438 continuous beam and girders or rigid frames. The camber diagram shall show calculated cambers to be used in preassembly o f the structure in accordance with Section 615.5.3. 615.3 -MATERIALS : 615.3.1 -Structural Steel : 615.3.1.1 -Quality: Steel shall be furnished according to the following specifications. The grade or grades of steel to be furnished shall be as shown on the plans or as specified. Material meeting equivalent AASHTO and ASTM specifications may be supplied under either spe cification. All steel for use in main load -carrying member components subject to tensile stress, including splice plates, shall conform to Zone 2 Charpy V -Notch Impact Test requirements of AASHTO M 270. 615.3.1.2 -Certifications and verification: Fabric ators of structural steel shall provide certified mill test reports (MTRs) for all steel materials used in fabrication. MTRs must originate from the producer of the material and not a supplier. 615.3.1.3 -High Performance Steel: Structural Steel designated on the plans as grades HPS 50W and HPS 70W shall conform to the requirements of AASHTO M 270. All fabrication for grades HPS 50W and HPS 70W must conform to the current edition of the AASHTO/AWS D1.5 2008 Bridge Welding Code and by the latest edition of the AASHTO Guide Specification for Highway Bridge Fabrication with HPS 70W Steel. Only submerged arc welding ( SAW) and shielded metal arc welding (SMAW) are permitted when welding grade HPS 70W steel. 615.3.1.4 -Non-Destructi ve Testing (NDT): All NDT shall be performed in accordance with the AASHTO/AWS D1.5 2008 Bridge Welding Code. Whenever magnetic particle testing (MT) is performed only the yoke technique will be allowed, as described in section 6.7.6.2 of AWS D1.5, modif ied to test using alternating current only. 615.3.1.5 -Weld procedure qualification: The procedure qualification test record (PQR) and proposed welding procedure specification (WPS) must be submitted to the Engineer for review and approval prior to the s tart of fabrication. In general, post weld heat treatment shall not be required. If proposed by the Contractor for production or repair welding, such post weld heat treatment must be included in the procedure qualification testing, or qualified by additi onal PQR’s, as appropriate. 615.3.2 -High -Strength Fasteners: Bolts, nuts, and washers shall conform to Section
709.24 and shall be mechanically galvanized in accordance with ASTM B695. Hot -dip
galvanizing or coating with a zinc rich primer may be us ed only when specified by the Contract documents. 615.3.2.1 -Weathering Steel Bridges: High strength fasteners shall meet Section
709.24 and shall be Type 3 (weathering steel), per ASTM F3125 Grade A325. High
strength fasteners used in regions of the st ructure that require painting shall be Type 1, per ASTM F3125 Grade A325, and mechanically galvanized in accordance with ASTM B695. ASTM F3125, Grade A490, high strength fasteners shall only be used when indicated on the plans. 439 615.3.3 -Welded Stud Shear Connectors: When design requires the use of welded stud shear connectors, they shall meet the requirements of Section 7 of the ANSI/AASHTO/AWS D1.5, Bridge Welding Code. The connectors shall be attached in the field. With the exception of worker fall protection as described in section 615.3.3.1, no shop installation of welded stud shear connectors shall be permitted. The field installation of the welded stud shear connectors shall not commence prior to the installation of the deck forms in the ar ea surrounding the welded stud shear connectors. Overhanging deck forms may be installed after the welded stud shear connectors are installed. The welded stud shear connectors and deck forms shall be installed in a sequence that permits workers access th rough the deck area without walking through installed welded stud shear connectors. 615.3.3.1 - Shear Studs for Worker Fall Protection: The Contractor may shop install shear studs to the beam or girder for the purpose of attaching a worker fall protection system. Only the shear studs required to properly install and support the worker fall protection system may be installed in the shop. The remaining shear studs at this location for an individual transverse row across the beam or girder flange may also be installed in the shop. All shop installed shear studs shall be shown on the drawings. 615.3.4 -Steel Forgings and Steel Shafting: 615.3.4.1 -Steel Forgings: Shall conform to subsection 709.13.1. 615.3.4.2 -Cold Finished Carbon Steel Shafting: Shall conform to 709.13.2. 615.3.5 -Steel Castings: Shall conform to subsection 709.14. 615.3.6 -Iron Castings: Shall conform to subse ction 709.10. 615.3.7 -Coating of Anchor Bolts, Nuts and Washers: All anchor bolts, nuts and washers shall be hot dip galvanized in accordance with AASHTO M 232 after fabrication. 