281 SECTION 506 DESCRIPTION
506.01.01 General. This work consists of furnishing, fabricating, casting, machining or otherwise preparing,
transporting, erecting and painting structural steel, steel forgings, castings, deck drains, expansion joint armor, metal covers, sidewalk channels, and other metals . If there are any conflicts between the requirements contained in the AASHTO/AWS referenced specifications and the requirements of the Standard Specifications, Plans, or Special Provisions, the requirements of the Nevada documents shall govern.
506.01.0 2 AISC Certification. The fabricator of the structural steel shall be certified by the American Institute of
Steel Construction’s Quality Certification Program. The category of certification shall be as shown on the contract plans. The AISC Certification i s required for the fabrication of bridge structures only, and not for the fabrication of deck drains, utility hangers, deck protection angles, pier nose angles or anchor bolt assemblies. Each fabricator shall submit a copy of the certification for the spec ified category, before or along with the first submittal of shop drawings. MATERIALS
506.02.01 General. Material shall conform to the following Sections:
Structural Steel ................................ ................................ ................................ ................................ ................................ ...... Section 710 Miscellaneous Metal ................................ ................................ ................................ ................................ ............................... Section 712 Paint ................................ ................................ ................................ ................................ ................................ ...................... Section 714 Galvanizing ................................ ................................ ................................ ................................ ................................ ............ Section 715 Chain -Link Fabric ................................ ................................ ................................ ................................ ................................ ... Section 724 Elastomeric Bearing Pads ................................ ................................ ................................ ................................ ...................... Section 725 Cut and fabricate steel plates for main members, and splice plates for flanges and main tension members, so that the primary direction of rolling is parallel to the longitudinal axis of the member. Cut and fabricate hinge hanger plates so the primary direction of rolling is perpendicular to the longitudinal axis of the member. Welded sections may be substituted for the rolled shapes, provided that the shapes and sect ions to be substituted comply with the following provisions:
a.Provide depth, width, and average thicknesses at least equal to those for the shape or section shown on the plans.
b.Weld flanges to web with continuous fillet welds on each side of web, according to Subsection 506.03.16.
c.Do not reduce the strength classification of the material. Galvanize anchor assemblies including anchor bolts, nuts, washers, plates and pipes after fabrication according to Section 715.
506.02.02 Railing. Galvaniz e steel bridge rail after fabrication and paint to match the bridge, unless shown
otherwise. Galvanize steel pedestrian rail after fabrication and do not paint. Do not paint aluminum bridge rail. For shims for steel railing , use galvanized steel plate s. For shims for aluminum railing , use aluminum alloy. Provide insulating material for insulating the bases of aluminum rail posts from concrete and from steel anchor bolts with an aluminum impregnated light colored caulking compound with the consistency of putty. Provide bolts, nuts and washers of either galvanized steel, stainless steel, or steel, cadmium plated according to ASTM B766, Class 12, Type III. 506 STEEL STRUCTURES 282 CONSTRUCTION
506.03.01 Shop Drawings. Shop drawings shall consist of shop detail erection and other working plans
showing dimensions, sizes of material, details and other information necessary for the complete fabrication and erection of the metal work. Prepare the drawings on sheets 280 mm ( 11 in.) by 430 mm ( 17 in.). Submit the shop drawings for structural steel for approval. For initial review, submit 3 sets of such drawings for highway bridges. After initial review, submit between 8 and 12 sets as requested for final approval. Submit all shop drawings for approval at least 30 days before planning to start fabrication for highway bridges. When railroad approval is also required, submit for approval at least 90 days before planning to start fabrication for highway bridges. Additional contrac t time will not be given for working drawings requiring changes and re -submittal. If electing to furnish bridge rail constructed of aluminum as provided herein and the plan sheets show only steel bridge rail, submit the fabricator’s design calculations fo r verification that the railing and hardware conform to the AASHTO LRFD Bridge Design Specifications. After approval, do not deviate from the shop drawings without prior approval. Approval of shop drawings is an acceptance of the character and sufficienc y of the details and is not a check of any dimensions. The Engineer’s approval of shop drawings will not relieve the Contractor from the responsibility in regard to errors or omissions on said shop drawings.
506.03.02 Notice of Beginning Work. Give 15 day s written notice of manufacturing of material at the mill so
that inspection may be provided. Do not manufacture or begin fabrication of material without authorization. The Engineer may inspect material, as provided for in ASTM A6. Material not inspected at the place of manufacture is subject to inspection as provided for in Subsection 506.03.03. “Mill” means any rolling mill or foundry where material for the work is to be manufactured. Before placing the order with the mill, the fabricator shall inquire with the Engineer if additional material will be required for testing. Give 15 day s written notice before the beginning of fabrication.
506.03.03 Inspection and Testing. All material will be examined and tested as necessary before fabrication.
Provide ade quate facilities and free access to the necessary work areas. Furnish required test samples free of charge. Material not inspected at the place of manufacture will be subject to all chemical, physical, and workmanship requirements established for the mater ial supplied. Inspection and testing will be by any visual, destructive, or non -destructive method to evaluate the material for its specified properties. Furnish mill orders and certificates, showing test values obtained, in triplicate. Include in certifie d test reports physical and chemical test results and steel making process used. All steel not identified by mill heat numbers will be rejected. The Engineer’s inspection in the fabrication shop does not relieve the Contractor from responsibility for mate rial or fabrication defects or errors, and the necessity for replacement or correction of rejected materials, and workmanship. Shop inspection of rail pipe and tubes may be waived and shipment permitted subject to inspection at the project site. The field inspection will cover the general appearance, size, thickness, etc., of the pipe and tubing. Conformance to the requirements of chemical and mechanical properties will also be considered before the material is approved. Shop inspection of rail posts will be made on the first few rail post castings furnished in order to establish a satisfactory class of finish and workmanship. When shop inspection is waived on a portion of the handrail posts, a careful inspection will be made in the field. Fabricate alumin um alloy material in conformance to or equivalent to fabrication methods and practices recommended in the handbooks of the major producers of aluminum materials and specifically the following requirements:
a.Saw, route, or mill the material.
b.Do not flame cut.
c.Tubing may be heated to a temperature not exceeding 204 °C (400 °F) for a period not exceeding 15 minutes to facilitate bending.
d.Drill holes in pipe and tubing. Core and ream, or drill holes in castings from the solid. Smoothly finish seats for pipe. STEEL STRUCTURE S 506 283 Perform the fabrication and handling of aluminum materials in the shop and field in a manner to prevent scoring or marring of the surfaces. An objectionable appearance resulting from such scoring or marring will be cause for rejection of t he material. Fabricate sleeves and rails in lengths indicated on the plans. Perform the finishing of rail posts after fabrication is completed. Remove all fins, pipes , and other casting irregularities and all drilling, reaming , and other fabrication marks .
