thickness of 5/8 inch (16 mm) or less. Remove fins, tears, slivers, and burred or sharp edges from steel members by grinding. If these conditions appear during the blasting operation, re-grind and re-blast the steel members to the required surface profile. The fabricator may flame cut structural steel. Provide a smooth surface, free from cracks and notches, and use a mechanical guide to provide an accurate profile. Roll and flame cut surfaces according to the AASHTO/AWS Bridge Welding Code, as amended by Supplement 1011. Provide a surface finish for bearing and base plates and other bearing surfaces that contact each other or concrete according to ANSI B46.1, Surface Roughness, Waviness and Lay, Part I. TABLE 513.12-1, ANSI B46.1 Steel slabs 2000 mil (50.0 µm) Heavy plates in contact in shoes to be welded 1000 mil (25.0 µm) Milled ends of compression members, milled or ground ends of stiffeners and fillers 500 mil (12.5 µm) Bridge rollers and rockers 250 mil (6.4 µm) Pins and pin holes 125 mil (3.2 µm) Sliding bearings 125 mil (3.2 µm)

513.13 Stiffeners. Place the bearing end of bearing stiffeners flush and square with the web and

in a manner so at least 75 percent of the area of the bearing end is in contact with the inner surface of the flange. The other end of the bearing stiffener shall have a tight fit as defined below. Position bearing stiffeners to be vertical after erection. Weld intermediate stiffeners that are not used in pairs to the compression flange, and provide a tight fit for the tension flange. Weld stiffeners connected to cross frames and/or diaphragms to the top and bottom flange. A tight fit is defined as the contact between the stiffener and flange over some portion of the end of the stiffener and having no gap greater than 1/16 inch (1.6 mm). Clip stiffeners 2 1/2 inches (65 mm) along the web and 1 inch (25 mm) along the flange to clear flange-web welds and fillet or rolled shapes. When attaching stiffeners to the web and flanges, do not extend welds to the edge of the stiffeners or into the clip area. Terminate these welds 1/4 ±1/8 inch at the flange connections and 1/2 ±1/4 inch at the web connection.

513.14 Fillers. Detail the shop drawings to show fill plates that compensate for the misalignment

of abutting elements due to differences in thickness of flanges and webs at the splice locations. Detail the fill plates to the nearest 1/16 inch (1.6 mm) in thickness, but not less than 1/8 inch (3 mm) thick. However, in the final shop assembly, furnish fills of sufficient thickness to compensate for misalignment of abutting elements due to standard rolling mill tolerances or due to differences in thicknesses of flanges and webs at the splice location. The actual fills used shall compensate for differences in total thickness or relative positions of more than 1/16 inch (1.6 mm) but with no fills less than 1/8 inch (3 mm) thick. Provide fill plates in bolted joints that are fl ush with the perimeter of the splice plates.

513.15 Horizontally Curved Beams and Girders. If members are to be heat curved, submit the

detailed procedure, including calculations to the Office of Materials Management. Obtain the Office of Materials Management’s acceptance of the procedure before starting this work. Curve beams and girders using heat according to the AASHTO LRFD Bridge Construction Specification.

513.16 Joints and Splices. In bolted construction where tension or flexural members are spliced,

maintain a clearance of not more than 1/4 inch (6 mm) between the abutting surfaces of spliced members. For spliced compression members, face the abutting surfaces to provide a uniform bearing when properly aligned and completely bolted. In welded construction, prepare abutting surfaces as shown on the shop drawings. Verify the preparation for field welded butt joints in main members by a complete shop assembly according to 513.24.

513.17 Pin Holes. Bore pin holes after the member is fabricated and true to size, at right angles

to the axis of the member and parallel to each other. Pin holes for up to 5-inch (127 mm) diameter pins shall not exceed the pin diameter by more than 0.020 inch (0.51 mm) and pin holes for larger pins shall not exceed the pin diameter by more than 0.031 inch (0.79 mm).

513.18 Pins and Rollers. Use pins and rollers made from cold rolled steel, accurately turned to

size, straight and smooth, and entirely free from flaws. Pins over 9 inches (230 mm) in diameter shall be annealed. In pins larger than 9 inches (230 mm) in diameter, bore a hole not l ess than 2 inches (50 mm) in diameter the full length of the axis. Furnish one pilot and one driving nut for each size of pin.