615.4 -FABRICATION : 615.4.1 -Identification and Traceability: Ensure that all structural steel materials are identified in accordance with ASTM A6. Maintain heat numbers on all primary bridge materials until the material is permanently joined into a piece -marked member. Use low stress steel die stamps or a firmly attached tag. Maintain documentation of all primary member material for shop records and provide this documentation to the Quality Assurance Inspector (QAI) for the Engineer’s records. 615.4.2 -Storage of Materials: Steel members must not be gouged, scratched, dented, or allowed to rub against other members that would result in damage to the steel member or coating. Members shall be handled using softeners and slings instead of chokers and chains. Store members in the fabrication shop and o n the project site in such a manner as to be kept free and clean of all foreign substances such as grease, oil, mortar and concrete splatter , chalk and crayon marks, paint, and dirt. All storage must be above ground and sloped to allow free drainage of m elted snow, rainwater, and dew. If the members are stored for periods longer than three months, the members must be placed on metal supports. For a period of storage up to three months, members may be placed on clean, untreated wood timbers. Do not allo w treated lumber or treated timber to contact steel members. 440 Store plate girders and rolled beams with the web in the upright position. The members may be stacked on metal or wood supports provided, as noted above; individual members must be kept sepa rate. Under no circumstances shall members be nested together or bundled. 615.4.3 -Plates: 615.4.3.1 -Direction of Rolling: Unless otherwise shown on the plans, steel plates for main members and splice plates for flanges and main tension members, not s econdary members, shall be cut and fabricated so that the primary direction of rolling is parallel to the direction of the main tensile and/or compressive stresses. 615.4.3.2 -Plate Cut Edges: 615.4.3.2 .1-Edge Planeing: For primary members more than 5 /8 inch in thickness, 3/16 inch shall be planed off sheared edges that remain exposed after fabrication. 615.4.3.2 .2-Thermal Cutting: Shall conform to the requirements of the ANSI/AASHTO/AWS Bridge Welding Code D1.5. 615.4.3.2 .3-Visual Inspection and Repair of Plate Cut Edges: Shall conform to the requirements of ANSI/AASHTO/AWS Bridge Welding code D1.5. 615.4.3.3 -Bent Plates: 615.4.3.3 .1General: Unwelded, load -carrying, rolled -steel plates to be bent shall conform to the following: They shall b e so taken from the stock plates that the bend line will be at right angles to the direction of rolling, except that cold -bent ribs for orthotropic -deck bridges may be bent with bend lines in the direction of rolling if permitted by the Engineer. Before b ending, the corners of the plates shall be rounded to a radius of approximately 1/16 inch throughout the portion of the plate at which the bending is to occur. 615.4.3.3 .2-Cold Bending: Do not cold bend fracture critical materials. Cold bending shall be such that no cracking of the plate occurs. Visibly inspect all load points, and check any suspected damage by magnetic particle testing. Material with non -specified kinks or sharp ben ds, cracks, large dents, or visible reduction of section shall be rejected. Minimum bend radii, measured to the concave face of the metal, are shown in Table 615.4.3.3.2. TABLE 615.4.3.3.2 Minimum Cold -Bending Radii Material Radius in Terms of Plate Thickness, t (in.) ASTM Specification Grade t<(1) (1) <t< (2) (2)<t A36 --- 1.5t 1.5t 2.0t A572 42 A709 36 A572 50 1.5t 2.0t 2.5t A588 --- A709 50, 50W A572 55 1.5t 2.5t 3.0t A709 70W Allowance for springback of Grades 100 and 100W steels should be about three times that for Grade 36 steel. For break press forming, the lower die span should be at least 16 times the plate thickness. Multiple hits are advisable. 615.4.3.3 .3-Hot Bending: If a radius shorter than the minimum specified for cold bending is essential, the plates shall be bent hot at a temperature not greater than shown in Table 615.4.7. 615.4.4 -Fit of Stiffeners: Bearing stiffeners for girders and stiffeners intended as supports for concentrated loads shall have full bearing (either milled, ground or on weldable steel in compression areas of flanges, welded when shown on the plans or specified) on the flanges to which they transmit load or from which they receive load and shall meet the requirements of paragraph 3.5.1.9 of the 2008 ANSI/AASHTO/AWS Bridge Welding Code D1.5. Intermediate stiffeners not intended to support concentrated loads, unless shown or specified otherwise, shall have a tight fit against both flanges wh ich is defined as having a gap of no more than 1/16 inch between stiffener and flange. Diaphragm, crossframes or floorbeam connection plates shall be welded to both top and bottom flanges. 