STRUCTURAL STEEL 506.04 347 SECTION 506
506.01 Description
This work consists of providing, fabricating, and erecting steel structures and structural steel portions.
506.02 Materials
Use materials in accordance with the following section and subsections: Material: Section or Subsection: Structural Steel 724.01 High -Strength Fasteners 724.02 Welding 724.03 Welded Stud Shear Connectors 724.04 Galvanizing 724.06 Shafting for Pins and Rollers 725.01 Steel Castings 725.02 Iron Casting s 725.03 Bronze Castings 725.05 Paint -Inorganic Zinc/Epoxy/Urethane System 730.02.A Elastomeric Bearing Pads 733.06
506.03 Equipment — Vacant
506.04 Construction Methods
A.General For the fabrication of main -load carrying members, use a structural steel fabricating plant certified under AISC Quality Certification Programs in the Major Steel Bridges Category. For fracture critical members, use a fabricator who has unrestricted certification with an endorsement “F .” Fabricate all elements in accordance with ANSI/AASHTO/AWS/ D1.5, Bridge Welding Code. D1.5, Bridge Welding Code. Select design details in accordance with the AASHTO Standard Specification for Highway Bridges . Paint structural steel in accordance with Section 512, “Painting.” Paint exposed surfaces of non-weathering grades of steel unless galvanized or otherwise required by the Contract. Apply inorganic zinc primer to the top flange of girders. The Department will not allow pain ting of weathering steel unless required by the Contract. Blast -clean superstructures made of weathering steel in accordance with SSPC -SP6, “Commercial Blast Cleaning.”
506.04 Structural Steel
348 Remove existing paint within 9 in [225 mm] of the work, before cutting or welding painted steel. Paint steel repairs in accordance with Section 512 “Painting” and as specified by the Engineer. Use falsework to erect structural st eel and temporary bracing in accordance with Section 502, “Forms, Falsework, and Temporary Works.”
B.Notice of Beginning of Work Provide a written notice to the Engineer 21 calendar days before beginning work at the shop. Begin work after the Department provides inspectors.
C.Acceptance Provide copies of the following before fabrication for each heat of steel: Mill orders and certified mill test reports, Type A certifications, including chemical analysis and physical test resul ts, Charpy V -notch impact tests, and Buy America certification in accordance with Subsection 106.01, “Source of Supply and Quality Requirements.” Provide Type D certifications from the fabricator for small quantity item s that do not have mill test reports. For Contract required fine -grain practice, confirm material production to the requirements on the test report. Allow full access for inspection of fabrication in accordance with Subsection 106.05, “Plant Inspection .” Immediately replace or correct rejected materials and work. Ship fabricated material only after the inspector approves and stamps accepted pieces. Inspect pieces at point of delivery and report damages caused by shi pment to the Engineer. Acceptance does not prevent subsequent rejection. The Engineer may reject materials or work not meeting Contract specifications. Immediately replace or correct rejected materials and work. The Engineer will make the final decision on appeals.
D.Working Drawings Prepare and submit drawings in accordance with Subsection 105.02, “Plans and Working Drawings.” The Engineer’s approval of the drawings covers the requirements for “strength and detail” only. The Department is not responsible for errors in dimensions.
1.Shop Drawings Show component part dimensions of the structure and details of miscellaneous parts for steel structures. Adjust girder dimensions shown on the Shop Drawings to account fo r vertical curve, camber, dead load deflection, and grade. These dimensions are not detailed in the Contract Plans. Show the rolling direction where orientation of plates is required by the Contract. Cut flanges and webs of plate girders from plates so t he long dimension of the girder parallels the rolling direction. Identify, on the Shop Drawings, the type and grade of each piece that will be made of steel with assembly marks that are cross -referenced to the original pieces of mill steel, and their certi fied mill test reports. STRUCTURAL STEEL 506.04 349 Locate shop -welded splices as approved by the Engineer to avoid points of maximum tensile or fatigue stress. Place splices in webs at least 12 in [300 mm] from shop splices, butt joints in flanges, or stiffeners. The Engineer must approve the locations of shop welded splices. The Engineer may specify additional nondestructive tests on shop -welded splices. Place a complete set of the “Bill of Materials,” with pay weights, on all Shop Drawings.
2.Erection Drawings Provide erection drawings showing member locations for structural steel bridge members. Submit drawings of the proposed erection method for steel superstructures that require falsework support during erection in accordance with Section 502, “Form s, Falsework, and Temporary Works,” Include details of falsework bents, bridge member attachments, erection sequence, and lifting point locations. The Engineer may require calculations to show the accuracy of factored resistances, member capacities, and f inal geometry.
3.Camber Diagram Provide a camber diagram showing the camber locations shown on the Plans, at each panel point of trusses or arch ribs, field splices, and fractions of span length at least at every tenth point of continuous beams and girde rs or rigid frames. Show calculated cambers for structure preassembly in accordance with Subsection 506.04.F(3), “Preassembly of Field Connections.”
4.Transportation Drawings Provide transportation drawings for the Engineer’s approval if required by the Contract. Show support points, tie -downs, temporary stiffening trusses or beams, and other details to support and brace the member. Provide calculation sheets showing the dead load and impact stresses from loadi ng and transportation. Use impact stresses at least 200 percent of the dead load stress. Use a total load at least 300 percent of the dead load. Ship and store members upright.
E.Fabrication
1.Identification of Steels Assembly -mark individual pieces and provide cutting instructions to the shop to maintain the identity of the original piece. Alternatively, use material provided from stock identifiable by heat number and mill test report. During fabrication, but before assembling members, write the mate rial specification on the piece, or use the identification color code in accordance with AASHTO M 160, with the exception of Grade 50 W (345 W) steel. Provide information on the color code in accordance with AASHTO M 160 for steel not specified in AASHTO M 160. Steel -die stamp or firmly attach tags to mark the grade of steel pieces that will be fabricated and may lose paint color code markings. The Department does not require steel -die stamping and tags for Grade 50W (345W) steel. If steel -stamping, place the impressions on the thicker tension -joint member in transition joints.
506.04 Structural Steel
350 (2) Storage of Material Store structural material on supports above the ground. Keep material free of foreign material. Protect material from corrosion. Store high -strength faste ners in accordance with Subsection
506.04 F.6.d, “Installation. ”
3.Plates
a.Direction of Rolling Ensure the primary rolling direction runs parallel to the principle tensile direction, the compressive stresses, or both unless otherwise required by the Contract. Provide and cut steel plates for main members, and splice plates for flanges and main tension members.
b.Plate Cut Edges
1.Edge -Planning Remove sheared edges on plates thicker than ⅝ in [16 mm] to a d epth of ¼ in [6 mm] beyond the original sheared edge, or beyond re -entrant cuts. Fillet re -entrant cuts before cutting to a radius of at least ¾ in [20 mm].
