55 STEEL STRUCTURES
55-1 General
55-1.01 General
55-1.01A Summary
Section 55 -1 includes general specifications for furnishing and erecting structural steel or metalwork. Structural steel (bridge) includes furnishing and erecting structural steel. Furnish structural steel (bridge) includes fabricating and delivering structural steel to the job site ready to incorporate into the work. Erect structural steel (bridge) includes erecting structu ral steel at the job site into final position in the work.
55-1.01B Definitions
thread stickout: The threaded end of a bolt projecting past the outer nut face. unidentified stock material: Material that cannot be identified with certified mill test report s.
55-1.01C Submittals
55-1.01C(1) General
Submit copies of mill orders when orders are placed. Submit certified mill test reports before fabrication. Include CVN impact test results if impact testing is specified. Include grain size if fine grain steel is specified. Except for unidentified stock material, submit certificates of compliance for materials used in the work. Submit a calibration certificate for each bolt tension measuring device and calibrated wrench before use. Submit reports from testing pe rformed on fastener components and assemblies before shipment to the job site. Test reports must include the rotational capacity lot numbers and the reports listed in the " Test Reports ," "Report," "Number of Tests and Retests," and "Certification and Test Report" sections of the referenced ASTM standards. For ASTM F1554 anchor bolts, include chemical composition and carbon equivalence for each heat of steel. For HS connections, submit a record of which lots are used in each joint as an informational submitt al.
55-1.01C(2) Shop Drawings
Submit shop drawings for steel structures electronically to sc.office.associates@dot.ca.gov . Allow 45 days for the Department’s review for highway bridges and 60 days for railway bridges. The shop drawings must include:
1.Sequence of shop and field assembly and erection. For continuous members, include proposed steel erection procedures with calculations that show girder capacity and geometry will be correct.
2.Welding sequences and procedures.
3.Layout drawing of the entire structure with locations of butt welded splices.
4.Locations of temporary supports and welds.
5.Vertical alignment o f girders at each stage of erection.
6.Match -marking diagrams.
7.Details for connections not shown or dimensioned on the plans.
8.Details of allowed options incorporated into the work.
9.Direction of rolling of plates where orientation is specified.
10.Distortion control plan.
11.Dimensional tolerances. Include measures for controlling accumulated error to meet overall tolerances.
12.Material specification and grade listed on the bill of materials.
13.Identification of tension members and fracture c ritical members.
14.Proposed deviations from plans, specifications, or previously submitted shop drawings.
15.Contract plan sheet references for details. SECTION 55 STEEL STRUCTURES Submit camber calculations with the shop drawings.
55-1.01C(3) Check Testing
Submit test samples for check testing to METS. Submit test samples for each heat of maximum thickness of:
1.Tension flanges and webs of fracture critical members
2.Tension flanges and webs of horizontally curv ed girders
3.Hanger plates Furnish plates, shapes, or bars with extra length to provide for removal of check samples. Take samples from any location within the plate. Mark donor plates with the same identifying numbers as the test samples. Remove materia l for test samples in the Engineer's presence. Test samples for plates over 24 inches wide must be 10 by 12 inches with the long dimension transverse to the direction of rolling. Test samples for other products must be 12 inches long taken in the direction of rolling with a width equal to the product width. Submit test samples before fabricating into components. Mark samples with the direction of rolling, heat numbers, and plate numbers using paint or indelible marking material. You may steel stamp samples in one corner of the plate instead of marking.