615.4.5 -Abutting Joints: When specified by the contract plans, butting joints in compression members of trusses and columns shall be milled or saw -cut to give a square joint and uniform bearing. At other joints, not required to be faced, the opening shall not exceed 3/8 inch. 615.4.6 -Facing of Bearing Surfaces: The surface 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 ANSI surface roughness requirements as defined in ANSI B46.1, Surfac e Roughness, Waviness and Lay, Part I: Steel slabs ANSI 2,000 Heavy plates in contact in shoes to be welded ANSI 1,000 Milled ends of compression members, milled or ground ends of stiffeners and fillers ANSI 500 Bridge rollers and rockers ANSI 250 Pins and pin holes ANSI 125 Sliding bearings ANSI 125 615.4.7 -Straightening Material: The straightening of plates, angles, other shapes, and built-up members, when permitted by the Engineer, shall be done by methods that will not produce fracture or other injury to the metal. Straighten bridge member parts, such as plates, angles or shap es, before the parts are assembled. If members are cold straightened, follow the applicable provisions of Section 615.4.3.3.2. Distorted members shall be straightened by mechanical means or, if approved by the Engineer, by carefully planned procedures an d supervised application of a limited amount of localized heat, except that heat straightening of Grades 70W, 100 and 100W steel members shall be done only under rigidly controlled procedures, each application subject to the approval of the Engineer. In n o case shall the maximum temperature exceed values shown in Table 615.4.7. 442 TABLE 615.4.7 Maximum Heat Straightening and Hot Bending Temperature Grade 70W > 6" from weld 1,075° F Grade 70W < 6” from weld 900° F Grade 100 or 100W > 6” from weld 1,125° F Grade 100 or 100W < 6” from weld 950° F In all other steels, the temperature of the heated area shall not exceed 1,200° F as controlled by temperature indicating crayons. Parts to be heat straightened shall be substantially free of stress and from external forces, except stresses resulting from mechanical means used in conjunction with the application of heat. Evidence of fracture following straightening of a bend or buckle will be cause for rejection of the damaged piece. 615.4.8 -Bolt Holes: 615.4.8.1 -Holes for High -Strength Bolts and Unfinished Bolts: (See Section 615.5.5 for bolts included in designation "Unfinished Bolts"). 615.4.8.1 .1-General: All holes for bolts shall be either punched or drilled. Material formin g parts of a member composed of not more than five thicknesses of metal may be punched 1/16 inch larger than the nominal diameter of the bolts whenever the thickness of the material is not greater than ¾ inch for structural carbon steel, 5/8 inch for high -strength steel or ½ inch for quenched and tempered alloy steel, unless subpunching and reaming are required under Section 615.4.8.5. When there are more than five thicknesses or when any of the main material is thicker than ¾ inch for structural carbon steel, 5/8 inch for high -strength steel, or ½ inch for quenched and tempered alloy steel, all holes shall either be subdrilled and reamed or drilled full size. When required, all holes shall be either subpunched or subdrilled (subdrilled if thickness limi tation governs) 3/16 inch smaller and, after assembling reamed 1/16 inch larger or drilled full size to 1/16 inch larger than the nominal diameter of the bolts. When shown on the plans, enlarged or slotted holes are allowed with high -strength bolts. 615.4.8.1 .2-Punched Holes: The diameter of the die shall not exceed the diameter of the punch by more than 1/16 inch. If any holes must be enlarged to admit the bolts, such holes shall be reamed. Holes must be clean cut without torn or ragged edges. Do not punch holes full size in primary members. Apply these maximum thickness limits when punching: Grade 36 -3/4 inch; Grade 50/50W -5/8 inch; Grade HPS 70W -1/2 inch. 615.4.8.1 .3-Reamed or Drilled Holes: Shall be cylindrical, perpendicular to the member, and shall comply with the requirements of Section 615.4.8.1.1 as to size. Where practical, reamers shall be directed by mechanical means. Burrs on the outside surfaces shall be removed. Reaming and drilling shall be done with twist drills, twist reamer s or rotobroach cutters. Connecting parts requiring reamed or drilled holes shall be assembled 443 and securely held while being reamed or drilled and shall be match marked before disassembling. Parts shall not be held by welding. 615.4.8.1 .4-Accuracy of H oles: Holes not more than 1/32 inch larger in diameter than the true decimal equivalent of the nominal diameter that may result from a drill or reamer of the nominal diameter are considered acceptable. The slightly conical hole that naturally results fro m punching operations is considered acceptable. The width of slotted holes which are produced by thermal cutting or a combination of drilling or punching and thermal cutting shall be not more than 1/32 inch greater than the nominal width. The thermal cut surface shall be ground smooth. Do not thermally cut holes in quenched and tempered steel. 