2.Oxygen -Cutting Oxygen -cut structural steel in accordance with ANSI/AASHTO/AWS D1.5, Bridge Weld ing Code.
3.Visual Inspection and Repair of Plate Cut Edges Visually inspect and repair plate cut edges. Cut the edges in accordance with ANSI/AASHTO/AWS D1.5, Bridge Welding Code.
c.Bent Plates
1.General Bend unwelded, load -carrying, rolled -steel pla tes. If taking material from the stock plates, ensure that the bend line runs 90° to the rolling direction. Alternatively, bend cold -bent ribs for orthotropic -deck bridges with bend lines in the rolling direction. Before bending, round the corners of th e plates to a radius of 1/16 in [2 mm].
2.Cold -Bending Cold -bend so the plate does not crack. Use the minimum bend radii in accordance with Table 506:1, “Minimum Bending Radii.” Measure the minimum bend to the metal concave face. STRUCTURAL STEEL 506.04 351 Table 506:1 Minimum Bending Radii Plate Thickness (t), in [mm] Bending Radius, multiple of t ≤½ [≤12] 2 >½ – 1 [>12 – 25] 2½ >1 – 1½ [>25 – 38] 3 >1½ – 2½ [>38 – 60] 3½ >2½ – 4 [>60 – 100] 4 For steels with Grade 100 (690) and Grade 100W (690W), allow for springback three times the springback for Grade 36 (250) steel. Use a lower die span at least 16 times the plate thickness for break -press -forming. Make multiple hits.
3.Hot-Bending Hot-bend the plates if using a radius shorter than the minimum radius for cold ben ding. Limit maximum temperatures for bending to 1,200 °F [650 °C] except for Grade 70W (485W), Grade 100 (690), and Grade 100W (690W). If Grade 100 (690) and Grade 100W (690W) steel plates are heated to at least 1,100 °F [595 °C] or if Grade 70W (485W) s teel plates are heated to at least 1,050 °F [565 °C], requench and temper in accordance with the producing mill standard practice. If directed by the Engineer, test to verify restoration of Contract required properties.
4.Stiffeners Provide pairs of bea ring stiffeners on each side of the web. Mill to bear at the bottom flange and tight fit at the top flange. Provide fillet welds 5/16 in [8 mm] on both sides of the bearing stiffener at the web. For field welds or geometrically complex structures, provi de a full penetration weld to the top and bottom flanges of the bearing stiffener. Ensure the Engineer inspects the fit of the bearing stiffener to the flanges before covering with weld. Vertically install bearing stiffeners in the finished structure. Fabricate intermediate stiffeners not intended to support concentrated loads to provide a tight fit against flanges. Provide fillet welds ¼ in [6 mm] in size at the web and compression flange of the stiffener. On exterior girders, place intermediate stif feners on the outside of the web. On interior girders, place intermediate stiffeners on alternating sides of the web. Provide pairs of diaphragm stiffeners on each side of the web. Make diaphragm stiffeners to fit tightly against both flanges. Provide f illet welds ¼ in [6mm] in size at the web and top and bottom flanges of the stiffener.
506.04 Structural Steel
352 Clip the corners of stiffeners at flange -web intersections. If clip dimensions are not shown on the Plans, use the following dimensions: Along the flange: 1½ in [38 mm], and Along the web: four to six times the web thickness, and from1½ in to 3 in [38 mm to 75 mm].
5.Abutting Joints Mill or saw -cut abutting joints in compression members of trusses and columns to produce a square joint and uniform bearing. The Depar tment will allow a maximum ⅜ in [10 mm] opening at other joints not required by the Contract to be faced.
6.Facing of Bearing Surfaces Finish bearing plates, base plates, and other bearing surfaces that will come in contact with each other or with concre te in accordance with Table 506:2. Table 506:2 ANSI Surface Roughness Values Bearing Surface Surface Roughness Value, µin [µm] Steel slabs 2,000 [50] Heavy plates in shoes to be welded 1,000 [25] Milled ends of compression members, milled or ground ends of stiffeners and fillers 500 [13] Bridge rollers and rockets 250 [6] Pins and pin holes 125 [3] Sliding bearings 125 [3] Machine sliding -bearings with a surface roughness greater than 60 micro inches [1.52 micrometers] so the cut runs parallel to the direction of movement. Fabricate parts in bearing to provide a uniform, even contact with the adjacent bearing surface. Ensure that the gap between bearing surfaces is no greater than 0.04 in [1 mm]. The Depar tment does not require machining of base and sole plates that are plane, true, and within the values of Table 506:2, “ANSI Surface Roughness Values,” except machine sliding surfaces of base plates. Avoid machine surfaces of fabricated members until complet ion of fabrication. Machine metal components after heat treatment.
7.Straightening Material When heat straightening steels not shown on Table 506:3, "Heat Straightening Temperatures," do not allow the heated area to exceed 1,200 °F [650 °C]. Control th e heat application with temperature - indicating crayons, liquids, or bimetal thermometers. STRUCTURAL STEEL 506.04 353 Straighten plates, angles, and built -up members without damaging the metal as if approved by the Engineer. Straighten distorted members mechanically or, if approved by the Engineer, with localized heat. Ensure the temperatures remain within the values of Table 506:3. Table 506:3 Heat Straightening Temperatures Material Distance from Weld, in [mm] Maximum Temperature, °F [°C] Grade 70W (485W) ≥6 [≥150] 1,050 [565] <6 [<150] 900 [480] Grade 100 (690) or Grade 100W (690W) ≥6 [≥150] 1,100 [595] <6 [<150] 950 [510] Keep parts to be heat -straightened free of external forces and stresses.
8.Bolt Holes
a.Holes for High -Strength Bolts and Unfinished Bolts
1.General Make bolt holes in accordance with Table 506:4, “Bolt Hole Sizes per Bolt Size (English)," and Table 506:5 , "Bolt Hole Sizes per Bolt Size (Metric)," for standard, oversize, short slotted, and long slotted holes. Provide holes if required by the Contract. Table 506:4 Bolt Hole Sizes per Bolt Size (English) Bolt Size a (Diameter), in Bolt Hole Size, in Circular (Diameter) Slotted (Width × Length) Standard Oversize Short Long ⅝ 11/16 13/16 11/16 × ⅞ 11/16 × 19/16 ¾ 13/16 15/16 13/16 × 1 13/16 × 1⅞ ⅞ 15/16 11/16 15/16 × 1⅛ 15/16 × 23/16 1 1 1/16 1¼ 11/16 × 15/16 11/16 × 2½ 1⅛ d + 1/16 d + 5/16 d + 1/16 × d + ⅜ d + 1/16 × 2½d a Bolt size is represented by "d" for calculating bolt hole sizes.