55-1.01C(4) Quality Control Manual
Submit a plasma cutting QC manual for the manufacturing process. The QC manual must include:
1.Proposed manufacturer and model of the mechanically guided plasma arc cutting equipment to be used in the work , including equipment manuals and any links to website information
2.Methods and frequencies for performing QC during production, including tolerances of cut holes
3.Your form to report actual dimensions taken from random bolt holes cut in production
4.Equipment maintenance schedule
5.Your form to record thickness of material, nominal diameter of hole, noncompliant condition, and method of repair
6.Name of Quality Manager or person responsible for the quality control of plasma cut bolt holes
55-1.01D Quality Assurance
55-1.01D(1) General
Reserved
55-1.01D(2) Qualifications
Welder qualification must comply with AWS D1.5. Each manual torque wrench must have a dial gauge or digital read out. Any electric, pneumatic, or hydraulic calibrated wrench used to tension fasteners must have an adjustable control unit to shut off the wrench at the desired torque. Bolt tension measuring devices and calibrated wrenc hes must be calibrated not more than 1 year before use and at least yearly during the project. The calibration must be performed by an authorized repair and calibration center approved by the tool manufacturer. Certification equipment and calibration stand ards must be traceable to NIST. Calibrate bolt tension measuring devices to be accurate to within 1 percent of actual tension. Calibration must consist of at least 4 evenly spaced verification readings performed over a range of 20 to 80 percent of full sca le. Calibrate calibrated wrenches to be accurate to within 2 percent of actual torque. Calibration must consist of at least 4 evenly spaced verification readings performed over a range of 20 to 100 percent of full scale. If a torque multiplier is used, cal ibrate the torque multiplier and calibrated wrench as a unit. Include sockets and extensions of the same length to be used in the work during calibration. Adjust the SECTION 55 STEEL STRUCTURES manufacturer's torque multiplier during calibration so that the product of the torque mult iplier and the input calibrated wrench reading is within 2 percent of actual torque value. Use this system only as calibrated.
55-1.01D(3) Quality Control
55-1.01D(3)(a) General
Weld ing inspection must comply with AWS D1.5. The Engineer determines the lo cation of all NDT testing for welding. In addition to NDT requirements in AWS D1.5, ultrasonically test 25 percent of all main member CJP groove welds in butt joints subject to calculated tension in material over 1/2 inch thick. Perform NDT on 100 percent of each pin as follows:
1.MT under ASTM A788, S 18, with no linear indication allowed exceeding 3 mm
2.UT under ASTM A788, S 20, level S and level DA in two perpendicular directions For bolts installed as snug tight, rotational capacity testing and installation tension testing are not required.
55-1.01D(3)(b) Source Quality Control
55-1.01D(3)(b)(i) General
Reserved
55-1.01D(3)(b)(ii) Rotational Capacity Testing
Perform rotational capacity testing on HS fastener assemblies before shipment to the job site. Perform rotational capacity testing under ASTM F3125, Annex A2 regardless if the assemblies are plain or coated. Test each combination of bolt production lot, nut lot, and washer lot as an assem bly. Assign a rotational capacity lot number to each combination of lots tested. Mark each shipping unit of fastener assemblies with the rotational capacity lot number. Test 2 fastener assemblies from each lot. Both fastener assemblies tested from a rotati onal capacity lot must pass for the lot to be acceptable. Use 1 hardened washer under the nut for testing. Test zinc -coated assemblies after lubrication. You do not need to test cap screws , bolts used for slip base plates , or tension -control bolts .
55-1.01D(3)(b)(iii) Plasma Cutting Qualification
In the presence of the Engineer, you must demonstrate your ability to meet the requirements of section
55-1.02E(6)(b)(i) Cut 10 holes of the sa me diameter, grade, and thickness of material to be used in
production. Successful demonstration material may be incorporated into the project. Submit an inspection request form to METS at least 7 days before performing plasma cutting qualification tests.
55-1.01D(3)(c) Field Quality Control
55-1.01D(3)(c)(i) General
Perform job site HS fastener testing in the Engineer's presence. Attach the tension measuring device to a steel beam or member accessible from the ground. If the bolt head is the turned eleme nt during installation, perform installation tension testing and verification tension testing, including determining inspection torque, by turning the bolt head. SECTION 55 STEEL STRUCTURES The Engineer rejects uninstalled fasteners in the same rotational capacity lot as fasteners th at fail a job site installation tension test or rotational capacity test. Perform additional rotational capacity tests, installation tension tests, and tests to determine new inspection torques on rotational capacity lots if any of the following occur:
1.Any fastener is not used within 3 months after arrival on the job site.
2.Fasteners are improperly handled, stored, or subjected to inclement weather before final tightening.