506.03.04 Storage. Conduct the loading, transporting, unloading, storing, and handling of the structural steel so
that the metal is kept clean and free of grease and other foreign material. Place material to be stored above the ground on skids, platform s, or other supports. Properly drain and protect the material from corrosion. Store all material for the project separate from “in stock” materials. Color code different grades or classifications of material as provided for in ASTM A6. Transfer this color code throughout fabrication. Place girders and beams upright above ground and shore. Support other members such as columns, chords, cross -frames, wind bracing, etc., above the ground on skids placed close enough together to prevent damage from deflections .
506.03.05 Straightening. Provide straight rolled material for fabrication. Use methods of straightening
according to ASTM A6. Furnish straight subassemblies and completed members before incorporating into the work. If straightening is necessary, perfor m by acceptable methods and according to AASHTO/AWS D1.5 M/D1.5 . Submit for approval , details of methods proposed for straightening of rolled material, subassemblies, or completed members in writing before their use. In addition , submit a detailed procedur e for correcting camber for approval. After straightening or correcting camber, evidence of fracture or other damage will be cause for rejection of the material. If required, curve beams and girders by either: (1) precutting curved flanges or (2) heat cur ving the members after fabrication. Heat curve according to Division II, Article 11.4.12 of AASHTO LRFD Bridge Construction Specifications. Submit the procedure to be used for review and approval.
506.03.06 Punching, Subpunching, Drilling, and Reaming. For connections and splices (shop and field) of
main truss or arch members, continuous beams, plate girders, rigid frames, and web splices, either subpunch (or subdrill) and ream while shop assembled, or drill to full size from the solid while assembled a t the shop. Full size punching of holes will be allowed on intermediate stiffeners, bearing stiffeners, cross bracing, wind bracing , and diaphragms. Do not punch or subpunch structural steel conforming to ASTM A36 on material thicker than 22 mm (7/8 in.) or thicker than 19 mm (3/4 in.) for high strength structural steel. Subpunch holes subpunched for reaming 6 mm (1/4 in.) less in diameter than the fin ished hole. Ream or drill holes cylindrically and perpendicularly to the member. Do not oversize or slot holes unless specified on the plans. Direct reamers by mechanical means where practicable. Remove burrs on the outside surfaces. Poor matching of hole s will be cause for rejection. Perform reaming and drilling with twist drills. Unless otherwise specified, assemble each individual (full length) truss, arch, continuous beam or plate girder at the shop before reaming or drilling is commenced. During shop assembly, support all members at such intervals and in such manner as is necessary to avoid undesirable deflections. Drilling through templates will be permitted only after the templates have been securely placed and firmly clamped or bolted. Securely ho ld parts together during drilling operations. Subpunch and ream all holes for floor beams and stringer field end connections to a steel template. Do not correct mispunched or misdrilled holes by welding, unless approved.
506.03.07 Bolts and Bolted Conne ctions. (a) General. Furnish bolts of such length that they will extend
entirely through the nut so a minimum of 2 threads are exposed, but not more than 9.5 mm (3/8 in.) beyond. Make both the bolt head and nut bear squarely against the metal. Drive bolts accurately into the holes without damaging the thread. 506 STEEL STRUCTURES 284 Supply bolts with a heavy hexagon head, a circular washer, and heavy hexagonal nut. When slotted or oversize holes are required, or approved for use, place circular washers on each side of the bolted connection and adjust the necessary bolt length accordingly. Provide Direct Tension Indicators (DTIs), when required, in addition to said circular washers. Fasten all bolted connections, unless otherwise noted, with high strength bolts.
b.Standard Bolt s. Standard bolts shall conform to Subsection 710.03.09. Furnish standard bolts with a single self-locking nut or double nuts, unless otherwise specified. Use beveled washers where bearing faces have a slope of more than 1:20 (20:1) with respect to a plan e normal to the bolt axis.
c.High -Strength Bolts. 1. General. This subparagraph covers the assembly of structural joints using AASHTO M164 or AASHTO M253 high strength bolts, or equivalent fasteners, tightened to a high tension. Use high -strength bolts with DTIs or use tension control bolts. Give notification of which bolt system is to be used. Use the same bolt system throughout each structure. The Engineer will sample and test assemblies prior to shipping to the field and will reseal opened containers . For field bolting, ship bolts, nuts, washers, and DTIs to the jobsite in manufacturer’s original unopened containers. Perform production tests at the jobsite.
2.Bolts, Nuts, and Washers. Bolts, nuts, washers, and tension control bolts shall conform to Subsection
710.03.03 Do not use lock -pin and collar fasteners.
3.Bolted Parts. Fit bolted parts solidly together when assembled and do not separate by gaskets or any other interposed compressible material. At time of assembly, clean all joint surfac es, including those adjacent to the bolt head, nuts, or washers, of scale, except tight mill scale. Remove burrs, dirt, and other foreign material that would prevent solid seating of the parts. Do not galvanize high -strength bolts unless shown in the plan s. Paint is permitted on the faying surfaces of bearing -type connections. The faying surfaces of slip -critical (friction -type) connections shall conform to the following, as applicable:
a.Do not coat faying surfaces except as specified below. Do not ap ply coating within 25 mm (1 in.) of the connection surfaces. Remove inadvertent overspray by blast cleaning. Once fully assembled, coat the connection as specified.
b.Blast clean faying surfaces of bridge members and coat with the shop coat of paint as s pecified in Section 614. Do not assemble these connections until the shop coat has fully cured.
c.Hot-dip galvanize faying surfaces specified to be galvanized according to Section 715 and subsequently roughen by hand wire brushing before assembly.
4.Installation.
a.Testing of Individual Components. Before any bolting, each heat or production lot of bolts, nuts, hardened washers, DTIs, and tension control bolts may be sampled and tested as determined by the Engineer . Provide 30 days notice before installation for sampling and testing . Any samples not meeting the cited specifications will be cause for rejection of the entire heat or production lot. Replace rejected material with materials meeting the specifications.
b.Storage of Material. Store a ll bolts, nuts, washers, DTIs, and tension control bolts under cover to protect them from rain, snow, dirt, or other adverse conditions. Maintain identification of heat numbers or production lot numbers STEEL STRUCTURE S 506 285 with each type of bolting part. Properly lubricate bo lting parts. Thoroughly clean any bolt or nut showing rust or weathering and relubricate. Use approved lubricant.
c.Bolt Tension. Install high -strength bolts as herein specified and according to ASTM F959 when using DTIs. Install tension control bolts as specified herein, as recommended by the manufacturer, and as outlined in Division II
Article 11 — 5.6.4.6 of the AASHTO LRFD Bridge Construction Specifications. Tighten each fastener by use of DTIs or
tension control bolts to provide at least the minimum bo lt tension shown below in Table 1 for the size of fastener used. Do not tighten bolts by calibrated torque wrench methods.