506.04 Structural Steel
354 Table 506:5 Bolt Hole Sizes per Bolt Size (Metric) Bolt Size (Diameter), mm Bolt Hole Size, mm Circular (Diameter) Slotted (Width × Length) Standard Oversize Short Long 16 18 20 18.0 × 22.0 18.0 × 40.0 20 22 24 22.0 × 26.0 22.0 × 50.0 22 24 28 24.0 × 30.0 24.0 × 55.0 24 27 30 27.0 × 32.0 27.0 × 60.0 27 30 35 30.0 × 37.0 30.0 × 67.0 30 33 38 33.0 × 40.0 33.0 × 75.0 Punch or drill bolt holes except as modified in accordance with Subsection 506.04.E(8)(a), “Holes for High -Strength Bolts and Unfinished Bolts.” Full-size punch material that forms the member parts that are no greater than five thicknesses of metal if the thickness of the material is less than ¾ in [20 mm] for structural steel, ⅝ in [16 mm] for high -strength steel, or ½ in [12 mm] for quenched and tempered alloy steel, unless subpunching and reaming in accordance with Subsection 506.04.E(8)(e), “Preparation of Field Connections.” Subdrill and ream or drill ful l-size holes for material thicker than ¾ in [20 mm] for structural steel, ⅝ in [16 mm] for high -strength steel, or ½ in [12 mm] for quenched and tempered alloy steel. If required by the Contract, subdrill with thickness limitation, or subpunch ¼ in [6 mm] smaller. After assembling, ream 1/16 in [2 mm] larger, or drill full -size.
2.Punched Holes Use a die diameter no greater than 1/16 in [2 mm] of the punch diameter. Ream the holes to accommodate the bolt sizes. Clean cut the holes without torn or ragged edges. The Department will allow slightly a conical hole from punching.
3.Reamed or Drilled Holes Ream or drill holes so they are cylindrical and perpendicular to the member. Direct the reamer by mechanical means. If mechanical direction is not possible, the Department will allow other methods approved by the Engineer. Remove burrs on the surface. Ream and drill with twist drills, twist reamers, or roto -broach cutters. Assemble and secure connecting parts that are being reamed or drilled and m atch -marked before disassembling.
4.Accuracy of Holes Drill or ream holes with diameters that do not deviate more than 1/32 in [1 mm] from the drill or reamer nominal diameter. will be accepted by Engineer Ensure the width of slotted holes produced by fl ame cutting or a combination of drilling or punching and flame cutting does not exceed the nominal width by greater than 1/32 in [1 mm]. Grind flame -cut surfaces until smooth. STRUCTURAL STEEL 506.04 355 (b) Accuracy of Hole Group
1.Accuracy Before Reaming Punch full -size, subpunch ed, or subdrilled holes after assembling, but before reaming, so a cylindrical pin ⅛ in [3 mm] smaller in diameter than the nominal size of the punched hole may be placed perpendicular to the face of the member, without drifting, in at least 75 percent of the contiguous holes in the same plane. The Engineer will reject holes, if a pin 3/16 in [5 mm] smaller in diameter than the nominal size of the punched hole cannot be inserted.
2.Accuracy After Reaming The Engineer considers the maximum allowed offset o f 85 percent of adjacent holes through adjacent thicknesses of metal as 1/32 in [1 mm] after reaming. Use steel templates with hardened steel bushings in holes measured from the connection centerlines as inscribed on the template. Use connection centerlin es if locating templates from the milled or scribed ends of members.
c.Numerically -Controlled Drilled Field Connections Instead of drilling and reaming holes, drill or punch full -size bolt holes in unassembled pieces, connections, or both.
d.Holes for Ribbed Bolts, Turned Bolts, or Other Approved Bearing -Type Bolts Subpunch or subdrill holes for ribbed bolts or turned bolts 3/16 in [5 mm] smaller than the bolt nominal diameter of the bolt. When assembled, ream or drill from the solid plate assembly. Provide finished holes with a driving fit.
e.Preparation of Field Connections Subpunch or subdrill and ream when assembled, or drill full -size holes to a steel template in field connections and splices of main members of trusses, arches, continuous beam spans, bents, tower faces, plate girders, and rigid frames. For holes for field splices of rolled beam stringers continuous over floor beams or cross frames, drill full -size unassembled to a steel template. Alternatively, drill full -size holes, unassemble d to a steel plate for floor beams or cross frames. For floor beams and stringer field end connections, subpunch and ream while assembled, or drill full -size to a steel template. Bolt the template in place before reaming or drilling full -size field connec tion holes through a steel template. Use template duplicates of the reaming matching members or the opposite faces of a single member. Locate templates for connections on similar parts or members to duplicate the parts or members without match -marking. Use holes drilled full -size through thicknesses or material assembled in position for connections, instead of subpunching and reaming or subdrilling and reaming.
506.04 Structural Steel
356 (9) Pins and Rollers
a.General Fabricate straight, smooth pins and rollers in accordance with Subsection 725.02, “Steel Castings .”
b.Boring Pin Holes Bore smooth, straight pin holes to the diameter required by the Contract at 90 angles to the axis of the member and parallel with each other. Use a finishing c ut to produce the final surface. Produce a pin hole diameter no greater than 0.02 in [0.5 mm] larger than the pin for pins 5 in [125 mm] or smaller in diameter. For larger pins, produce a pin hole diameter no greater than 1/32 in [1 mm]. Ensure the outside -to-outside distance of end holes in tension members and the inside -to-inside distance of end holes in compression members varies from the specifications no greater than 1/32 in [1 mm]. Bore pin holes in built -up members after assembly.
c.Threads for Bolts and Pins Provide threads on bolts and pins for structural steel construction in accordance with screw threads Profile ANSI B1.13 (B1.13 M), with a tolerance Class 6G for external threads and Class 6H for internal threads.
10.Annealing and Stre ss Relieving Machine, finish bore, and straighten annealed or normalized members before heat treatment in accordance with ASTM A 941. Ensure points on the member do not differ by more than 100 °F [38 °C]. Do not allow annealing or normalize members of Gra de 100/100W (690/690W) or Grade 70W (485W) steels. Stress -relieve as required by the Contract. Record each furnace charge, identify pieces in the charge, and record the temperatures and schedule used. Provide recording pyrometers to determine the tempera tures of materials in the furnace. Make records available for the Engineer’s approval. The maximum holding temperature for stress relieving Grade 100/100W (690/690W) and Grade 70W (485W) steels is 1,100 °F [595 °C] and 1,050 °F [565 °C], respectively. Stress parts built up by welding sections of plate together in accordance with Subsection 4.4 of ANSI/AASHTO/AWS D1.5, Bridge Welding Code.