615.4.8.2 -Accuracy of Hole Group: 615.4.8.2 .1-Accuracy Before Reaming: All holes punched full size, subpunched, or subdrilled shall be so accurately punched so that after assembling (before any reaming is done) a cylindrical pin 1/8 inch smaller in diameter than the nominal size of the punched hole may be entered perpendicular to the face of the member, without drifting, in at least 75 percent (75%) of the conti guous holes in the same plane. If the requirement is not fulfilled, the improperly punched pieces will be rejected. If any hole will not pass a pin 3/16 inch smaller in diameter than the nominal size of the punched hole, this will be cause for rejection. 615.4.8.2 .2-Accuracy after Reaming: When holes are reamed or drilled, 85 percent (85%) of the holes in any contiguous group shall, after reaming or drilling, show no offset greater than 1/32 inch between adjacent thickness of metal. All steel templates shall have hardened steel bushings in holes accurately dimensioned from the centerlines of the connection as inscribed on the template. The centerlines shall be used in locating accurately the template from the milled or scribed ends of the memb ers. 615.4.8.3 -Numerically -Controlled Drilled Field Connections: In lieu of subsized holes and reaming while assembled, or drilling holes full -size while assembled, the Contractor shall have the option to drill or punch bolt holes full -size in unassembled pieces and/or connections including templates for use with matching subsized and rea med holes by means of suitable numerically controlled (N/C) drilling or punching equipment. Full - size punched holes shall meet the requirements of Section 615.4.8.1. If N/C drilling or punching equipment is used, the Contractor, by means of check assembli es, will be required to demonstrate the accuracy of this drilling or punching procedure in accordance with the provisions of Section 615.5.3.3. Holes drilled or punched by N/C equipment shall be drilled or punched to appropriate size either through indivi dual pieces, or drilled through any combination of pieces held tightly together. Pieces shall not be held by welding. 615.4.8.4 -Holes for Ribbed Bolts, Turned Bolts, or Other Approved Bearing Type Bolts : All holes for ribbed bolts, turned bolts, or oth er approved bearing -type bolts shall be subpunched or subdrilled 3/16 inch smaller than the nominal diameter of the bolt and reamed when assembled, or drilled to a steel template or, after assembling, drilled from the solid at the option of the Fabricator. In any case the finished holes shall provide a driving fit. 615.4.8.5 -Preparation of Field Connections: Holes in all field connections and field splices of main members of trusses, arches, continuous beam spans, bents, towers (each face), plate girder s, and rigid frames shall be subpunched or subdrilled and subsequently reamed while assembled or drilled full size to a steel template. Holes for field splices of rolled beam stringers continuous over floor beams or cross frames may be drilled full size unassembled to a steel template. All holes for floor beams or cross frames may be drilled full size unassembled to a steel template. All holes for floor beam and stringer field end connections shall be subpunched and reamed while assembled or drilled full size to a steel template. Reaming or drilling full size of field connection holes through a steel template shall be done after the template has been located with utmost care as to position and angle and firmly bolted in place. Templates used for reaming matching members, or the opposite faces of a single member, shall be exact duplicates. Templates used for connections on like parts or members shall be so accurately located that the parts or members are duplicates and require no match -marking. For any connection, in lieu of subpunching and reaming or subdrilling and reaming, the fabricator may, at his option, drill holes full size with all thicknesses or material assembled in proper position. 615.4.9 -Pins and Rollers: 615.4.9.1 -General: Pins and ro llers shall be accurately turned to the dimensions shown on the drawings and shall be straight, smooth, and free from flaws. Pins and rollers more than nine ( 9) inches in diameter shall be forged rollers and annealed. Pins and rollers nine (9) inches or less in diameter may be either forged and annealed or cold -finished carbon -steel shafting. In pins larger than nine ( 9) inches in diameter, a hole not less than two ( 2) inches in diameter shall be bored full length along the axis after the forging has bee n allowed to cool to a temperature below the critical range, under suitable conditions to prevent damage by too rapid cooling, and before being annealed. 