d.Washers. Install a hardened washer under the element (nut or bolt head) turned in tightening. Use hardened washers under both the head and nut regardless of the element turned in the case of AASHTO M253 bolts if the material against which it bears has yield strength less than 275 MPa (40 ksi). Where an outer face of the bolted parts has a slope of more than 1:20 (20:1) with respect to a plane normal to the bolt axis, use a smooth beveled washer.
e.Installation. Locate the DTI under the head with the nut being the turned element. When required and when approved, other bolt assembly configurations may be used, as shown in Figure 1 of ASTM F959. Locate nuts, whenever practicable, on the side of the member which will not be visible from the traveled way. Locate nuts for bolts that will be partially embedded in concrete on the side of the member that will be encased in concrete.
f.Prod uction and Procedure Testing. Just before initial bolting operations or when directed, perform bolt system testing. Assemble a representative sample of not less than 3 bolts for each diameter , grade and lot number in a Skidmore -Wilhelm testing machine. The test assemblies shall include a bolt , nut, and washer(s). If required bolt tension with the DTI installation or tension control bolts cannot be verified with the testing procedure, then stop the bolting operations until satisfactory corrective action has been taken. Calibrate and certify the Skidmore -Wilhelm testing machine by an approved testing lab within 30 days before use. Supply the fully certified Skidmore -Wilhelm testing machine for testing.
g.Final Bolting. Before final tightening, tighten the connection to a snug tight condition. Snug tight shall be defined as all bolts tightened with hand wrenches until the connection is tight with no gaps. Commence final tightening from the middle of the connection working outward. If required because of bolt entering and wrench operation clearances, tightening may be done by turning the bolt while the nut is prevented from rotating. Provide impact wrenches, if used, of adequate capacity and sufficient air supply to perform the required tightening of each bolt within 10 seconds. Do not reuse AASHTO M253 (A490) or galvanized AASHTO M164 (A325) bolts. Other AASHTO M164 bolts may be reused, but not more than once, if approved. Retightening previously tightened bolts which may have been loosened by the tightening of adjacent bolts will not be considered as a reuse. Locate the DTI at the opposite end of the bolt from the part being tightened where possible. When the DTI is used next to a slotted or oversized hole, place a hardened flat washer between the DTI and th e bolt hole. When the DTI must be placed at the part being tightened, place a hardened flat washer between the DTI and the part being tightened . Tension bolts using DTI in accordance with the manufacturer’s instructions. Do not reuse the DTI after tension has been applied to the bolt. All bolting and testing operations will be inspected in order to determine that the approved installation procedure is utilized and that the correct tension has been achieved. All bolting and testing operations completed with out the presence of the Engineer will be cause for rejection. TABLE 1 Minimum Bolt Tension 1 Nominal Bolt Diameter 2 AASHTO M164 Bolts AASHTO M253 Bolts mm (in.) kN (lb) kN (lb) 16 (5/8) ................................ ............. 85 (19,000) ................................ ........ 107 (24,000) 19 (3/4) ................................ ............ 125 (28,000) ................................ ....... 156 (35,000) 22 (7/8) ................................ ............ 173 (39,000) ................................ ....... 218 (49,000) 25 (1) ................................ ............. 227 (51,000) ................................ ....... 285 (64,000) 29 (1 1/8) ................................ .......... 249 (56,000) ................................ ....... 356 (80,000) 32 (1 1/4) ................................ .......... 316 (71,000) ................................ ...... 454 (102,000) 35 (1 3/8) ................................ .......... 378 (85,000) ................................ ...... 538 (121,000) 38 (1 1/2) ................................ ......... 458 (103,000) ................................ ..... 658 (148,000) 1 Equal to 70% of specified minimum tensile strength of bolts. 2 Metric diameters are nominal sizes based on English bolt sizes. 506 STEEL STRUCTURES 286 506.03.08 Shop Assembly. Perform shop assembly of trusses, arches, continuous beams, plate girders, and rigid frames according to Subsection 506.03.06. Match mark all members before disassembly. Fabricate straight and close fitting component parts for built -up members. Clean su rfaces of metal in contact before assembling. Assemble, pin, and firmly draw together the parts of a member with bolts before drilling and reaming. Take apart assembled pieces, if necessary, for the removal of burrs and shavings produced by the operation. Provide members free from twists, bends and other deformations. Perform drifting during assembling only to bring the parts into position, and not to enlarge the holes or distort the metal. Match mark connecting parts in the shop for the purpose of reamin g holes in field connections, and furnish a diagram showing such marks. Furnish a camber diagram showing the camber at each panel point in the cases of trusses, and at field splices and 1/10 points of span for beams, girders, and rigid frames. The final c amber will be checked on the fully assembled girders in the “no load” position for rolled beams and I -plate girders, and in the “dead load” position for box plate girders. The bolts in the field splice need not have the final tension applied. Apply only en ough tension to adequately keep the assembled section together for the camber measurements. Before fabrication, submit a handling procedure for box plate girders for approval. Propose procedure that applies no undue stresses to the flange to web welds.
506.03.09 Edge Planing. Plane the sheared edges of plates more than 16 mm (5/8 in.) in thickness and
carrying calculated stress to a depth of 6 mm (1/4 in.). Fillet re -entrant cuts to a radius of 19 mm (3/4 in.).
506.03.10 Facing of Bearing Surfaces. The s urface finish of bearing and base plates and other bearing
surfaces that are to come in contact with each other or with concrete shall meet the following American National Standards Institute surface roughness requirements as defined in ANSI B46.1, Surface Roughness, Waviness and Lay, Part 1: Steel slabs ................................ ................................ ................................ ................................ .................. ANSI 50 μm (2,000 μin.) Heavy plates in contact in shoes to be welded ................................ ................................ ............................ ANSI 25 μm (1,000 μin.) Milled ends of compression members, stiffeners, and fillers ................................ ................................ ........... ANSI 13 μm (500 μin.) Bridge rollers and rockers ................................ ................................ ................................ ................................ . ANSI 6 μm (250 μin.) Pins and pin holes ................................ ................................ ................................ ................................ ............ ANSI 3 μm (125 μin.) Sliding bearings ................................ ................................ ................................ ................................ ................ ANSI 3 μm (125 μin.)
506.03.11 Abutting Joints. Mill abutting joints in compression members of trusses and in columns.
Do not exceed 6 mm (1/4 in.) openings in abutting joints in tension members. Do not exceed 6 mm (1/4 in.) openings in abutting joints of rolled beams, plate girders, and box plate girders.
506.03.12 Thermal Cutting. Perform this work according to AASHTO/AWS D1.5M/ D1.5. Do not p erform
plasma arc cutting in shop fabrication unless approved. Perform hardness testing of cut edges as directed.
506.03.13 End Connection Angles. Build floor beams, stringers, and girders having end connection angles to
exact length shown on the plans me asured between the heels of the connection angles, with a permissible tolerance of + 0 mm to – 1.5 mm (+ 0 in. to – 1/16 in.). Where continuity is to be required, face end connections. Use connection angles not less than 9.5 mm (0.375 in.) thick, nor less than that shown on the detail drawings.