3.Changes are noted in the original surface condition of threads, was hers, or nut lubricant.
4.Required inspections are not performed within 48 hours after all fasteners in a joint have been tensioned.
55-1.01D(3)(c)(ii) Rotational Capacity Testing
Perform rotational capacity testing on each rotational capacity lot under section 55 -1.01D(3)(b)(iii) at the job site before installation.
55-1.01D(3)(c)(iii) Installation Tension Testing
Perform installation tension testing on each rotational capacity lot before installation. Test 3 representative HS fastener assemblies under section 8 of Specification for Structural Joints Using High-Strength Bolts of the RCSC. For short bolts, test 3 representative HS fastener assemblie s under "Pre-Installation Verification Procedures" of Structural Bolting Handbook of the Steel Structures Technology Center.
55-1.01D(3)(c)(iv) Verification Tension Testing
Perform fastener tension testing to verify minimum tension in HS bolted connections no later than 48 hours after all fasteners in a connection have been tensioned. In the presence of the Engineer, test 10 percent of each type of fastener assembly in each HS bolted connection for minimum tension. Check at least 2 assemblies per connection. The Engineer selects fasteners to be tested. Perform testing as follows:
1.Except for fastener assemblies using direct tension indicators, determine minimum tension using the procedure described in sect ion 10 of Specifications for Structural Joints Using High -Strength Bolts of the RCSC . For short bolts, determine the inspection torque using steps 1 through 7 of "Arbitration of Disputes, Torque Method -Short Bolts" in Structural Bolting Handbook of the Ste el Structures Technology Center. The Engineer must be able to read the torque wrench during testing.
2.For fastener assemblies using direct tension indicators, determine tension using the procedure described in section 9.2.4 of Specifications for Structur al Joints Using High -Strength Bolts of the RCSC . The Engineer must be able to access direct tension indicator gaps during testing.
55-1.01D(4) Department Acceptance
The Department inspects structural steel at the fabrication site. Notify the Engineer whe n materials are delivered to the fabrication site. Allow at least 10 days between giving notice and starting fabrication. Results of check testing are delivered to you within 20 days of receipt of samples at METS. For multiple samples submitted on the same day, an additional day is added for every 2 samples submitted and the test report is made for the group of samples.
55-1.02 Materials
55-1.02A General
Reserved
55-1.02B Delivery, Storage, and Handling
Mark the weight of any member weighing over 6,000 lb on the member. Do not bend, scrape, or overstress members during handling and shipping. The Engineer rejects bent or damaged members. Keep structural ma terial clean during loading, transporting, and unloading. SECTION 55 STEEL STRUCTURES Store structural material above ground on supports. Keep material clean, drained, and protected from corrosion. Store girders upright and shored. Support long members on skids placed to prevent defl ection.
55-1.02C Design Requirements
Connection details for highway bridges must comply with AASHTO LRFD Bridge Design Specifications with California Amendments . Design details, fabrication, and workmanship for railway bridges must comply with chapter 15 of AREMA Manual for Railway Engineering .