513.19 Holes for High -Strength Bolts and Bearing Bolts. Provide cylindrical holes,

perpendicular to the member, clean cut, and free of ragged edges. Remove burrs by countersinking not more than 1/16 inch or by grinding. Provide finished holes with a diameter not larger than the nominal diameter of the bolt plus 1/16 inch for bolts less than 1 inch in diameter. Provide finished holes with a diameter not larger than the nominal diameter of the bolt plus 1/8 inch for bolts greater than 1 inch in diameter. The hole diameter shall not vary by more than 1/32 inch from a true circle for 85 percent of the holes in a contiguous group, and not more than 1/16 inch for the remainder. Punch holes using a die with a diameter not exceeding that of the punch by more than 1/16 inch (1.6 mm). Ream and drill holes using twist drills and twist reamers. Wherever possible, direct the reamer by mechanical means. Sub-drill holes 3/16 inch (5 mm) less in diameter than the nominal diameter of the bolt, and ream the holes to size with the parts assembled, except:

513.20 High-Strength Steel Bolts, Nuts, and Washers. Provide high-strength steel bolts, nuts,

and washers conforming for all bolted connections including erection bolts for cross frames and lateral bracing to 711.09.

513.20 E.2 below and subsequent connections the Engineer deems necessary. Thereafter, where the

Engineer has approved the joint compactness and snug-tight condition of bolts prior to bolt tightening by the turn-of-nut method, the bolt tension as required in Table 513.20-2 shall be considered as attained if the amount of nut rotation specified by Table 513.20-3 is verified by the required match-marking.

513.21 Welding. Perform welding by the shielded metal -arc, submerged arc, flux cored arc, or

stud welding process. Only shielded metal arc (stick) welding is prequalified. All other welding processes require testing and approval by the Office of Materials Management. Consideration will be given to other methods of metal-arc welding if a written request is submitted to the Office of Materials Management. In other respects, the AASHTO/AWS Bridge Welding Code, as amended by Supplement 1011, shall govern the work. Post copies of the shop welding procedures at each welding location. Weld only fracture critical and main members when the fabrication quality control specialist and inspectors are physically at the facility. The fabricator shall not perform fracture critical welding without prior scheduling with the fabrication quality con trol specialist and the inspector. The fabrication quality control specialist shall witness the minimum percentages specified in Supplement 1078 and shall check all welding processes. For non -fracture critical welds, the fabrication quality control specialist shall perform frequent inspections, and check all welding processes.

513.22 Stud Shear Connectors. Perform stud welding according to the AASHTO/AWS Bridge

Welding Code, as amended by Supplement 1011, and this subsection. In addition to the stud bend tests of Article 9.6.6.1 of the AASHTO/ AWS Bridge Welding Code, perform bend tests of stud shear connectors at the start of each workday, when welding has been interrupted for an hour or more, when changing grounds, when changing weld settings, and when changing cable loop due to arc blow. Do not weld more than 500 s tuds without the welds being field bend tested in accordance with the specified procedure. The Contractor may leave in the bent position tested studs that show no sign of failure, as determined by the Engineer. Weld stud shear connectors to the top flanges of beams or girders after the steel has been erected and suitable scaffolding or deck forming has been provided. Studs may be welded to beam or girder webs, end dams, bearing plates, or to other secondary members and detail material in the shop. For galvanized structures with welded shear connectors, remove the galvanic coating by grinding at each connector prior to welding.

513.23 Threads for Bolts and Pins. Threads for pins shall conform to the Unified Standard

Series ANSI B1.1 -UNC (ANSI B1.13M) Class 2A (6g) for external threads and Class 2B (6H) for internal threads, except that pin ends having a diameter of 1 3/8 inches (35 mm) or more shall be threaded 6 threads to the inch (4.23 mm/thread).