506.03.14 Lacing Bars. Neatly round the ends of lacing bars unless another form is required.
506.03.15 Shear Stud Connectors. Provide shear stud connectors of a design suitable for end welding and
end weld to steel beams, girders, or plates with automatically timed stud welding equipment. The type, size or diameter, and length of stud shall be as specified in the contract documents. See AASHTO/AWS D1.5M/D1.5 for allowable tolerances. Do not exceed a maximum variatio n of 25 mm (1 in.) from the location shown provided the adjacent studs are not closer than 63 mm (2.5 in.) center to center. Maintain a clear distance between the edge of a girder flange and the edge of the shear connectors of not less than 25 mm (1 in.). Make adequate provisions in the fabrication of structural members to compensate for loss of camber due to welding of the shear connectors. STEEL STRUCTURE S 506 287 Do not paint or galvanize studs. Remove rust, scale, rust pits, and oil from the studs at the time of welding and immediately before the concrete is placed. Remove excessive mill scale, rust, dirt, paint, grease, or any other material which might impair the quality of the weld to the beam surface. When necessary to obtain satisfactory welds, wire -brush, peen, prick -punc h, or grind free of scale or rust. Submit for approval, before installation, information on the studs to be furnished as follows:
a.The name of the manufacturer.
b.Detailed description of the stud and arc shield.
c.A certification from the manufacturer that the stud is qualified as specified in AASHTO/AWS D1.5M/D1.5 . The certification must also indicate the heat from which the studs were manufactured. Welding specifications and procedure requirements shall conform t o AASHTO/AWS D1.5M/D1.5 .
506.03.16 Welding. (a) General. Submit 3 copies of the following items, for approval, a minimum of 15 days
before beginning fabrication:
1.Procedure qualification records.
2.Welding procedure specifications.
3.Welders qualification list, certification record and verification of continuous employment.
4.Electrode and wire certifications.
5.Mill certifications. Perform all welding in the fabrication shop, except as otherwise noted on the plans or permitted. Use automa tic welding for all flange to web welds. Limit shop splices of flanges or webs of main members to locations where section changes occur, where shown on the plans, or as approved. The welds in butt splices of both webs and flanges shall be inspected and f ound satisfactory before performing web to flange connections. Limit field splices to the actual locations shown on the plans. Additional field or shop splices, may be used, if reviewed and approved in writing before fabrication. Weld in conformance to AASHTO/AWS D1.5M/D1.5 , except do not use electro slag welds. Finish groove welds on primary members smooth and flush with the base metal on all surfaces by grinding in the direction of applied stress, leaving surfaces free from depressions. Use extension bars or runoff tabs at the end of a joint in a manner that will ensure sound welds. Terminate fillet welds on stiffeners or gusset plates 6 mm (1/4 in.) from the end of the plate or cope. The minimum length of welds shall be 50 mm (2 in.). Weld structu ral steel only at locations shown on the shop drawings, including tack welds. Do not weld lifting lugs or attachments. The fabricator shall submit for review all welding procedures for prequalified welds. The Engineer may test any prequalified weld. Do not place shear stud connectors on shop splices, move studs up to 75 mm (3 in.) either side of the splice if a conflict occurs. Where welds in both the web and flange fall at the same location, offset them a minimum 150 mm (6 in.). When a stiffener falls a t a location of a flange or web weld, offset the stiffener a minimum 75 mm (3 in.) from the weld. 506 STEEL STRUCTURES 288 Upon approval, shop splices may be located at points that are consistent with lengths of plate available from the mill and in areas of reduced tensile stress . To eliminate shop splices, the length of a thicker plate may extend to the end of a thinner plate or the end of a member. Show these changes if approved on the shop drawings.
b.Inspection -Testing. All shop and field welds will be inspected to the prov isions of AASHTO/AWS D1.5M/D1.5 and these specifications. Visually inspect all welds and test welds according to this Subsection. The Engineer will make the final evaluation of the acceptability of all welds.
c.Quality Control. Submit, in writing, a quality control program. The program shall outline the quality control tasks to be performed to insure that the work conforms to the plans and these specifications. The quality control program shall also identify the Contractor’s personnel who will be resp onsible for performing the quality control tasks. The quality control program must be approved in writing before the start of any fabrications.
d.Supervision. Provide adequate supervision and inspection of all welds to ensure satisfactory, consistent a nd uniform workmanship. Repeated and chronic weld defects will be considered as evidence that proper quality control and supervision procedures are not being provided. Provide quality control inspectors at all times during fabrication, including alternate shifts.
e.Time of Inspection. Provide visual inspection continuously. Begin nondestructive testing of welds immediately after welding operations are completed, except for ASTM A514 and A517 steels. Do not perform final nondestructive testing of welds f or ASTM A514 and A517 steels until at least 96 hours have elapsed after completing welding operations. All nondestructive testing shall be performed in the presence of the Engineer or a representative designated by the Department.
f.Heat Numbers. Transf er heat numbers of all plates separated into flange and web sections through steel stamping immediately after stripping at the burn table.
g.Visual Inspection of Welds. Use inspection requirements and standards for visual acceptance as stated in AASHTO/ AWS D1.5M/D1.5 . Visually inspect and accept welds, and make any required repairs, before performing any nondestructive testing for acceptance.
h.Testing Precedence. When both radiographic inspection and ultrasonic inspection are to be performed on a weld, perform radiographic inspection before ultrasonic inspection except in flanges where acceptance is based on ultrasonic method.
i.Radiographic Inspection. Perform all radiographic testing and inspection.
1.Licensing Requirements. Use an agency to pe rform the radiographic testing which is currently licensed for the operation involving radioactive materials under the proper jurisdiction where such inspection is performed.
2.Testing Procedures Submittal. Before beginning fabrication of structural stee l components, submit in writing for approval, a copy of proposed radiographic test procedures.
3.Résumé. Furnish a résumé listing the specific radiographic equipment and outlining the particular radiographic procedures proposed for use. Furnish a stateme nt detailing the radiographic training and experience for each person to be employed in radiographic testing, and certify that each of these persons meets the qualification requirements of paragraph 6.1.3.4 of AASHTO/AWS D1.5M/D1.5 . Only those personnel ap proved in writing shall perform radiographic inspection.