55-1.02D Materials
55-1.02D(1) General
Materials must comply with the requirements shown in the following tables: Structural Steel Material Specification Carbon steel ASTM A709/A709M, Grade 36 or ASTM A36/A36M a HS low alloy columbium vanadium steel ASTM A709/A709M, Grade 50 or ASTM A992/A992M or ASTM A572/A572M, Grade 50 a HS low alloy structural steel ASTM A709/A709M, Grade 50W or Grade HPS 50W, or ASTM A588/A588M a HS low alloy structural steel plate ASTM A709/A709M, Grade HPS 70W High-yield strength quenched and tempered alloy steel plate suitable for welding ASTM A709/A709M, Grade 100, Grade 100W, or Grade HPS 100W, or ASTM A514/A514M a aGrades you may substitute for the equ ivalent ASTM A709 steel subject to the modifications and additions specified and to the requirements of ASTM A709. SECTION 55 STEEL STRUCTURES Fasteners Material Specification Steel fastener components for general applications: Bolts and studs Anchor bolts HS bolts and studs HS threaded rods HS anchor bolts Nuts Washers Hardened washers ASTM A307 ASTM F1554a ASTM A449, Type 1a ASTM A449, Type 1a or ASTM F1554, Grade 105, Class 2Aa ASTM F1554, Grade 105, Class 2Aa ASTM A563, including appendix X1b ASTM F844 ASTM F436, Type 1, including S1 supplementary requirements Components of HS steel fastener assemblies for use in structural steel joints: Bolts Tension control bolts Nuts Hardened washers Direct tension indicators ASTM F3125, Grade A325 , Type 1 ASTM F3125, Grade F1852, Type 1 ASTM A563, including appendix X1b ASTM F436, Type 1, Circular, including S1 supplementary requirements ASTM F959, Type 325, zinc -coated aUse hardened washers. bZinc-coated nuts tightened beyond snug or wrench tight must be furnished with a dry lubricant complying with supplementary requirement S2 in ASTM A563. Other Materials Material Specification Carbon steel for forgings, pins, and rollers ASTM A668/A668M, Class D Alloy steel for forgings ASTM A668/A668M, Class G Pin nuts ASTM A709/A709M or ASTM A563, including appendix X1a Carbon -steel castings ASTM A27/A27M, Grade 65 -35, Class 1 Malleable iron castings ASTM A47/A47M, Grade 32510 Gray iron castings ASTM A48, Class 30B Carbon steel structural tubing ASTM A500/A500M, Grade B, ASTM A501, ASTM A847/A847M, or ASTM A1085 Steel pipeb ASTM A53, Type E or S, Grade B; ASTM A106, Grade B; or ASTM A139, Grade B Stud connectors AWS D1.5, Type B aZinc-coated nuts tightened beyond snug or wrench tight must be furnished with a dry lubricant complying with supplementary requirement S2 in ASTM A563. bHydrostatic testing will not apply.
55-1.02D(2) Charpy V -notch Requirements
Structural steel used for the following components must comply with CVN impact test requirements of ASTM A709 for Zone 2 :
1.Tension members, tension flanges, eyebars, and hanger plates
2.Splice plates of te nsion members, tension flanges, and eyebars For fracture critical members, minimum CVN impact values are specified in the special provisions. SECTION 55 STEEL STRUCTURES Steel for structural tubing members shown as facture critical or main tension members must comply with the CVN te sting requirements in ASTM A1085.
55-1.02D(3) Structural Steel
Unless otherwise described, structural steel plates, shapes, and bars must comply with ASTM A709/A709M, Grade 50. You may increase girder flange plate thickn ess and length if the change does not decrease any portion of the plates in detailed thickness. For continuous girders, increases in the length of girder flange plates that change locations of butt welds between different thicknesses of flange plates must be authorized before fabrication. Stud-type shear connectors longer than 8 inches may consist of multiple shorter studs connected with complete joint penetration welds. All structural steel that is precut be fore arrival at the fabrication site must be cut so that the primary direction of rolling is parallel to the direction of the main tensile or compressive stress in the member. Do not use coiled steel plate for:
1.Flanges or eyebars
2.Hanger plates
3.Splice plates for flanges or eyebars You may substitute rolled shapes for the welded sections and welded sections for the rolled shapes shown if the substituted members comply with the following:
1.Depth, width, and average thicknesses are at least equal to the replaced shape or section.
2.For welded sections, the flanges are welded to the web with continuous fillet welds on each side of the web.
3.Strength classification of the material is not reduced.
55-1.02D(4) Bearing Pads
Elastomeric bearin g pads must comply with section 51 -3.02.
55-1.02D(5) Castings
Steel, gray iron, and malleable iron castings must have continuous fillets cast in place in reentrant an gles. The radius of curvature of the exposed surface of a fillet will define the fillet size. The size of fillets must be at least one -half the thickness of the thinnest adjoined member but not less than 1/2 inch. Finished casting dimensions must be at lea st equal to the dimensions shown. Castings must not be more than 7.5 percent overweight.