11.Curved Girders
a.General Cut flanges of curved, welded girders to the radii required by the Contract. Alternat ively, curve flanges of curved, welded girders with heat if the radii is in accordance with AASHTO Standard Specifications for Highway Bridges . STRUCTURAL STEEL 506.04 357 (b) Heat Curved Rolled Beams and Girders
1.Materials Do not heat curved steels manufactured to a Contract requi red minimum yield point greater than 50 ksi [345 MPa].
2.Type of Heating Curve beams and girders using continuous or V -type heating as approved by the Engineer. Using the continuous method, simultaneously heat a strip along the edge of the top and bottom flange. Ensure the strip obtains the Contract required curvature. Use the V -type method and heat the top and bottom flanges in truncated triangular or wedge -shaped areas with their base along the flange edge and spaced at regular intervals. Obtain the Co ntract required curvature. At the same rate, heat along the top and bottom flange. End the apex of the truncated triangular area before reaching the web juncture and the flange. The Department will not allow applying heat to the web. If the curvature r adius is at least 1,000 ft [300 m], extend the apex of the truncated triangular heating pattern to the flange and web juncture. If the curvature radius is less than 1,000 ft [300 m], extend the apex of the truncated triangular heating pattern ⅛ of the fla nge width or 3 in [75 mm], whichever is less. Construct the truncated triangular pattern with an angle from 15° to 30°, with a base no greater than 10 in [250 mm]. The Engineer may approve pattern variations. After cooling, locate the flange edges to be heated on the inside of the horizontal curve. If the flanges have a thickness of at least 1¼ in [32 mm], concurrently heat both flange surfaces.
3.Temperature Ensure the steel temperature does not exceed 1,150 °F [620 °C]. Artificially cool the girder a fter it has naturally cooled to 600 °F [315 °C]. Obtain the Engineer’s approval of the artificial cooling method.
4.Position for Heating Heat -curve girders with webs in vertical or horizontal positions. If webs vertically curved, support the girder to p revent overturning. If webs horizontally curved, support the girder at the ends and intermediate points to obtain a uniform curve. Ensure that the flange bending stress does not exceed the Contract required design stress. If horizontally heating the gird er, position intermediate safety catch blocks at the girder midlength within 2 in [50 mm] of the flanges.
5.Sequence of Operations Heat -curve the girder in the fabrication shop before painting. Heat -curve before or after welding the transverse intermediate stiffeners. Unless providing for girder shrinking, attach connection plates and bearing stiffeners after heat curving. If longitudinal stiffeners are required by the Contract, separately heat -curve or oxygen -cut the stiffeners, and then weld
506.04 Structural Steel
358 them to the curved girder. Attach cover plates to rolled beams before curving if the total thickness of one flange and cover plate is less than 2½ in [65 mm] and the curvature radius is at least 1,000 ft [300 m]. For other rolled beams with cover plates , heat -curve the beams before attaching the cover plates. Before welding to the curved bottom, separately heat -curve or oxygen -cut these cover plates.
6.Camber Camber girders before heat -curving. Use heat -cambering methods to camber rolled beams as appr oved by the Engineer. For plate girders, cut the web to the Contract required camber, and allow for shrinkage. Apply heat to correct deviations as directed by the Engineer.
7.Measurement of Camber Curves The Engineer will measure horizontal curves and v ertical camber after the completion of welding and heating and the flanges have cooled to a uniform temperature. Check horizontal curves with the girder in the vertical position.
12.Full -Size Tests Provide facilities, material, supervision, and labor to make and record the full -size tests of fabricated structural members required by the Contract.
13.Marking and Shipping Paint and mark members with an erection mark shown on the Working Drawings. At the Engineer’s request, provide copies of material orde rs, shipping statements, and erection drawings, showing the weight of the individual members. Mark the weight of members over 6,000 lb [3,000 kg] on the material orders, shipping statements, and erection drawings. Ship fastener components from each rotati onal -capacity lot in the same container. If each nut and washer size has one production lot number, ship them in separate containers. Ship pins, small parts, and packages of bolts, nuts, and washers in boxes, crates, kegs, or barrels, with a gross weight per package no greater than 300 lb [140 kg]. Mark a list and description of the contained materials on the outside of each shipping container.
F.Assembly
1.Bolting Clean surfaces of metal before assembling. Pin and draw together assembled member part s before drilling, reaming, or bolting. Disassemble pieces to remove burrs and shavings. Ensure members do not contain deformities. Drift position during assembly only enough to bring the parts together without enlarging the holes or distorting the metal during assembly . Place a washer that turns under the bolted assembly element during installation. STRUCTURAL STEEL 506.04 359 (2) Welded Connection Make surfaces and edges uniform, clean, and smooth. Prepare edges in accordance with ANSI/AASHTO/AWS D1.5, Bridge Welding Code.
3.Preassembly of Field Connections
a.General Preassemble main member field connections of trusses, arches, continuous beams, plate girders, bents, towers, and rigid frames before erecting to verify the geometry of the completed structure or unit and to veri fy or prepare field splices. Submit preassembly details for the Engineer’s approval. Use preassembly methods and details as shown on the erection drawings and camber diagrams. Preassemble at least three contiguous panels or sections adjusted for line and camber. For successive assemblies include at least one panel or section of the previous assembly. If necessary, reposition and pin assemblies for alignment. Add at least two sections or panels to the advancing end. For structures longer than 150 ft [45 m], make each assembly at least 150 ft [45 m] long, regardless of the length of individual continuous panels or sections. Begin assembly from a structure location in one or both directions as required by the Contract.
b.Bolted connections Prepare bolt ed connection holes in accordance with Subsection 506.04.E(8), “Bolt Holes.” If applicable, assemble major components with milled ends of compression members in full bearing, then ream subsized holes to the size required by the Contract.
c.Check Assembly/Numerically Controlled Drilling Make a check assembly for each major struc tural type on the Project if using numerically controlled drilling or punching. Fabricate the check assembly at least three contiguous shop sections. For a truss, fabricate the check assembly of members associated with at least three contiguous chord len gths. Base check assemblies on considerations such as the order of erection, joints in bearings, and special complex points. With the exception of check assemblies, the Department does not require shop assemblies. Recheck inaccurate check assemblies at no additional cost to the Department. Obtain Engineer approval for each assembly before reaming or dismantling numerically controlled drilled check assembly.
d.Field Welded Connections Do not use field welded connections unless required by the Contract. Verify the fit of members with the segment preassembled in accordance with Subsection 506.04.F(3)(a), “General.”