4.Scheduling. Schedule radiographic testing and give not less than 12 hours notice in advance of the scheduled time and place for this testing, the items to be radiographed, and the radiographic ag ency to be utilized unless otherwise authorized. Schedule radiographic testing during daylight hours unless requested in writing and approved. Blanket approval for an extended period may be given. Do not radiographically inspect butt welds in girder flanges and webs until the girder flange or web section is cut to its finished width. STEEL STRUCTURE S 506 289 5. Extent of Inspection.
a.Groove Welds. Furnish radiographs, and radiographic reports for welds as follows: Welds to be tested will be selected. Test 100% of each weld selected. Test 10% of the total number of tension flange welds, 5% of the total number of compression flange welds and 10% of the total number of web splices. Consider flanges not identified on the design drawings as being in compression to be in tension, including flanges subject to reversal stresses. If defects are disclosed in the radiographs, repair weld defects and repeat radiographic inspection and reevaluate the area with ultrasonic inspection. These welds may also b e reevaluated by Department personnel. Repair any defects disclosed by ultrasonic reevaluation. Repaired defects shall be evaluated by both radiographic and ultrasonic inspection performed in accordance with AASHTO/AWS D1.5M/D1.5 .
b.Additional Radiograph ic Inspection. The Engineer may perform radiographic inspection in addition to such inspection performed by the Contractor. Make available the facilities used in the operations for use by the Engineer in performing such additional inspection. Repair any de fective welds and repeat radiographic inspection.
6.Radiographic Procedure.
a.Requirement. Use a radiographic procedure conforming to ASTM E94, and these specifications. Use edge blocks when radiographing butt welds greater than 12.5 mm (1/2 in.) thic k. Provide edge blocks of a length sufficient to extend beyond each side of the weld centerline for a minimum distance equal to the weld thickness, but no less than 50 mm (2 in.), with a thickness equal to or greater than the thickness of the weld. The minimum width of the edge blocks shall be equal to half the weld thickness, but not less than 25 mm (1 in.). Center the edge blocks on the weld with a snug fit against the plate being radiographed, allowing no more than 1.5 mm (1/16 in.) gap. Make edge blocks of radiographically clean steel and with a surface finish of ANSI 3 μm (125 μin.) or smoother.
b.Film. Radiograph on material whose thickness is 23 mm (0.901 in.) or less on Type I industrial radiographic film. Radiograph on material whose thickness is greater than 23 mm (0.901 in.) to 89 mm (3.5 in.) on Type II industrial radiographic film. Use radiographic film conforming to ASTM E94. Use film wide enough to fully span the width of the weld with sufficient excess to allow the specified location markers and other identification to show on the film outside of the weld area, but in no case use film less than 110 mm (4.5 in.) in width, and 430 mm (17 in.) in length. The testing agency conducting the radiograph shall submit for approval all data concerning t he film, including brand name and type, before any radiograph being performed.
c.Process and Detail. Make radiographs by either X -ray or gamma ray. All radiographs shall determine quantitatively the size of defects having thickness equal to or greater th an 2% of the thickness of the thinner of the parts joined by the weld under examination. Use clean radiographs, free of film processing defects, and with densities of not less than 2.0 nor more than 4.0 in the area of interest. Do not use a gamma ray sourc e which exceeds 4 mm (0.16 in.) across its greatest diagonal dimension to radiograph welded material up to 75 mm (3 in.) in thickness. Radiographs shall show the following:
1.The essential hole in each penetrameter as specified in AASHTO/AWS D1.5M/D1.5 .
2.The penetrameter identification number.
3.The radiograph identification and location marks indicated below under “Identification and Location Marks .”
d.Film Development. Develop radiographic film within the time and temperature range recommended by the film manufacturer. Do not sight develop. Manually hot air dry the film. Do not use automatic driers.
e.Dual Film Technique. In the event that the greatest and least thickness of a weld joining parts of different thicknesses cannot both be rendered with a single exposure on a single film having densities within the limits specified under “Process and Detail,” use a dual film or dual exposure technique. Calibrate these techniques to obtain the required density for both the greatest and the least thic kness of the weld. When these techniques are employed use 2 extra penetrameters in addition to the 2 specified under “Penetrameters.” Position the 4 penetrameters so that at least one penetrameter image appears at each end of each film on the plate thickne ss for which that film has been exposed. 506 STEEL STRUCTURES 290 f. Penetrameters. Use 2 or more penetrameters for each radiograph according to AASHTO/AWS D1.5M/D1.5 .
g.Radiographic Exposure. Make radiographs with a single source of radiation approximately centered with respec t to the length of the weld being examined. Maintain a perpendicular distance from the radioactive source to the film of not less than 7 times the maximum thickness of the weld under examination. Do not penetrate the weld with rays at an angle greater than 26.5° from a line perpendicular to the weld surface. During exposure, place the film at the opposite side to the source of radiation and as close to the surface of the weld as possible.
7.Identification and Location Marks.
a.Fabrication. Radiographic identification for inspection of welds shall consist of the following:
1.State Contract Number.
2.Weld Identification Number. The weld identification number shall consist of a sequence of digits conforming to the following:
a.The fabrication numbe r of the girder in which the radiographed weld occurs, followed by a dash ( -).
b.Letter combination designating the section in which the radiographed section occurred. Designate the section by the letters TF (Top Flange), BF (Bottom Flange), or the word Web.
c.The joint designation consisting of the letter W preceded by a space and followed by a number. The number shall designate the joint in which the radiographed weld occurs and shall correspond to the number of welded joints between the reference or work end of the section and the radiographed weld.
d.Steel stamp all weld identification numbers.
3.Identification of the company performing the radiograph.
4.Radiographer’s initials.
5.Six numeric digits indicating “Month” –“Day” –“Year .”
b.Erection. Radiograph identification for radiographs of welds performed after erection will be as designated.
c.Repairs. Suffix the weld identification number on radio graphs of repaired welds with the letter R and a number showing how many times the weld has been repaired.
d.Radiograph Location Marks. When complete radiographic coverage of a weld is specified, locate or place other supplementary match marks to appear on the film according to Section 14 of ASTM E94. Radiograph location marks will not be required for radiographs made at field construction sites. Indicate the location of radiographs made at field construction sites by a number added to the end of the weld identification number. Separate such a number, from the joint or splice number by a space, signifying the location of radiographs on plate girder joints or splices when viewed ahead on line, as follows: 1 = right side bottom flange 2 = left side bottom flange 3 = left side top flange 4 = right side top flange 5 = web adjacent to top flange In the event additional radiographs of a given web weld are required, identify these as consecutive location numbers starting with 7. The exact location of such radio graphs shall be approved and noted in the radiographic reports.
e.Radiographic Identification (Miscellaneous). Establish an approved radiograph identification and marking system for welds on other than plate girder structures before radiographic inspecti on begins.
8.Examination. Reports and Disposition of Radiographs.
a.Viewer. Provide a suitable high -intensity radiograph viewer at the place where radiographic inspection is performed. STEEL STRUCTURE S 506 291 b. Acceptance. Before acceptance of a weld subject to radiographic inspection, submit radiographs, including any that show unacceptable quality before repair, and a report interpreting them.
c.Reports. Submit 3 copies of the radiographic report showing the results of radiographic tests performed during each shift. Inclu de the following information in the radiographic report:
1.Date
2.Name and address of the radiographic inspection agency.