55-1.02D(6) Unidentified Stock Material
You may use unidentified stock material on non -fracture critical members if:
1.No more than 30,000 pounds is used
2.Unidenti fied stock material is segregated from all other materials used in the work
3.Material is authorized before fabrication The Engineer may select samples for testing from each piece of unidentified stock material proposed for use. Testing of samples must b e performed by an authorized laboratory under the applicable ASTM.
55-1.02D(7) Miscellaneous Materials
Caulking must be polysulfide or polyurethane caulking complying with ASTM C920, Type S, Grade NS.
55-1.02E Fabrication
55-1.02E(1) General
Section 55 -1.02E(1) applies to work performed at the source and at the job site. Cut and fabricate steel plates for flanges, eyebars, hanger plates, and splice plates for flanges and eyebars such that the primary direction of roll ing is parallel to the direction of the main tensile or compressive stress in the member. SECTION 55 STEEL STRUCTURES Mechanically cut edges must be clean cut without torn or ragged edges. Ends of girder stiffeners shown as tight -fit must bear on the girder flange with at least point bearing. Local clearances between the end of the stiffener and the girder flange must be at most 1/16 inch. Fabricate floor beams, stringers, and girders having end connection angles to exact length back to back of connection angles. If end connections ar e faced, the finished angle thickness must be at least that shown on the shop drawings. Finished members must be true to line and free from twists, bends, and open joints. Matchmark connecting parts that are preassembled for setting up for welding or for drilling or reaming holes for field connections. Use low -stress stamps for fracture critical members and tension members. Where galvanizing is described, galvanize structural steel under section 75 -1.02B. Neatly finish exposed parts of the work. Slight ly round edges and sharp corners, including edges marred, cut, or roughened during handling or erection. Clean and paint iron and steel surfaces under section 59.
55-1.02E(2) Flatness of Faying and Bearing Surfaces
Surfaces of bearing and base plates and other metal surfaces that contact each other or ground concrete surfaces must be flat to within 1/32 inch in 12 inches and 1/16 inch overall. Surfaces of bearing and base plates and other metal bearing s urfaces that contact mortar, preformed fabric pads, or elastomeric bearing pads must be flat to within 1/8 inch in 12 inches and 3/16 inch overall. Instead of machining, you may heat straighten steel slabs not in contact with other metal bearing surfaces if the above tolerances are met.
55-1.02E(3) Bent Plates
Cold-bent load -carrying rolled steel plates must comply with the following:
1.Direction of bending must be at right angles to the direction of rolling.
2.Radius of bend measured to the concave face must comply with Manual of Steel Construction of the AISC.
3.Before bending, the corners of the plate must be rounded to a 1/16 -inch radius throughout that portion of the plate where bending is to occur. Plates to be bent to a smaller radius than specified in Manual of Steel Construction of the AISC must be bent hot. Hot bent plates must have the direction of bending at right angles to the direction of rolling.
55-1.02E(4) Fastener Threads
Fastener threads for general applications must comply with the following:
1.External threads must comply with the Unified Coarse Thread Series requirements in ANSI B1.1 with Class 2A tolerances before coating with zinc .
2.Internal threads must comply with ASTM A563 . Threads for pin ends and pin nuts 1 -1/2 inches or more in diameter must comply with the following:
1.External threads must be Unified Inch Screw Threads, UN Series with 6 threads per inch, complying with ANSI B1.1 with Class 2A tolerances .
2.Internal threads must be Unified Inch Screw Threads, UN Series with 6 threads per inch, complying with ANSI B1.1 with Class 2B tolerances .