615.4.9.2 -Boring Pin Holes: Pin holes shall be bored true to the specified diameter, smooth and str aight, at right angles with the axis of the member and parallel with each other unless otherwise required. The final surface shall be produced by a finishing cut. The diameter of the pin hole shall not exceed that of the pin by more than 1/50 inch for pins five ( 5) inches or less in diameter, or by 1/32 inch for larger pins. The distance outside to outside of end holes in tension members and inside to inside of end holes in compression members shall not vary from that specified more than 1/32 inch. Boring of pin holes in built -up members shall be done after the member has been assembled. 615.4.9.3 -Threads for Bolts and Pins: Threads for all bolts and pins for structural steel construction shall conform to the Unified Standard Series UNC ANSI B1.1, Cla ss 2A for external threads and Class 2B for internal threads, except that pin ends having a diameter of 1 -3/8 inches or more shall be threaded six threads to the inch. 615.4.10 -Eyebars: Pin holes may be thermal cut at least two ( 2) inches smaller in diameter than the finished pin diameter. All eyebars that are to be placed side by side in the structure shall be securely fastened together in the order that they will be placed on the pin and bored at 445 both ends while so clamped. Eyebars shall be packed and match -marked for shipment and erection. All identifying marks shall be stamped with steel stencils on the edge of one head of each member after fabrication is completed so as to be vis ible when the bars are nested in place on the structure. Steel die stamps shall be low stress type. The eyebars shall be straight and free from twists and the pin holes shall be accurately located on the centerline of the bar. The inclination of any ba r to the plane of the truss shall not 0.5 percent (0.5%) . The edges of eyebars that lie between the transverse centerline of their pin holes shall be cut simultaneously with two mechanically operated torches abreast of each other, guided by a substantial template, in such a manner as to prevent distortion of the plates. 615.4.11 -Annealing and Stress Relieving: Structural members which are indicated in the contract to be annealed or normalized shall have finished machining, boring, and straightening done subsequent to heat treatment. Normalizing and annealing (full annealing) shall be as defined in ASTM A941. The temperatures shall be maintained uniformly throughout the furnace during the heating and cooling so that the temperature at no two points on the member will differ by more than 100° F at any one time. Members of Grades 100/100W or Grade 70W (690/690W or Grade 480W) steels shall not be annealed or normalized and shall be stress relieved only with the approval of the Engineer. A record of ea ch furnace charge shall identify the pieces in the charge and show the temperatures and schedule actually used. Proper instruments, including recording pyrometers, shall be provided for determining at any time the temperatures of members in the furnace. The records of the treatment operation shall be available to and meet the approval of the Engineer. The holding temperature for stress relieving Grades 100/100W and Grade 70W (690/690W and Grade 480W) steels shall not exceed 1,125° F and 1075° F, respecti vely. Members, such as bridge shoes, pedestals, or other parts that are built up by welding sections of plate together shall be stress relieved in accordance with the ANSI/AASHTO/AWS Bridge Welding Code D1.5 when required by the plans, specifications, or special provisions governing the contract. 615.4.12 -Curved Girders: 615.4.12 .1-General: Flanges of curved, welded girders may be cut to the radii shown on the plans or curved by applying heat as specified in the succeeding Sections providing the radi i is not less than allowed by Article 10.15.2 of Division I of the AASHTO Standard Specifications for Highway Bridges. 615.4.12 .2-Heat Curving Rolled Beams and Welded Girders : 615.4.12 .2.1-Materials: Blank 615.4.12 .2.2-Type of Heating: Beams and gi rders may be curved by either continuous or V -type heating as approved by the Engineer. For the continuous method, a strip or intermittent strips along the edge of the top and bottom flange shall be heated simultaneously depending on flange widths and thi cknesses; the strip shall be of sufficient width and temperature to obtain the required curvature. For V -type heating, the top and bottom flanges shall be heated in truncated triangular or wedge -shaped areas having their base along the flange edge and spa ced at regular intervals along each flange; the spacing and temperature shall be as required to obtain the required curvature, and heating shall progress along the top and bottom flange at approximately the same rate. 446 For V -type heating, the apex of the t runcated triangular area applied to the inside flange surface shall terminate just before the juncture of the web and the flange is reached. To avoid unnecessary web distortion, special care shall be taken when heating the inside flange surfaces (the surf aces that intersect the web) so that heat is not applied directly to the web. When the radius of curvature is 1,000 feet or more, the apex of the truncated triangular heating pattern applied to the