3.Description of structure being inspected.
4.Location of structure or fabrication site.
5.Contract number.
6.Specification being used to accept or reject welds radiographically inspected.
7.Name and address of the fabricator.
8.Radioactive source, type and size (either current or dated strength), or X -ray unit type and size.
9.Type of film used.
10.Names of technicians performing the radiograph.
11.NDT numbers for the reported radiographs.
12.Weld identification number for each radiograph.
13.Item radiographed (flange, web, etc.) for each radiograph.
14.Thickness of the item radiographed fo r each radiograph.
15.Distance from the radioactive source or focal spot to the film for each radiograph.
16.An interpretation of each radiograph providing an analysis of:
a.Cracks.
b.Porosity or gas holes.
c.Slag or inclusion.
d.Lack of fusion.
e.Incomplete penetration.
17.Acceptability of both weld and radiograph for each radiograph.
18.Remarks (if any) concerning any unusual observation or condition in the weld or radiograph.
19.Radiographer’s signature.
d.Packaging. Packag e radiographs and reports in suitable envelopes and clearly mark on the outside with the following identification:
1.Contract number.
2.Fabricator.
3.NDT report numbers for the radiographs in the package.
e.Disposition of Reports. After review and approval of radiographic reports the original and 2 copies of the reports together with the radiographs will be retained. 506 STEEL STRUCTURES 292 (j) Ultrasonic Inspection of Welds.
1.General. Use inspection methods as provided for in AASHTO/AWS D1.5M/D1.5 .
2.Résumé. Fur nish a résumé listing the specific ultrasonic equipment and outlining the particular ultrasonic procedures proposed. Furnish a statement detailing the ultrasonic training and experience for each person to be employed in ultrasonic testing, and certify that each of these persons meets the qualification requirements of paragraph 6.1.3.4 of AASHTO/AWS D1.5M/D1.5 . Only those personnel approved in writing shall perform ultrasonic inspection.
3.Extent of Ultrasonic Inspection:
a.Perform ultrasonic inspection on 100% of the total weld length of all full penetration welds in web splices and flange splices.
b.For full penetration welds in web to flange connections, ultrasonically inspect 25% of the length of each weld subject to tension and 10% of the length of each weld subject to compression. If this inspection discloses defective welds, check 300 mm (12 in.) of additional weld on each side of the test area. If defects occur in these areas, check 100% of the remaining weld. Areas to be tested will be selected.
c.Test 25% of miscellaneous full penetration welds as selected by the Engineer.
d.Acceptable welds will be verified by ultrasonic inspection. Inspection will be on 10% of tension flange welds, 10% of web splices, and 5% of compression flange welds. If such inspection discloses defective welds, additional inspection may be required. Repair defective welds.
4.Scheduling of Inspection. Give written notification at least 6 hours in advance of scheduled ultrasonic inspection.
5.Weld Preparation. Do not schedule ultrasonic inspection of welds until welds have been prepared as follows:
a.Remove any back -up plates and run -off tabs.
b.Grind welds flush and smooth with a maximum roughness not to exceed 6 μm (250 μin.) rms.
c.Leave off all shear studs, brackets, bolt holes, and other projections or obstructions within the scanning zone until ultrasonic inspection has been completed and the welds accepted.
d.Remove loose mill scale, rust, dirt, paint, grease, oil, grime, weld splatter, etc. from the sca nning zone.
6.Inspection Procedures. Perform ultrasonic inspection and evaluation as follows:
a.Perform ultrasonic inspection and evaluation only during the regular hours for each shift unless otherwise allowed.
b.Do not perform ultrasonic inspection and evaluation at unsafe locations or locations not readily accessible.
c.Do not perform ultrasonic inspection in the presence of rain, snow, or blowing sand, or when the wind velocity exceeds 16 km/hr (10 mph), except under approved shelter.
d.Perfor m ultrasonic inspection and evaluation only when the temperature of the steel is between 4 °C (40 °F) and 49 °C (120 °F).
e.Before the initiation of ultrasonic inspection, visually inspect joints for surface defects and conformance to joint preparation r equirements.
7.Include the following in Ultrasonic Test reports:
a.Date.
b.Contract No.
c.Fabricator.
d.Description of structure being inspected. STEEL STRUCTURE S 506 293 e. Material thickness.
f.Weld identification.
g.Transducer angle.
h.Reference level.
i.Defect level.
j.Attenuation factor.
k.Defect rating.
l.Length of defect.
m.Angular distance.
n.Depth from surface.
o.Distance from reference point.
p.Type of defect.
q.Either accepted or rejected.
r.Name & level of technician performing inspection. Upon completion of ultrasonic inspection, submit the original and 2 copies of the test report for inspection performed on each shift.
k.Dye Penetrant Inspection of Welds. If directed, perform dye penetrant inspection according to AASHTO/AWS D1.5M/D1.5 .
l.Magnetic Particle Inspection of Welds.
1.General. Perform magnetic particle inspection, including weld preparation. Use inspection methods as provided for in AASHTO/AWS D1.5M/D1.5 .
2.Résumé. Furnish a résumé listing the specific magnetic particle equipment and outlining the particular magnetic particle procedures proposed. Furnish a statement detailing the magnetic particle training and experience for each person to be employed in m agnetic particle inspection, and certify that each of these persons meets the qualification requirements of paragraph 6.1.3.4 of AASHTO/AWS D1.5M/D1.5 . Only those personnel approved in writing shall perform magnetic particle inspection.
3.Perform inspect ion as outlined in AASHTO/AWS D1.5M/D1.5 paragraph 6.7.2 through 6.7.2.3.
4.Scheduling of Inspection. Give written notification at least 6 hours in advance of scheduled magnetic particle inspection.
m.Marking of Welds for Repair. Mark defective welds in the presence of the Engineer on the surface and side in which the repair will be made. Clearly mark the length and depth of the defect. Note defect length by a line on the surface directly over the defect. Mark (outside the weld area) the depth from the noted surface with a suitable line or arrow referencing the applicable defect.
n.Allowable Number of Repairs. When any weld has been repaired 3 times and rejected 4 times, hardness tests will be performed. Acceptable values will be determined by the De partment’s Materials Division for weld metal and the heat affected zone depending on the type of base metal. If the hardness values exceed the permissible range, completely remove the weld and heat affected material.
o.Excessive Welder/Operator Repairs. A full penetration weld repair incident shall be considered as the required repair of any portion of a full penetration weld due to nonconformance with AASHTO/AWS D1.5M/D1.5 . Multiple rejects in a single full penetration weld shall be considered as 1 repair incident. A welder/operator shall be limited to 4 repair incidents out of every 16 full penetration welds completed. In the event a welder/operator exceeds this repair rate, the following measures shall be taken:
1.The welder/operator shall be restric ted from performing further work on the project until an evaluation of the weld defects and weld ing equipment is conducted and a determination is made as to the root cause of the excessive defects.