55-1.02E(5) Pin Connections
Pins must:
1.Be turned to the dimensions shown
2.Be straight, smooth, and free from flaws
3.Have the final surface produced by a finishing cut SECTION 55 STEEL STRUCTURES In pins more than 9 inches in diameter, bore a full length hole at least 1 -7/8 inches in diameter along the pin axis after cooling and before annealing. Holes for pins must be:
1.True to the diameter specified
2.At right angles to the member axis
3.Parallel with each other except for pins where nonparallel holes are required
4.Smooth and straight with the final surface produced by a f inishing cut Coat machined surfaces of pins and holes with an easily removed rust inhibitor. The distance between holes for pins must not vary by more than 1/32 inch from that shown when measured outside -to-outside for tension members and inside -to-inside for compression members. The diameter of holes for pins must not exceed the pin diameter by more than 1/50 inch for pins 5 inches or less in diameter or 1/32 inch for larger pins. Bore holes for pins in built -up members after assembly. If authorized, you may bore holes before assembly if the same degree of accuracy is achieved as boring after assembly. Bore pin -connected hanger plates in pairs or in stacks bolted or clamped together such that each pair of hanger plates is matched. Use pilot and driving nut s for driving pins. Drive pins such that the members will bear fully on them. For field assembly use a positive locking device to tighten and secure pin nuts.
55-1.02E(6) Bolted Connections
55-1.02E(6)(a) General
Bolted connections in structural steel joints must be made with HS steel fastener assemblies consisting of one of the following:
1.HS steel bolt, nut, and hardened washer. You may use a direct tension indicator with the bolt, nut, and hardened washer.
2.Tension control bolt, nut, and hardened washer. Each length and diameter of fastener assembly used in any single joint of a HS bolted connection must be from the same rotational capacity lot. Keep a record of which lots are used in each joint.
55-1.02E(6)(b) Bolt Holes
55-1.02E(6)(b)(i) General
Bolt holes must be one of the following:
1.Punched full size
2.Drilled full size
3.Subpunched and reamed
4.Subdrilled and reamed Finished holes for bolts must:
1.Be round within ± 1/32 inch
2.Be perpendicular to the plane of the connection within 1 in 20
3.Be at most 1/16 inch larger than the nominal bolt diameter for bolt diameters less than 1.0 inch
4.Be at most 1/8 inch larger than the nominal bolt diameter for bolt diameters equal to or grea ter than 1.0 inch
5.Be clean cut without torn or ragged edges
6.Be without irregularities that prevent solid seating
7.Have a surface roughness not exceeding 1,000 microinches as defined in ASME B46.1 SECTION 55 STEEL STRUCTURES Holes punched full size, subpunched, or subdrilled must pass a pin 1/8 inch smaller than the nominal hole size without drifting in at least 75 percent of the holes for each connection after assembling and before any reaming. All holes must pass a pin 3/16 inch smaller in diameter than the nominal hole size . Do not correct mispunched or misdrilled holes by welding unless authorized.
55-1.02E(6)(b)(ii) Punching
Do not punch or subpunch ASTM A36/A36M structural steel thicker than 7/8 inch. Do not punch or subpunch HS structural steel thicker than 3/4 inch. The diameter of the punching die must not exceed the punch diameter by more than 3/32 inch. Subpunch holes to be reamed to a diameter 1/4 inch smaller than the finished hole.
55-1.02E(6)(b)(iii) Drilling
Drill full -sized holes with the parts assembled or to a steel template with hardened bushings. If authorized, you may drill full -sized holes with gang drill equipment. The Engineer may request a proof assembly to check the fit of major field connections. Subdrill holes to be reamed to a diameter 1/4 inch sma ller than the finished hole. Drill through templates after the templates have been firmly clamped or bolted. If members are drilled while assembled, hold the parts together securely during drilling. You may stack drill plates using gang drills if:
1.Parts are firmly clamped during drilling
2.Drill bits remain perpendicular to the work during drilling
55-1.02E(6)(b)(iv) Reaming
Perform reaming after built -up members are assembled and firmly bolted together or after templates are securely located ove r the member. Remove shavings after reaming. Mark pieces reamed together so that they may be reassembled in the same position. Do not interchange reamed parts. Reaming templates must:
1.Have hardened steel bushings
2.Have accurately dimensioned holes
3.Have reference lines for locating templates on members
4.Be firmly clamped or bolted in position Templates used for reaming of matching members or the opposite faces of one member must be exact duplicates. For reaming holes in assembled material, do not mix full -sized holes with subpunched or subdrilled holes.