4.Match -Marking Provide a di agram of match -marked connecting parts preassembled in the shop to ensure they fit in the field.
506.04 Structural Steel
360 (5) Connections Using Unfinished or Turned Bolts
a.General Use unfinished, turned, or ribbed bolts as required by the Contract in accordance with ASTM A 568, Property Class 4.6, 60 ksi [400 MPa] tensile strength. Use bolts with single self-locking nuts or double nuts. Use beveled washers where bearing faces have a slope of at least 1:20 with respect to a plane normal to the bolt axis. Refer to Subsection 506.04.F.6, “Connections Using High -Strength Bolts,” for high -strength bolted connections.
b.Turned Bolts Provide turned bolts with a body surface ANSI roughness no greater than 0.125 in [3.2 mm]. Provide hex -heade d bolts and nuts of the Contract required nominal size. Ream holes for turned bolts. Provide bolts for a light driving fit. Keep bolt threads outside of the holes. Provide a washer under the nut.
6.Connections Using High -Strength Bolts
a.General Use Direct Tension Indicators (DTI) on connections using high -strength bolts. Install bolts in holes in accordance with Subsection 506.04.E(8), “Bolt Holes.”
b.Bolted Parts Use steel material within the grip of the bolt with no compressible material. Fabricate bolted steel parts to fit together after tightening the bolts. Limit the maximum slope of the surfaces of parts in contact with the bolt head or nut to 1:20 with respect to a plane normal to the bolt axis.
c.Surface Conditions Paint the faying surfaces requiring paint including slip critical connections using a Class B primer with a minimum slip coefficient of 0.5, tested in accordance with the Research Council on Structural Connections "Test Method to Deter mine the Slip Coefficient for Coatings Used in Bolted Joints." Use an inorganic zinc primer of the Inorganic Zinc/Epoxy/Urethane (IZ -E-U) paint system in accordance with Subsection 730.02, “Requirements for Paint Syste ms” when the (IZ -E-U) paint system is required in painted joints. Before blast -cleaning and painting, remove burrs that prevent seating in the snug -tight condition. During assembly, clean joint surfaces. Repair damage that would prevent solid seating of the connected parts in the snug -tight condition. If the Contract requires a paint system other than IZ -E-U. Otherwise treat the joint as a non -painted joint. Assemble the painted joints after the primer cured for the minimum time used in the qualifying test. Do not paint areas in non -painted joints closer than one bolt diameter, but at least 1 in [25 mm], from the edge of holes and bolt pattern areas. During assembly, clean joint surfaces of foreign material and scale, except tight mill scale. Remove b urrs that prevent connected parts from seating in the snug -tight condition. STRUCTURAL STEEL 506.04 361 Hot-dip-galvanize faying surfaces in accordance with AASHTO M 111, and rough with a hand wire brush.
d.Installation
1.General Install fasteners of the same lot number together. Protect fasteners from dirt and moisture. From protected storage, remove the number of fasteners that will be installed and tightened during a work shift. Return unused fasteners to protected storage. Do not clean lubricant from fasteners. Before inst allation, clean, re -lubricate, and test slip -critical connection fasteners for rotational capacity. Lubricate galvanized nuts with a lubricant containing a visible dye. Provide plain bolts oily to the touch when delivered and installed. Remove lubricant before painting. When using the turn -of-the nut method or when required by the Engineer, and/or when required by the Contract documents, provide a Skidmore -Wilhelm calibrator, or an approved bolt —tension measuring device, at job sites that require the ins tallation and tightening of high -tension strength fasteners. Use the tension -measuring device for the rotational —capacity test and to confirm the requirements of Table 506:6, “Minimum Required Bolt Tension (English),” Table 506:7, "Minimum Required Bolt Tension (Metric)," and the wrench calibration. Ensure the bolting crew understands the tightening method. For short grip bolts, use DTI with solid plates to test as follows: Check the DTI with a longer grip bolt in the Skidmore -Wilhelm calibrator. Ensure the frequency of confirmation testing, number of tests to be performed, and test procedure are in accordance with Subsection 506.04.F(6)(d)4), “Turn of Nut Tightening,” and Subsection 506.04.F(6)(d)6), “Direct Tension Indicator Tightening.” At least annually, confirm the accuracy of the tension measuring device by a Department approved testing agency. Install and tighten fasteners together with Contract required washers at specified locations in accordance with Subsection 506.04.F(6)(d)3), "Washers," and in aligned holes. Tighten to at least the minimum tens ion specified in Table 506:6 and Table 506:7 . Use the direct tension indicator method where required by the Contract.
506.04 Structural Steel
362 Table 506:6 Minimum Required Bolt Tension (English) a Bolt Size, in AASHTO M 164 and ASTM FF 3125, lbf AASHTO M 253 and ASTM A 490M, lbf ⅝ 19,000 24,000 ¾ 28,000 35,000 ⅞ 39,000 49,000 1 51,000 64,000 1⅛ 56,000 80,000 1¼ 71,000 102,000 1 3/8 85,000 121,000 1 ½ 103,000 148,000 a Equal to 70 percent of the Contract required minimum tensile strength of bolts, rounded to the nearest 1,000 lb. Table 506:7 Minimum Required Bolt Tension (Metric) a Bolt Size, mm AASHTO M 164 and ASTM FF 3125, kN AASHTO M 253 and ASTM A 490M, kN 16 91.2 114 20 142 179 22 176 221 24 205 257 27 267 334 30 326 408 36 476 595 a Equal to 70 percent of the Contract required minimum tensile strength of bolts, rounded to the nearest 0.1 kN. Provide capacity and air to tighten each bolt in 10 seconds if using impact wrenches. The Department will not allow reusing AASHTO M 253 and AASHTO M 164 fasteners. The Engineer will not consider touching -up or re -tightening previously tightened bolts that were loosened by the tightening of adjacent bo lts as re -use, provided the snugging -up continues from the initial position and does not require greater rotation than specified by Table 506:8 . STRUCTURAL STEEL 506.04 363 Table 506:8 a Nut Rotation for Snug -Tight Condition Geometry of Outer Faces of Bolted Parts b Bolt Length (measured from Head Underside to Bolt End) Both Faces Normal to Bolt Axis One Face Normal to Bolt Axis, Other Face Sloped No More Than 1:20 (Bevel Washers Not Used) Both Faces Normal to Bolt Axis, Other Face Sloped No More Than 1:20 (Bevel Washers Not Used) ≤4 diameters ⅓ turn ½ turn ⅔ turn <4 – 8 diameter ½ turn ⅔ turn 5/6 turn <8 – 12 diameters c ⅔ turn 5/6 turn 1 turn a Applicable to connections where material within the grip of the bolt is steel. b Nut rotation is relative to bolt, regardless of the element being turned. The tolerance is a 30° range for bolts installed by ½ turn or less. The tolerance is a 45° range for bolts installed by ⅔ turn or more. c For bolt lengths greater than 12 diameters, determine the required rotation by tests in a tension device simulating the actual conditions. Snug -tightness exists if the plies of the joint are in firm contact. Use a few impacts of an impact wrench or a full effect of a worker using an ordinary spud wrench to attain snug tightness. Install the bolts in the connection holes and snug -tighten them from the most rigid part of the connection to the free edges. Snug -tighten the bolts and ensure the connectio n fully compacts.