outside flange surface shall extend to the juncture of th e flange and web. When the radius of curvature is less than 1,000 feet, the apex of the truncated triangle heating pattern applied to the outside flange surface shall extend past the web for a distance equal to one -eighth of the flange or three ( 3) inches , whichever is less. The truncated triangular pattern shall have an included angle of approximately 15 to 30 degrees, but the base of the triangle shall not exceed ten ( 10) inches . Variations in the patterns prescribed above may be made with the approval of the Engineer. For both types of heating, the flange edges to be heated are those that will be on the inside of the horizontal curve after cooling. Heating both inside and outside flange surfaces is only mandatory when the flange thickness is 1¼ inche s or greater, in which case, the two surfaces shall be heated concurrently. The maximum temperature shall be prescribed as follows. 615.4.12 .2.3-Temperature: Bring the steel within the planned temperature as rapidly as possible without overheating. The heat -curving operation shall be conducted in such a manner that the temperature of the steel does not exceed 1200°F for grade 36 and grade 50 steel, and 110 0° F for grades HPS 70W and HPS 100/100W steel as measured by temperature indicating crayons, pyrometers, or infrared non -contact thermometers. Measure the temperature 5 -10 seconds after the heating flame leaves the area to be tested. The girder shall no t be artificially cooled until after naturally cooling to 600°F. Cooling with dry compressed air after the steel has cooled to below 600° F is permitted. Do not cool the steel with water or mist. Allow steel to cool below 250° F before applying another set of heating patterns. Do not handle, support, or load the member in a manner that causes material to yield without the application of heat. 615.4.12 .2.4-Position for Heating: The girder may be heat -curved with the web in either a vertical or a hor izontal position. If the radius is less than 1000 feet, heat curve only with the web in the horizontal position or preload to induce stress prior to heating. Do not heat curve portions of members where the required radius of curvature is less than 1000 feet and the flange width exceeds thirty ( 30) inches. When curved in the vertical position, the girder must be braced or supported in such a manner that the tendency of the girder to deflect laterally during the heat -curving process will not cause the gird er to overturn. When curved in the horizontal position, the girder must be supported near its ends and at intermediate points, if required, to obtain a uniform curvature; the bending stress in the flanges due to the dead weight of the girder must not exce ed the usual allowable design stress. When the girder is positioned horizontally for heating, intermediate safety catch blocks must be maintained at the mid -length of the girder within two ( 2) inches of the flanges at all times during the heating process to guard against a sudden sag due to plastic flange buckling. 615.4.12 .2.5-Sequence of Operations: The girder shall be heat -curved in the fabrication shop before it is painted. The heat curving operation may be conducted either before or after all the required welding of transverse intermediate stiffeners is completed. 447 However, unless provisions are made for girder shrinkage, connection plates and bearing stiffeners shall be located and attached after heat curving. If longitudinal stiffeners are requi red, they shall be heat -curved or oxygen -cut separately and then welded to the curved girder. When cover plates are to be attached to rolled beams, they may be attached before heat curving if the total thickness of one flange and cover plate is less than 2½ inches and the radius of the curvature is greater than 1,000 feet. For other rolled beams with cover plates, the beams must be heat -curved before the cover plates are attached; cover plates must be either heat curved or oxygen -cut separately and then w elded to the curved beam. 615.4.12 .2.6-Camber: Girders shall be cambered before heat curving. Camber for rolled beams may be obtained by heat -cambering methods approved by the Engineer. For plate girders, the web shall be cut to the prescribed camber with suitable allowance for shrinkage due to cutting, welding, and heat curving. However, subject to the approval of the Engineer, moderate deviations from specified camber may be corrected by a carefully supervised application of heat. 615.4.12 .2.7-Mea surement of Curvature and Camber: Horizontal curvature and vertical camber shall be measured for final acceptance after all welding and heating operations are completed and the flanges have cooled to a uniform temperature. Horizontal curvature shall be c hecked with the girder in the vertical position. 