513.24 Shop Assembly. Remove paint, grease, oil, rust, loose mill scale, and protruding edges

or burrs from all contact surfaces. Unless waived by the Office of Materials Management , do not assemble and weld flanges and webs to form girders or other similar members and do not accomplish fabrication or assembly that interferes with the repair of a butt weld until the fabrication quality control specialist for the A rated fabricators o r the inspector for B and C rated fabricators examines and approves radiographs of all butt welds in the component parts. Perform fit -up work with the members assembled in unloaded positions as shown on the shop drawing layout required by 513.06. During shop assembly, adequately support members, especially at joints, to prevent misalignment or deflection and designate supports that prevent settlement during the fit-up, reaming or drilling of connections. The fabrication quality control specialist shall maintain records of the actual horizontal and vertical dimensions and relative positions of each assembly for each offset required by 513.06 and, upon request, furnish a copy to the inspector. Reposition members that become a part of two assemblies for the second assembly to the dimensions recorded for the first assembly. Using steel stamps, match -mark all connecting parts assembled in the shop for the purpose of reaming or drilling of holes for field connections or for fit -up of field welded connections before disassembly. Punch mark bearing centerlines. Continuous beam and plate girders, including sections adjacent to hinged, pin connected, sliding, or rocker bearing joints, shall have at least three adjacent segments assembled, and holes reamed or drilled while assembled. Check the fit-up of field welded connections by similar shop assembly. Shop assemble longitudinal or transverse beams and girders that are either framed or connected by diaphragms and floor beams to check fit-up of connections to be field welded, or to ream or drill holes for bolted connections. Assemble trusses in lengths of at least three abutting panels before drilling or reaming field connections. Include deck plates in the final shop assembly of bridges that involve railroad deck plates, even if welding of these deck plates takes place in the field. If the fabricator elects to use numerically controlled drilling or punching, the required assembly shall be performed as specified above. The Office of Materials Management will consider the Contractor’s written request to use other methods of checking hole alignment and match marking. If the Office of Materials Management does not consider, or disapproves the fabricator’s proposed methods of assembly, perform the work according to 513.19 and 513.24. After fabrication, shop assemble deck expansion devices to check fit -up, straightness, and roadway cross-slope changes. Full width assembly is required with phased construction if expansion devices have interlocking fingers or have mechanical devices that require exact field alignment. The maximum sweep at any point along all members of an expansion joint shall not exceed ¼” in 50’. The fabricator may fabricate part-width deck segments without the required shop assembly under the following conditions:

513.25 Nondestructive Testing. Nondestructive testing shall conform to the AASHTO/ AWS

Bridge Welding Code, as amended by Supplement 1011 and as specified below. As the Engineer directs, perform ultrasonic or radiographic inspection of field welded repairs in main members for thick scabs, deep kerfs or nicks, and similar gross flaws. Ensure that all examined welds and base metal adjacent to a welded joint conform to the quality r equirements specified in 513.21. Submit radiographs, field sketches showing specific locations, lengths and depths of the repair, and two copies of the radiographic or ultrasonic technical reports to the Office of Materials Management for acceptance. Receive the Office of Materials Management ’s acceptance before performing construction activities making welds inaccessible for repair. The Contractor or fabricator shall notify the Department at least 48 hours before performing nondestructive testing. Provide this notice even if specific hold or witness point inspections are not required by Supplement 1078. The Office of Materials Management has the final authority to accept welds and will resolve controversies regarding the interpretation of radiographs, magnetic particle indications, or the acceptability of welds.

513.26 Shipping, Storage, and Erection. Repair or replace, at the discretion of the Office of

Materials Management, members damaged by improper handling, storing, or erection. During transportation, place adequate blocking between members to prevent movement and facilitate unloading. Unless reinforced by additional plates, angles, or other material bolted in place, do not use field connection holes for tie-down. Band together bearing components. Place material stored in the fabricating shop or in the field on skids or blocks to prevent the metal from contacting the ground. Place and shore girders and beams in an upright position for shipping, and field and shop storage. Field splice plates shall be bolted with temporary bolts, which shall be removed and replaced, when field splice plates are placed in their final position or shifted laterally with respect to their final position. Keep material clean and properly drained. Install bearing devices and anchorages according to Item 516. Thoroughly clean bearing surfaces and surfaces to be in permanent contact before the members are assembled in the field. Before erecting structural steel, completely bolt up field splices and connections that started before steel erection. During erection, the Engineer will allow drifting to draw the parts into position, but do not enlarge the holes or distort the metal. Install drift pins and bolts according to 513.20. Fill at least three-fourths of the holes with completely tightened bolts in splices and connections subject to construction loads during erection. Complete permanent fastening of steel truss tension chord members before removing falsework. Permanently fasten compression chord members after the span is released sufficiently from the falsework to bring the compression chord joints into full bearing. Properly regulate and maintain elevations of panel points and ends of floor beams until the falsework is removed. Do not enlarge the holes of splices and connections between segments or elements of main members without approval by the Office of Materials Management. Adjust structures to the correct alignment and to the marked bearing centerlines before beginning permanent fastening. Do not permanently fasten cross frames and lateral bracing in continuous beam or girder spans until completing main connections in adjacent spans; however, install sufficient bracing to maintain structural stability. For erection bolts used to fasten cross frames, use not less than 5/8-inch (16 mm) diameter, and fully tighten bolts according to 513.20. Erect end cross frames and end dams in a manner that ensures bearing parts remain in bearing contact. Permanently fasten all intermediate cross frames before deck placement begins. The webs of primary members shall be plumb before deck placement begins.