2.The welder/operator may be subject ed to additional training and qualification testing depending on the determination of the root cause of excessive defects. T he welder/operator shall not return to the p roject until given approval . 506 STEEL STRUCTURES 294 506.03.17 Fit of Stiffeners. Fit stiffeners as specified in AASHTO/AWS D1. 5M/D1.5 .
506.03.18 Annealing and Stress Relieving. Perform annealing and stress relieving as specified in Division II,
Article 11 — 4.11 of the LRFD Bridge Construction Specifications.
506.03.19 Pins, Rollers, and Pin Holes. Rollers shall be of structural carbon steel and pins shall be of carbon
steel forgings meeting the requirements of Subsection 710.03.08. Accurately turn pins and rollers to the dimensions shown on the drawings and make straight, smooth, and free from flaws. Produce final surface by a fi nishing cut. In pins larger than 225 mm (9 in.) in diameter, bore a hole not less than 50 mm (2 in.) in diameter full length along the axis. Bore hole after the pin has been cooled to a temperature below the critical range under suitable conditions to pre vent injury by too rapid cooling, and before being annealed. Bore pin holes true to the specified diameter, smooth and straight at right angles with the axis of the member and parallel with each other. Do not vary the distance outside to outside of holes in tension members and inside to inside of holes in compression members from that specified by more than 0.80 mm (1/32 in.). Perform boring of holes in built up members after the bolting is complete. Bore diameter of the pin hole not exceeding that of th e pin by more than 0.50 mm (1/50 in.) for pins 125 mm (5 in.) or less in diameter, or more than 0.80 mm (1/32 in.) for larger pins. Screw threads for all bolts and pins for structural steel construction shall conform to the American National Coarse Thread Series, Class 2, free fit, except thread pin ends having a diameter of 34 mm (1.375 in.) or more at 6 threads per 25 mm (1 in.). Furnish and use pilot and driving nuts in driving pins. Furnish 2 pilot nuts and 2 drifting nuts for each size of pin. Drive pins so that the members will take full bearing on them. Screw pin nuts up tight and burr the threads at the face of the nut with a pointed tool.
506.03.20 Shop Painting. Apply shop paints in conformance with Section 614.
Use equipment and methods of han dling materials which prevent marring or damage to the shop coat of the painting system. Insulate the steel from lifting chains or cables by approved softeners. Pad hooks, clamps and slings used to hoist steel. Repair shop coated paint surfaces that are ma rred or damaged with materials and to a condition of the coating as specified in Section 614.
506.03.21 Marking and Shipping. Permanently stamp each member with an erection mark for identification
and furnish an erection diagram with erection marks shown thereon. Do not use painted erection marks. Mark the mass on members weighing more than 2.7 metric ton (3 ton). Load structural members on trucks or cars so that they may be transported and unloaded at their destination without being excessively stressed, deformed or otherwise damaged. Ship girders in a vertical position and maintain vertical in subsequent operations, or as approved.
506.03.22 Erection Methods and Equipment. At least 15 days before the start of erection, give written notice
as to the metho d of erection proposed, and as to the amount and character of the equipment proposed, the adequacy of which will be subject to approval. Perform storage and handling of the beams or girders on the erection site in conformance to Subsections 506.03.04 and 5 06.03.08. Do not consider the approval as relieving the responsibility for the safety and adequacy of methods or equipment or from carrying out the work in full accordance with the plans and specifications. Do not spot weld for the purpose of eliminating field erection bolts or for holding steel parts together while bolting. Erection work will be subject to inspection. Furnish facilities for such inspection of material and workmanship. Furnish a man lift or erect an approved platform to provide the Engine er access for inspection during erection. Material and workmanship not previously inspected will be inspected after its delivery to the site of the work. Provide falsework, tools, machinery and appliances, including drift pins and fitting up bolts, necess ary for the expeditious handling of the work. STEEL STRUCTURE S 506 295 Use galvanized high -strength bolts for rail post anchor bolts. Set anchor bolts with suitable templates in exact position and securely fix to prevent displacement during the concreting operations. Dress the areas of concrete upon which posts are to be set by grinding and rubbing to a true plane for the proper seating of the posts. Coat surfaces of aluminum alloy posts and adjustment shims to be in contact with concrete or with the steel anchor bolts, nuts, an d washers with aluminum insulating compound. Erect rail posts in sections. Continue erection of sections of rails and posts successively. Align the rail and tighten the nuts on the anchor bolts. Do not deviate posts more than 3 mm (1/8 in.) from true alig nment and do not create an abrupt break in alignment at any location. Aluminum shims may be slotted for ease in placing if approved. Use equipment and erection methods which prevent marring or damage to the shop coat of the painting system. Insulate the s teel from lifting chains or cables with approved softeners. Pad hooks, clamps, and slings used to hoist steel. Repair all shop coated paint surfaces that are marred or damaged, with materials and to a condition of the coating as specified in Section 614.
506.03.23 Falsework. Properly design the falsework and substantially construct and maintain for the loads
which come upon it. Prepare and submit for approval, plans for falsework or plans for changes in an existing structure necessary for maintaining traff ic. Do not consider approval as relieving the Contractor of any responsibility. Show holes for falsework and forms on the shop drawings and drill in the shop before any application of paint. Locate holes such that distortion of the web shall not occur. Us e temporary ties and struts when necessary to resist lateral loads and control relative deflections. Limit welding of falsework supports to compression flanges only, as approved. Upon completion of the erection and before final acceptance, remove all fal sework, excavated or useless materials, rubbish and temporary buildings. Replace or renew any fences damaged, restore in an acceptable manner all property, both public and private, which may have been damaged during the prosecution of the work, and leave t he structure site and adjacent highway in a satisfactory neat and presentable condition. Remove excavated material or falsework placed in the stream channel before final acceptance. When directed and when applicable, remove and dispose of temporary cross frames between box plate girders. Pad materials used for falsework and forms, and their supporting members, which may bear against the shop coated paint of steel members. Insulate overhang jacks and other deck support systems along with their connections from the shop coated paint. Do not use metal rollers, clamps, and other types of fasteners which will mar or damage shop coated surfaces. Repair shop coated paint surfaces that are marred or damaged, with materials and to a condition of the coating as spec ified in Section 614.
506.03.24 Bearing and Anchorage. Set bridge bearings in exact position as shown on the plans and with full
and even bearing on the masonry. Do not place bridge bearings on masonry bearing areas which are irregular or improperly forme d. Give surfaces designed for sliding movement, one upon the other, a field coat of graphite grease when placed in the structure. Drill the holes and set the anchor bolts, except where the holes are formed or the bolts are built into the masonry. Set the bolts accurately and fix with Portland cement grout, completely filling the holes. Adjust the location of the anchor bolts in relation to the slotted holes in the expansion shoes to correspond with the temperature at the time of erection. Adjust the nuts on anchor bolts at the expansion ends of spans to permit free movement of the span. Elastomeric bearing pads shall conform to Subsection 502.03.1 4 and Section 725.