615.4.13 : Blank 615.4.14 -Full Size Tests: When full size tests of fabricated structural members or eyebars are required by the contract, the Contractor shall provide suitable facilities, material, supervision, and labor necessary for making and recording the required tests. The members tested in accordance with the contract shall be paid for in accordance wit h Section 615.7.2. 615.4.15 -Marking and Shipping: Each member shall be painted or marked with an erection mark for identification and an erection diagram showing these marks shall be furnished to the Engineer. The Contractor shall furnish to the Engi neer as many copies of material orders, shipping statements, and erection diagrams as the Engineer may direct. The weights of the individual members shall be shown on the statements. Members weighing more than 3 tons shall have the weights marked thereon . Structural members shall be loaded on trucks or railcars in such a manner that they may be transported and unloaded at their destination without being excessively stressed, deformed, or otherwise damaged. High strength bolts, nuts, and washers shall b e packaged as required by Section 709.24.9.1. Pins and small parts shall be shipped in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. A list and description of the contained material shall be plainly mar ked on the outside of each shipping container. 615.5 -ASSEMBLY : 615.5.1 -Bolting: Surfaces of metal in contact shall be clean before assembling. The parts of a member shall be assembled, well pinned, and firmly dr awn together before drilling, reaming, or bolting is commenced. Assembled pieces shall be taken apart for the removal of burrs and shavings produced by the operation. The member shall be free from twists, bends and other deformation. 448 The drifting done during assembling shall be only such as to bring the parts into position and not sufficient to enlarge the holes or distort the metal. 615.5.2 -Welded Connections: Surfaces and edges to be welded shall be smooth, uniform, clean and free of defects which would adversely affect the quality of the weld. Edge preparation shall be done in accordance with ANSI/AASHTO/AWS Bridge Welding Code D1.5. 615.5.3 -Preassembly of Field Connections: 615.5.3.1 -General: Field connections of main members of trusses, arches, continuous beams, plate girders, bents, towers and rigid frames shall be preassembles prior to erection to verify the geometry of the completed structure of un it and to verify or prepare field splices. Attaining accurate geometry is the responsibility of the Contractor and they shall propose and appropriate method of preassembly and submit the plan to the Engineer. The method and details of preassembly shall b e consistent with the erection procedure shown on the erection plans and camber diagrams prepared by the Contractor and submitted to the Engineer. Receipt of plans, drawings and calculations does not constitute review or approval or relieve the contractor of their responsibility to satisfactorily design the erection plan. As a minimum, the preassembly procedure shall consist of assembling three contiguous panels accurately adjusted for line and camber. Successive assemblies shall consist of at least on e section or panel of the previous assembly (repositioned if necessary and adequately pinned to assure accurate alignment) plus two or more sections or panels added at the advancing end. In the case of structures longer than 150 feet, each assembly shall be not less than 150 feet long regardless of the length of individual continuous panels or sections. At the option of the fabricator, sequence of assembly may start from any location in the structure and proceed in one or both directions so long as the pr eceding requirements are satisfied. 615.5.3.2 -Bolted Connections: For bolted connections, holes shall be prepared as outlined in Section 615.4.8. Where specified by the contract documents, major components shall be assembled with milled ends of compres sion members in full bearing and then shall have their subsized holes reamed to the specified size while the connections are assembled. 615.5.3.3 -Check Assembly -Numerically Controlled Drilling: When the Contractor elects to use numerically controlled dr illing, a check assembly shall be required for each major structural type, unless otherwise designated on the plans or in the special provisions, and shall consist of at least three contiguous shop sections or, in a truss, all members in at least three con tiguous panels but not less than the number of panels associated with three contiguous chord lengths (i.e., length between field splices). Check assemblies should be based on the proposed order of erection, joints in bearing, special complex points, and similar considerations. Special points could be the portals of skewed trusses, for example. More than one check assembly may be required by the Engineer. The check assemblies shall include the first sections of each major structural type to be fabricated and additional assemblies as required by the Engineer. Shop assemblies other than the check assemblies will not be required.