55-1.02E(6)(b)(v) Plasma Cutting
Holes may be made full -size by plasma cutting using mechanically guided means for the following:
1.Secondary members
2.Fillers
3.Crossframes
4.Lateral bracing c omponents
5.Corresponding holes in connection plates between girders and crossframes or lateral bracing components Not more than one gouge is permitted in each hole. Gouges must not exceed 1/16 inch in depth. Qualify the plasma cutting equipment under se ction 55 -1.01D(3)(b)(iii) before beginning production work. SECTION 55 STEEL STRUCTURES Do not repair holes unless authorized.
55-1.02E(6)(c) Installation
Bolted connections using HS fastener assemblies must comply with Specification for Structural Joints Using High -Strength Bolts of the RCSC. Tension HS bolted connections as slip critical. Use the same bolt head orientation within a single HS bolted connect ion. Install the hardened washer under the element turned in tightening. Locate nuts on the side of the member not visible from the traveled way. Locate nuts for bolts partially embedded in concrete on the side of the member to be encased in concrete. If surface moisture is present at a HS bolted connection:
1.Do not install HS fastener assemblies having components furnished with water soluble lubricants
2.The Engineer may require you to perform additional fastener testing if fastener assemblies are furnished with lubricants not soluble in water Seal the sheared ends of tension control bolts with caulking. Caulking must be gray and at least 50 mils thick. Apply caulk to a clean surface the same day the splined end is sheared off. For all bolts, thread sti ckout after tensioning must be at least flush with the outer nut face. At least 3 full threads must be located within the grip of the connection. You may use 1 additional hardened washer under the nonturning element to correct excessive thread stickout. Thread stickout of studs, rods, and anchor bolts must be at least flush with the outer nut face and at most 1 inch. You may use bolts with diameters up to 1/4 inch larger than the specified bolt diameter if:
1.Authorized
2.You comply with the spacing and e dge distance requirements for the larger bolt
3.Net section is adequate If using direct tension indicators:
1.Install 1 indicator under each bolt head. The protrusions must contact the bolt head.
2.Hold the bolt head stationary and turn the nut.
3.Follow the manufacturer's installation procedures.
4.Tension bolts in not less than 2 stages until at least 50 percent of the gaps on each indicator are between 0.000 and 0.005 inch. Indicators with all protrusions completely crushed are rejected. Do not to rque the splined end of tension control bolts before final tensioning.
55-1.02E(7) Welding
55-1.02E(7)(a) General
Welding must comply with AWS D1.5. Dimensional details and workmanship for welded joints in tubular and pipe connections must comply with clause 10 of AWS D1.1. The flat side of butt -welded joints must not deviate from flatness by more than 0.20 inch in a 2 -foot length centered over the wel d. Do not weld or tack brackets, clips, shipping devices, or other material not described to any part of the girders unless shown on the shop drawings. Grind weld surfaces smooth and flush when NDT is required. SECTION 55 STEEL STRUCTURES For welds indicated to be subject to tensile forces that are to receive RT, grind smooth and flush on both sides of welds before testing. For groove weld surface profiles that interfere with NDT procedures, grind welds smooth and blend with the adjacent material. For fillet weld surface profiles that interfere with NDT procedures, grind welds and blend the toes smoothly with the adjacent base metal.
55-1.02E(7)(b) Backing for Welds
Reserved
55-1.02E(7)(c) Steel Pedestrian Bridges
Reserved
55-1.02E(8) Curved Girders
Reserved
55-1.02E(9) Shop Assemb ly
Prepare and paint contact surfaces of HS bolted connections before assembly. Thoroughly clean all other surfaces of metal in contact to bare metal before assembly. Remove all rust, mill scale, and foreign material. Preassemble completed subassemblies fo r structures or units of structures before erection to verify geometry and to verify or prepare field connections. Bolted trusses, skew portals, skew connections, rigid frames, bents, and towers must be completely preassembled, adjusted to line and camber, and prepared for welding or checked for bolt fit before erection. Preassemble truss work in lengths of at least 3 abutting panels and adjust members for line and camber. Prepare joints for welding or drill or ream holes for field connections during preass embly. For holes previously drilled full size, check holes for bolt fit. Preassemble bolted splice joints for plate girders in lengths of at least 3 abutting sections and adjust abutting sections for line and camber. Drill or ream holes for field connectio ns during preassembly. Preassemble prepared splice joints for welded girders with abutting members and adjust for line and camber. Preassembly methods must be compatible with the erection methods used. Preassemble all machinery completely. Fit bearings to the clearances and alignments specified. Gear reductions and line gears must have gear center distances set and the gears matchmarked.