2.Rotational -Capacity Tests Subject black and galvanized, high -strength fasteners to job -site rotational -capacity tests in accordance with AASHTO M 164 and the following: Include washers as part of the test. Test each combination of bolt production lot, nut lot, and washer lot as an assembly. If washers are required by the Contract, include them in the lot identification. Assign a rotational -capacity lot number to each combination of lots tested. Test at least two assemblies per rotational -capacity lot. Assemble and test bolt, nut, and washer assemblies in a Skidmore -Wilhelm Calibrator or approved device. For bolts too short to test in a Skidmore -Wilhelm Calibrator, test the assembly in a steel joint. Calculate the maximum torque requirement using a P -value equal to the turn test tension.
506.04 Structural Steel
364 After snug -tightening, tighten the fastener twice the number of turns specified in Table 506:8, "Nut Rotation for Snug -Tight Conditions," in a Skidmore -Wilhelm Calibrator or other Department approved device. During this test, ensure that the maximum recorded tension is equal to or greater than the turn test tension. After exceeding the turn test tension of 1.15 times the fastener tension, record one reading of tensio n and torque. Ensure the measured torque at a tension “P” follows the equation: 4DP£ where £ = Measured torque, foot·pounds [Newton meter], P = Measured bolt tension, pounds [kilonewtons], and D = Bolt diameter, feet [millimeters].
3.Washers Use a hardened beveled washer to compensate for the lack of parallelism where the outer face of the bolted parts has a slope greater than 1:20. Use hardened square or rectangular beveled washers for American Standard Beams and Channels in accordance with AASHTO M 293. Clip washers at least ⅞ of the bolt diameter from the center of the washer on one side where necessary. For hardened washers not Contract required for connections, use AASHT O M 164 and AASHTO M 253 bolts, except as follows: Use hardened washers under the head and the nut if installing AASHTO M 253 bolts in material with a Contract required yield point less than 40 ksi [275 MPa], Use a hardened washer in accordance with AASHTO M 293 if installing AASHTO M 164 bolts or AASHTO M 253 bolts 1 in [24 mm] or smaller in diameter in oversize or short -slotted holes in an outer ply, Use hardened washers in accordance with AASHTO M 293 under the head and the nut. Ensure the combined thic kness of hardened washers does not exceed 5/16 in [8 mm], Provide a plate washer or continuous bar at least 5/16 in [8 mm] thick to cover the slot. Ensure the combined thickness of hardened washers does not exceed 5/16 in [8 mm] if installing AASHTO M 164 bolts or AASHTO M 253 bolts with a diameter of 1 in [24 mm] or smaller in a long -slotted hole in an outer ply and is structural gr ade material needing hardening. If using AASHTO M 253 bolts greater than 1 in [24 mm] in diameter in long -slotted holes in external plies, use a single hardened washer in accordance with AASHTO M 293 at least 5/16 in [8 mm] thick, and STRUCTURAL STEEL 506.04 365 Use alternative design fasteners in accordance with Subsection 724.02, “High -Strength Fast eners,” with a bearing circle on the head or nut with a diameter at least that of hardened washers in accordance with AASHTO M 293 without washers.
4.Turn -of-Nut Tightening Use hardened washers in accordance with Subsection 506.04.F(6)(d)3), “Washers ,” if turn -of-nut tightening is specified. Test nut tightening with a device that indicates bolt tension at the start of the work. Provide samples of at least three bolt-and-nut assemblies of each diameter, length, and grade. Show that the method for estimating the snug -tightness and controlling the turns develops a tension at least 5 percent greater than the tension specified in Table 506:6, “Minimum Required Bolt Tension (English),” and Table 506:7, "Minimum Required Bolt Tension (Metric)." Retest if directed by the Engineer. Tighten bolts in accordance with Table 506:6 and Table 506:7 after snug -tightening. Ensure the fastener part not turned by the wrench does not rotate. Tighten from the most rigid part to the free edges of the joint.
5.Installation of Alternative Design Bolts If fasteners designed to indicate the bolt tension or to auto matically provide the tension specified in Table 506:6, “Minimum Required Bolt Tension (English),” Table 506:7, "Minimum Required Bolt Tension (Metric)," and Subsection 724.02, “High -Strength Fasteners,” are to be installed, test a sample at least three bolt-and-nut assemblies of each diameter, length, and grade. If flat -hardened washers are required by the Contract, include them in the test assembly. Arrang e the washers in the connections to be tensioned. Test calibration to show that each bolt tenses at least 5 percent greater than the tension specified in Table 506:6 and Table 506:7 . Follow the manufacturer’s installation procedure. Re-test if directed by the Engineer. Install bolts in connection holes and tighten to bring plies of the joint into firm contact without yielding if using alternative design fasteners to control or indicate bolt tension of the fasteners. Do not fracture the control or indicator. To minimize relaxation of previously tightened fasteners, continue to tighten from the most rigid part of the connection to the free edges. Tensioning may require more than one cycle of partial tightening before final twist -off of the control or indicator of individual fasteners.
6.Direct Tension Indicator Tightening Used in accordance with Subsection 724.02, “High -Strength Fasteners,” with high -strength bolts to verify start bolt tension. Test assemblies in accordance with Subsection 506.04.F(6)(d)6)6.1), “Verification,” and install them in accordance with Subsection 506.04.F(6)(d)6)6.2), “Installation.” Install DTIs with the protrusions against the head of the bolt, and turn the nut to tighten the fastener. Prevent the element against the DTI from turning during installation and final tensioning.