506.03.25 Field Assembly. If the contract covering the erection of the steel does not include the fabrication,
check the material received and report promptly, in writing, any shortage or injury discovered. Accurately assemble the parts as shown on the plans and follow match -marks . Carefully handle the material so that no part will be bent, broken, or otherwise damaged. Do not injure or distort the members by hammering. Clean bearing surfaces and surfaces to be in permanent contact before the members are assembled. Unless erected by the cantilever method, erect truss spans on blocking to give the trusses proper camber. 506 STEEL STRUCTURES 296 506.03.26 Misfits. Consider the correction of minor misfits involving nonharmful amounts of reaming, cutting and chipping a legitimate part of the erection. Immediat ely report any error in the shop fabrication or deformation resulting from handling and transportation which prevents the proper assembling and fitting up of the parts. The moderate use of drift pins or a moderate amount of reaming and slight chipping or c utting will be allowed. Obtain approval for the method of correction. Make the necessary corrections and replacements in presence of Engineer.
506.03.27 Field Painting. Paint structural steel as specified in Section 614.
METHOD OF MEASUREMENT
506.04.01 Measurement. Structural steel will be measured by one of the methods specified herein.
a.Kilogram (Pound) Basis. When specified, structural steel will be measured by the kilogram (pound). The estimated quantities shown on the plans, plus or minus author ized quantity changes, will be the quantity used for payment. The Engineer or the Contractor may, however, request final measurement. Submit request for final measurement in writing. When final measurement is made, the quantities derived therefrom will be the quantities used for payment. The calculated mass will be based on the following assumptions:
1.Unit masses, kg/m3 (lb/ft3): Iron, malleable ................................ ................................ ................................ ................................ ................................ 7,530 (470) Iron, wrought ................................ ................................ ................................ ................................ ................................ ... 7,800 (487) Steel, rolled, cast, copper bearing, silicon, nickel and stainless ................................ ................................ ....................... 7,850 (490) Additional mass due to substitutions made at the Contractor’s request will not be included.
2.The mass of bolts, cap screws, anchor bolts, nuts, washers and anchor pipe sle eves remaining in the finished structure will be computed on the basis of their nominal mass and dimensions.
3.The mass of paint will not be included in the computed mass of metals.
4.The mass of weld metal will be computed on the basis of the theoreti cal volume of the dimensions of the welds.
b.Lump Sum Basis. When specified, structural steel will be measured by the lump sum. The lump sum price shall include all metal in the finished structure including but not limited to bolts, nuts and washers, st ud connectors, scuppers and deck drains, castings, pier nose angles, expansion joint angles and supports, plain elastomeric bearing pads, plates, anchorages, welding materials, and galvanizing. There will be no change in measurement due to substitutions ma de at the Contractor’s request.
c.Linear Meter (Linear Foot) Basis. When specified, bridge rail or pedestrian rail will be measured by the linear meter (linear foot) of rail. BASIS OF PAYMENT
506.05.01 Payment. The accepted quantities, measured as pro vided above, will be paid for at the contract
price per unit of measurement for the pay items listed below that are shown in the proposal. Payment will be full compensation for the work prescribed in this Section. Payment will be made under: Pay Item Pay Unit Structural Steel ................................ ................................ ................................ ................................ ....... Kilogram (Pound) or Lump Sum Bridge Rail (type) ................................ ................................ ................................ ................................ ............. Linear Meter (Linear Foot) Pedestrian Rail (type) ................................ ................................ ................................ ................................ ....... Linear Meter (Linear Foot) 297 SECTION 508 DRIVEN PILES DESCRIPTION
508.01.01 General. This work consists of furnishing and driving piles.
508.01.02 Submittals . Submit the following information for review and approval at least 30 days prior to driving
piles:
1.Mill test reports for steel materials . Mill test reports shall clearly identi fy heat numbers and yield strengths .
2.Safety p lan for handling and installi ng piles close to traveled ways , railroad tracks, buildings , power lines, and other facilities . The plan shall identify and address how potential hazards will be managed to avoid property damage and injury .
3.Qualifications of the Dynamic Testing Consultant’s personnel who will perform the testi ng, wave equation modeling, and signal matching analyses. Certification of the equipment operator who will perform the testing and the engineer who will perform the wave equation modeling and signal matching analyses shall be under the High -Strain Dynamic Pile Testing Examination and Certification process of the Pile Driving Contractors Association or the certification process of Foundation QA. The equipment operator performing the testing shall have achieved Basic or better certification and performed high -strain dynamic testing on a minimum of 10 projects within the previous two years. The engineer performing the wave equation and signal matching analyses shall have achieved Advanced or better certification, be a Registered Professional Engineer licensed t o practice in the State of Nevada, and performed wave equation and signal matching analyses for a minimum of 15 projects within the last three years.
4.Completed P ile and Driving Equipment Data F orm. The form will be provided by the Department. Complete and submit a separate form for each hammer proposed for driving piles. Include pile lengths and number of pieces of each length furnished for each pile type and size .
5.Summary report of the results of preconstruction wave equation modeling. The wave equation modeling shall be sufficient to assess the ability of each proposed driving system to install each pile to the required nominal capacity and the required minimum penetration depth without exceeding allowable driving stresses. The wave equati on modeling shall address all combinations of proposed driving system, pile type and subsurface conditions anticipated. The report shall include appropriate drivability graphs, bearing graphs and preliminary inspector charts. Acceptability of the summary r eport and adequacy of the analyses will be determined by the Department.
6.Operation manual for each proposed hammer.
7.Hammer manufacturer’s recommendation s for cushion material s including number of layers and thicknesses for each proposed driving system .
8.Installation sequence and schedule. Include drawings indicating the order that piles will be driven. The schedule shall include each planned equipment move between substructure sites and each planned pile test. If any o f the above submittals are rejected, a llow 30 days after resubmission for review and approval . No additional contract time will be provided for submittals returned for correction.
508.01.03 Pre -activity Meeting. Before commencement of pile driving, t he Engineer will designate a time and
place satisfactory to the Contractor for a pre -activity meeting. The pre -activity meeting shall be held not more than 2 weeks in advance of scheduled pile driving. The meeting shall be attended by the Contractor’s supe rintendent and the pile driving subcontractor’s superintendent. Do not commence pile driving until all issues raised at the pre-activity meeting have been satisfactorily addressed .
508.01.04 Dynamic Testing Consultant. Secure the services of an independen t dynamic testing consultant to
perform wave equation modeling, high -strain dynamic testing and signal matching analyses, and to develop pile driving criteria.
Source: Nevada Standard Specifications for Road and Bridge Construction, 2014 Edition. Pages 287–302 of 610.