55-1.03 Construction
55-1.03A General
Field welding must comply with section 55 -1.02E. Assemble parts into final positions without damage. Follow all matchmarks. Do not damage or distort members when hammering. Drifting done during assembly must not enlarge bolt holes or distort the metal.
55-1.03B Falsework
Falsework must comply w ith section 48 -2 except that dead loads consist of the weight of the structural steel and portions of the structure supported by the falsework. Construct falsework and concrete forms on steel structures such that loads applied to girder webs (1) are applie d within 6 inches of a flange or stiffener and (2) do not produce local distortion of the web. Provide temporary struts and ties to (1) resist lateral loads applied to girder flanges and (2) prevent appreciable vertical movement between the edge of deck fo rm and the adjacent steel girder. SECTION 55 STEEL STRUCTURES
55-1.03C Erection
55-1.03C(1) General
Reserved
55-1.03C(2) Continuous Members
Unless otherwise shown, structural steel girders are designed for continuity in supporting girder dead load. If erection procedures provide girder continuity for dead load, preassemble members with field joints in a no -load condition in a horizontal or an upright condition. You may erect structural steel girders such that dead -load girder continuity is not prov ided. If erection procedures do not provide girder continuity for dead load:
1.You may increase cross -sectional areas or change grades of steel to provide the specified capacity if authorized
2.The erected structure must have a load -carrying capacity at least equal to the structure shown
55-1.03C(3) Bearings and Anchorages
Set bearing assemblies level. The Engineer provides adjustments to horizontal positions of bearing assemblies due to temperature. Attain full bearing on the concrete under bearing assemblies. Immediately before setting bearing assemblies or masonry plates on ground concrete surfaces, thoroughly clean and apply caulking to all contact surfaces. During welding, protect bearings and bearing surfaces using authorized methods. The embedded end of each anchor bolt must terminate with a head or a nut and washer. Anchor bolts must allow true positioning of bearing assemblies. Mortar placed (1) under masonry plates or bearing assemblies or (2) in anchor bolt sleeves or canisters must comply with section 51 -1.02F except the cement to sand ratio must be 1 to 3. Mortaring and constructing mortar pads under masonry plates must be done after girder erection and before placing deck concrete. If anchor bolts are installed in pipe sleeves or m etal canisters, fill the pipes or canisters completely with mortar.
55-1.03C(4) 55-1.03C(10) Reserved
55-1.04 Payment
The payment quantity for structural steel is the weight determined from the dimensions shown using the following rules and assumptions:
1.Density of structural and cast steel is 0.2833 lb/cu in. The density of cast iron is 0.26 lb/cu in.
2.Weight of rolled shapes and structural plate is computed using nominal weight and dimensions with no deduction for copes, cuts, and holes.
3.Weight of fillet welds is as shown in the following table: Size of fillet weld (inches) Weight (lb/lf) 3/16 0.08 1/4 0.14 5/16 0.22 3/8 0.30 1/2 0.55 5/8 0.80 3/4 1.10 7/8 1.50 1 2.00
4.Weight of galvanizing is added to the calculated base metal weight using the table of weights of zinc coatings in ASTM A153/A153M. SECTION 55 STEEL STRUCTURES
5.Weight of bolts, nuts, and washers is added to obtain the weight of completed members. The weight of oversize bolts and nuts is not included.
6.Weight of nuts, bolts, washers, cap screws, anchor bolts, and anchor pipe sleeves in the finished structure is based on nominal weight and dimensions.
7.Weight of paint is not included.
55-2 55-10 Reserved
Source: California Standard Specifications, 2024 Edition. Pages 857–870 of 1,372.