506.04 Structural Steel
366 During verification, do not exceed the maximum number of refusals after snugging allowed by the Contract. 6.1) Verification Perform verification testing in a calibrated bolt tension -measuring device. Use a flat insert instead of the bolt head holding the i nsert. Perform three verification tests for each combination of fastener rotational -capacity lot, DTI lot, and DTI position relative to the turned element. Do not turn the element against the DTI. Test in two stages. Install the bolt, nut, and DTI assem bly so from three threads to five threads are between the bearing face of the nut and the bolt head. Tighten the fastener first in accordance with the load specified in Table 506:9, “Direct Tension Indicator Requirements,” under verification tension for t he grade and diameter of the fastener. If using an impact wrench, tighten to slightly below the DTI -specified load and then use a manual wrench to tighten to the Contract required tension. Record the number of refusals of a 0.005 in [0.125 mm] tapered fee ler gauge in the spaces between the protrusions. Ensure the maximum number of refusals for coated DTIs does not exceed one less than the spaces on the DTI. The Engineer will reject the DTI if the number of refusals exceeds the values in Table 506:9, or i f spaces refuse the gauge. Table 506:9 Direct Tension Indicator Requirements (English) a Bolt Size (Diameter), in Verification Testing, kip Maximum Verification Refusals DTI Spaces Minimum Installation Refusals M 164 M 253 M 164 M 253 M 164 M 253 M 164 M 253 A 325 A 490 A 325 A 490 A 325 A 490 A 325 A 490 ⅝ 20 25 1 2 4 5 2 3 ¾ 29 37 2 2 5 6 3 3 ⅞ 41 51 2 2 5 6 3 3 1 54 67 2 3 6 7 3 4 1⅛ 59 84 2 3 6 7 3 4 1¼ 75 107 3 3 7 8 4 4 a The test methods refer to AASHTO M 164, ASTM FF 3125, AASHTO M 253, and ASTM A 490. STRUCTURAL STEEL 506.04 367 Table 506:10 Direct Tension Indicator Requirements (Metric) a Bolt Size (Diameter), mm Verification Testing, kN Maximum Verification Refusals DTI Spaces Minimum Installation Refusals M 164 M 253 M 164 M 253 M 164 M 253 M 164 M 253 A 325 A 490 A 325 A 490 A 325 A 490 A 325 A 490 16 88.96 111.2 1 2 4 5 2 3 20 129 164.6 2 2 5 6 3 3 22 182.4 226.9 2 2 5 6 3 3 24 240.2 298 2 3 6 7 3 4 27 262.4 373.6 2 3 6 7 3 4 30 333.6 475.9 3 3 7 8 4 4 36 395.9 564.9 3 3 7 8 4 4 a The test methods refer to AASHTO M 164, ASTM FF 3125, AASHTO M 253, and ASTM A 490. Tighten the fastener until the 0.005 in [0.125 mm] feeler gauge does not fit in spaces and at least one gap remains after recording the number of refusals. Record the load at this condition and remove the fastener from the tension -measurer. Reject the DTI lot if the nut cannot be hand -reassembled for the thread length of the bolt (excluding thread runout), unless the recorded load is less than 95 percent of the average load measured in the rotational -capacity test of the fastener lot, as specified in Subsection 506.04.F(6)(d)2), “Rotational -Capacity Tests. ” If the bolt is too short to test in the calibration device , test the DTI on a long bolt in a calibrator in accordance with Subsection 506:04.F(6)(d)6), "Direct Tension Indicator Tightening." Determine the number of refusals at the verification tension listed in Table 506:9, “Direct Tension Indicator Requirements (English),” and Table 506:10, “Direct Tension Indicator Requirements (Metric).” Test another DTI from the same lot with a short bolt in a work hole . Tighten the fastener assembly until the 0.005 in [0.125 mm] feeler gauge does not fit in spaces and at least one gap remains. Disassemble the fastener, remove it from the hole, and reassemble it by hand for the thread length of the bolt, excluding thre ad runout. Reject the DTI lot if the nut cannot be run down this thread length. 6.2) Installation Install the fastener using DTIs in two stages. Ensure the fastener element does not rotate against the DTI. Snug the connection with bolts installed in the connection holes, and tighten them to bring the plies of the connection into firm contact. If the number of spaces in which a 0.005 in [0.125 mm] feeler gauge is refused exceeds those listed under “Maximum Verification Refusals” in Table 506:9, “Direct Tension Indicator Requirements
506.04 Structural Steel
368 (English),” and Table 506:10, “Direct Tension Indicator Requirements (Metric),” replace the assembly, and snug tight. Tighten the connection until the number of re fusals of the 0.005 in [0.125 mm] feeler gauge is equal to or greater than the number listed under “Minimum Installation Refusals” in Table 506:9 and Table 506:10. To minimize relaxation of pr eviously tightened fasteners, tighten fasteners from the most rigid part of the connection to the free edges. If no gap remains, replace the assembly.
7.Inspection Inspect the tightened bolts in the presence of the Engineer within 24 hr of bolt tightenin g. Use an inspection torque wrench, or alternative fasteners or DTIs. Individually place three bolts of the same grade, size, and condition as those under inspection in a device calibrated to measure bolt tension. Calibrate them at least once per inspect ion day. Washers, if used on the structure, use one washer under the part turned in tightening each bolt. If not using washers, use the same specification material that abuts the part turned in the tension -measurer. In the calibrated device, tighten bolt s to the Contract required tension. Apply the inspecting wrench to the tightened bolt to determine the torque required to turn the nut or head 5°, 1 in [25 mm] at a 12 in [300 mm] radius, in the tightening direction. Use the average of the torque require d for three bolts as the job-inspection torque. Randomly select at least two tightened bolts in each connection. Apply the job-inspection torque to selected bolts. Hold the bolts with the inspecting wrench in the tightening direction. If this torque doe s not turn bolt heads or nuts, the bolts are properly tightened. If the torque turns at least one bolt head or nut, apply the job -inspection torque to bolts. Tighten and re -inspect bolts with heads or nuts that turn, or re -tighten bolts and re-submit for inspection.
7.Welding Ensure that welding, welder qualifications, prequalification of weld details, and inspection of welds are in accordance with ANSI/AASHTO/AWS D1.5, Bridge Welding Code. Do not weld or tack brackets, clips, shipping devices, and other material to members unless otherwise shown by the Shop Drawings.
G.Erection
1.General Provide tools, machinery, and equipment to erect the structure. Ensure falsework and forms are in accordance with Section 502, “Forms , Falsework, and Temporary Works.” STRUCTURAL STEEL 506.04 369 (2) Handling and Storing Material Place material stored at the job site above the ground on skids. Keep material clean and drained. Place and shore girders and beams upright. Support long members, such as columns and chords, on skids placed close enough together to prevent deflection. Check the material received against shipping lists if the Contract requires erection only and promptly report shortages or injuries to the Engineer in writing. After receiving material, assume responsibility for damaged or lost material.