513.27 Shop Coating. For steel surfaces specified to be coated according to Item 514, apply a

prime coat in the shop.

513.28 Cleaning ASTM A 709/A 709M, Grade 50W (345W) Steel . Before the new steel is

shipped, solvent clean, where necessary, all surfaces of ASTM A 709/A 709M, and Grade 50W (345W) steel that are to be left unpainted to remove all traces of asphalt cement, oil, grease, diesel fuel deposits, chalk, paint marks, and other soluble contaminants according to SSPC-SP 1 Solvent Cleaning. QCP #1 and QCP #2 shall apply according to Item 514. Shop blast unpainted Grade 50W material and main members requiring galvanized coating to SSPC- SP 6, commercial blast. QCP #3 shall apply according to Item 514. After placing superstructure concrete, clean, where necessary, the exterior surface and bottom flanges of all fascia beams or girders that are to be left unpainted to remove all traces of asphalt cement, oil, grease, diesel fuel or petroleum deposits, concrete, and other contaminants. Do not use acid for cleaning.

513.29 Method of Measurement. The Department will measure Structural Steel Members on a

lump sum basis or by the number of pounds (kilograms). If payment is per pound (kilograms), submit weight computations to the Office of Materials Management based upon the accepted shop drawings. Deduct waste material, removed by burning, cutting, machining, holes, etc., but include groove weld bevels. Include the weight of all permanent fasteners, shop fillet welds, other metals and preformed bearing pads. E xclude the weight of paint or galvanized coatings. Exclude thickness or weight of members exceeding the plan requirements (due to overweight or other cause), unless authorized by the Department. As an option, measure and record the weight of structural members before painting in the presence of the inspector. Use the following unit weights for computations. lb/ft³ (kg/m³) Steel, cast steel, and deposited weld metal 490 (7850) Cast iron 450 (7210) Phosphor or leaded bronze 550 (8810) Lead 710 (11370) Preformed bearing pads 710 (11370) The Department will measure Welded Stud Shear Connectors by the number of each installed and accepted.

513.30 Basis of Payment. If the fabricator’s proposed methods of assembly with numerically

controlled drilling or punching fail to produce specified results and the Office of Materials Management directs the Contractor to perform work, as according to 513.19 and 513.24, the Department will not pay for this work. For steel surfaces specified to be coated according to Item 514, the cost of applying a prime coat in the shop is incidental to the bid for structural steel. The Department will not pay for repairing or replacing members damaged by improper handling, storing, transportation, or erection. The Department will pay for the accepted quantities at the contract prices as follows: Item Unit Description 513 Lump Sum Structural Steel Members, Level UF 513 Lump Sum Structural Steel Members, Level 1 513 Lump Sum Structural Steel Members, Level 2 513 Lump Sum Structural Steel Members, Level 3 513 Lump Sum Structural Steel Members, Level 4 513 Lump Sum Structural Steel Members, Level 5 513 Lump Sum Structural Steel Members, Level 6 513 Pound (Kilogram) Structural Steel Members, Level UF 513 Pound (Kilogram) Structural Steel Members, Level 1 513 Pound (Kilogram) Structural Steel Members, Level 2 513 Pound (Kilogram) Structural Steel Members, Level 3 513 Pound (Kilogram) Structural Steel Members, Level 4 513 Pound (Kilogram) Structural Steel Members, Level 5 513 Pound (Kilogram) Structural Steel Members, Level 6 513 Each Welded Stud Shear Connectors