3.Bearings and Anchorages Provide and install bridge bearings and anchors in accordance with Section 507, “Bearing Assemblies. ” If placing the steel superstructure on a subst ructure, verify the construction of concrete pedestals as shown on the Plans before ordering material. Weld additional vertical bearing stif feners to the beam or girder if actual centerline bearing of the assembly does not line up horizontally within 2 in [50 mm] of the vertical bearing stiffener plates
4.Erection Procedures
a.Conformance to Drawings Erect as the Contract requires and in accordance with erection drawings. Revise drawings and verify stresses and geometry for deviations from the erectio n procedure.
b.Erection Stresses Allow for erection stresses due to unapproved methods of erection or equipment that will remain in the finished structure as locked -in stresses. Provide material to keep stresses within specified limits. Provide temporar y bracing or stiffening devices during erection to accommodate handling stresses in individual members or segments of the structure.
c.Maintaining Alignment and Camber Support segments of the structure during erection to align and camber in the completed structure. Install cross frames and diagonal bracing for stability and correct geometry. Provide temporary bracing to ensure structure alignment and camber.
5.Field Assembly Clean bearing surfaces and permanent contact surfaces before assembling in ac cordance with erection drawings. Do not hammer or damage the members. Assemble splices and field connections with at least two cylindrical erection pins per part. Ensure there are at least eight cylindrical erection driftpins per splice or connection. I nstall at least four driftpins in the web, two driftpins in the top flange and two driftpins in the bottom flange. Place the pins in the corner holes of the splice plates. Where field bolted diaphragms are required by the Contract, erect at least every o ther diaphragm at the time the beams are set in place with bolts or driftpins placed in half of the connection holes. Where field welded diaphragms are
506.05 Structural Steel
370 required by the Contract, erect diaphragms as the beams are set in place by a ¾ inch [20 mm] make -up bo lt at each connection point. Install additional cylindrical driftpins to align the parts. Fill the remaining holes with bolts, and tighten them from the most rigid part of the connection to the free edges. Replace cylindrical driftpins with tightened bol ts. Release temporary erection supports at a splice or connection after t ightening the bolts. Start special assembly and support situations on the erection and falsework drawings. Fitting -up bolts may be the same high -strength bolts used in the installati on. If other fitting -up bolts are required by the Contract, use the same nominal diameter as the high -strength bolts. Use cylindrical driftpins 1/32 in [0.75 mm] larger than the bolts.
6.Pin Connection Use pilot and driving nuts to drive pins at no add itional cost to the Department. Drive the pins to fully bear members. Screw pin nuts tight, and burr the threads at the face of the nut with a pointed tool.
7.Misfit Correct minor misfits if approved by the Engineer. Correct errors, reaming, cutting, chipping, or other misfits at no additional cost to the Department. The Engineer will reject errors in the shop fabrication or deformation from handling and transport.
H.Expansion Joints Install expansion joints in accordance with Section 518 “Construction Joints and Expansion Devices .”
506.05 Method of Measuremen T
The Engineer will calculate weight on the basis of the net finished dimensions of the parts required by the Contract. The Engineer will measure approved substituted sections larger than those required by the Contract by the weight of the original sections. The Engineer will not deduct for cuts, clips, copes, bolt holes, pin holes, or weld joint preparation in the measurement calculations. The Department will not consi der and pay for changes in quantities resulting from alternative details proposed by the Contractor in the drawings as approved by the Engineer. Table 506:11 Steel and Iron Density Unit Weights Unit Density, lb/ft³ [kg/m³] Steel, rolled or cast 490 [7,850] Cast iron 445 [7,130] Malleable iron 470 [7,530] Wrought iron 487 [7,800] STRUCTURAL STEEL 506.05 371 The Engineer will measure the weight of rolled shapes on the basis of their nominal weight per foot as required by the Contract. For unspecified weight, refer to AASHTO M 160. The Engineer will measure the weight of plates on the basis of the nominal weight for their width and thickness as required by the Contract, with no allowance for overruns. The Engineer will measure the weight of castings from the dimensions shown on the Shop Drawings, deducting for open holes, and adding 5 percent allowance for fillets and overruns. The Engineer will include steel and iron castings, steel or cast iron pipe for drains and minor items in the weight. For castings or small, co mplex parts, the Engineer will substitute scale weight for calculated weight. The Engineer will include the weight of heads, nuts, single washers, DTIs, and threaded stick -through of high tensile strength bolts in accordance with Table 506:12 and Table 506:13. Table 506:12 Bolt Sizes and Weights (English) Bolt Size, in Weight per 100 bolts, lb ⅝ 31.7 ¾ 52.4 ⅞ 80.4 1 116.7 1⅛ 165.1 1¼ 212 Table 506:13 Bolt Sizes and Weights (Metric) Bolt Size, mm Weight per 100 bolts, kg 16 14.4 20 23.8 22 36.5 24 53 27 75 30 96.4 36 127.3 The Engineer will measure the weight of the following as structural steel: Anchor bolt assemblies, Anchor plates not embedded in concrete, and Diaphragm bolt assemblies for diaphragms between prestressed concrete girders. The Engineer will calculate the weight of threaded bars on the basis of smooth bar of the diameter required by the Contract. The Engineer will determine the weight of nuts and washers from the AISC Reference Manual.
507.02 Bearing Assemblies
372 The Engineer will not include t he weight of additional material required under Subsection 506.04.G(4)(b), “Erection Stresses,” to accommodate erection stresses or the weight of additional bearing stiffeners required under Subsection 506.04.G(3), “Bearings and Anchorages.” The Engineer will measure metal expansion joints in accordance with Section 518, “Construction Joints and Expansion Devices .”
506.06 Basis of Payment
The Depar tment will pay for each pay item at the contract unit price per the specified pay unit as follows: Pay Item: Pay Unit:
A.STRUCTURAL STEEL Pound [Kilogram]
B.STRUCTURAL STEEL A 709 GRADE HPS 70W (485W) Pound [Kilogram] SECTION 507 BEARING ASSEMBLIES
507.01 Description
This work consists of providing and installing bearing assemblies and elastomeric bearing pads.
507.02 Materials
A.General Provide materials in accordance with the following section and subse ctions: Material: Section or Subsection: Welding of Weathering Steel 724.03 Welding of Stainless Steel 724.05A Weathering Steel Bearing Assemblies 724.05.B Stainless Steel Bearing Assemblies 724.05A Elastomeric Bearing Pad 733.06
B.Steel Laminates Provide steel laminates in accordance with AASHTO M 270 Grade 50[345[248] or ASTM A 1011 Grade 40 [276].
C.Stainless Steel Provide stainless steel for Stainless Steel Bearing Assemblies in accordance with Subsection
724.05 A, “Stainless Steel Bearing Assemblies, ” for bearing plates and bearing assemblies, including
anchor bolts, nuts, washers, contact plates, and contact angles.
Source: Oklahoma Standard Specifications for Highway Construction, 2019 Edition. Pages 361–385 of 935.