697 Welding Code. Welders, welding operators, and tack welders shall be qualified in accordance with Bridge Welding Code, Clause 7, Part B. When welding steel structural or steel no n-structural tubing or steel structural supports for highway signs, luminaires, or traffic signals, it shall be performed in accordance with AWS D1.1 Stru ctural Welding Code – Steel, hereinafter referred to as AWS D1.1. Welders, welding operators, and tack welders shall be qualified in accordance with AWS D1.1, Clause 6, Part C.
b.Welding of Hi gh Performance Steel All welding on high performance steel shall be in accordance with the Bridge Welding Code, except as modified herein and by the AASHTO Guide Specification for Highway Bridge Fabrication with HPS 70W Steel, hereinafter referred to as the Guide. Only submerged arc welding, SAW, and shielded metal arc welding, SMAW, processes will be allowed. Consumable handling requirements shall be in accordance with the Bridge Welding Code, Sections 12 .4 and 12.5, when using reduced preheat as described in Table 3 of the Guide, except that SAW consumables for matching weld 500 metal shall meet the hydrogen control level of H4 in accordance with Section 12.6. Consumable handling requirements shall meet the provisions of the Bridge Welding Code, Clause 6, when using the preheat requirements contained in Clause 6, except that the diffusible hydrogen level sha ll never exceed H8. SMAW consumables may meet diffusible hydrogen levels of either H4 or H8 except the higher preheat and interpass temperatures as noted in Table 3 of the Guide shall apply to H8 conditions. Filler metals used to make single pass fillet welds for web to flange applications which join HPS 70W steel plates, HPS 70W to grade 50W plates, and for attaching stiffeners and connection plates to grade HPS 70W webs and flanges, shall be in 510 accordance with the Bridge Welding Code , Table 6.1 for ASTM A709, grade 50W base metal. Filler metals for single pass 5/16 in. fillet welds need not meet the requirements for exposed bare applications. Filler metals used for all complete pe netration groove welds joining grade HPS 70W plate to ASTM A709, grade HPS 50W or grade 50W plate shall conform to the requirements for welding grade 50W base metal. Filler metals used for all complete pe netration groove welds joining grade HPS 70W plates to grade HPS 70W plates shall conform to the requirements for HPS 70W 520 base metal as follows: 1. Submerged Arc Welding process: Wire - LA85 by Lincoln Electric Company Flux - MIL800HPNi by Lincoln Electric Company 711.32 698 2. Shielded Metal Arc Welding process: Matching - E9018MR* 530 Undermatching - E7018MR* * The designator 'MR', for moisture resistant coating, is required for all SMAW electrodes used for welding HPS 70W steels. The Contractor may request approval of alternate consumables for matching weld strengths in lieu of the above filler metals for SAW. The request for approval shall include documentation of successful welding and shall also include diffusible hydrogen tests, both in accordance w ith the Bridge Welding Code. All welding procedures shall be qualified in accordance with the Bridge Welding Code, Clause 7, Qualification. The provisions of Section 7.12 shall apply. Qualification tests shall measure strength, toughness, and ductility and results shall be evaluated in accordance with Section 7.12. If specified on the plans, additional tests shall measure the Charpy V-notch toughness of the coarse-grained area of the heat affected zone, HAZ. The notch in the speci mens shall be carefully located in the coarse-grained area of the HAZ, as determined by macro-etching the specimens prior to machining and testing. The toughness requirement for the HAZ shall be the same as the weld metal. 550 All procedure qualification tests shall be ultrasonically tested in accordance with the requirements of the Bridge Welding Code, Clause 8, Part C. Evaluation shall be in accordance with Table 8.4, UT Acceptan ce – Rejection Criteria – Tensile Stress. Indications found at the interface of the backing bar may be disregarded regardless of the defect rating. A representative of the Department will witness all welding procedure qualification tests. Results of the welding procedure qualification tests and final welding procedure 560 specifications shall be submitted to the Engineer for review and approval. In general, post weld heat treatment will not be required. The use of such post weld heat treatment will require additional qualification testing. Wherever magnetic particle testing is done, only the yoke technique will be allowed, as described in Section 8.7.8.2 of the Bridge Welding Code, modified to use alternating current only.
c.Field Welding 570 Field welding shall be by the shielded metal arc welding, SMAW, process and shall be in accordance with the requirements herein. Magnetic particle testing will not be required on welded connections that do not carry calculated stresses. All field welding shall be preheated in accordance with Clause 6 of the Bridge Welding Code. 711.32 699 The Contractor shall provide a copy of the minimum preheat and interpass temperature table to the Engineer prior to beginning welding. Electrodes with a low hydrogen classification shall be used.
711.33 Stud Shear Connectors Stud shear connectors shall be in accord ance with 711.32 and as shown on the 580
plans.
711.34 Annealing and Stress Relieving
Structural members which are indicated in the contract to be annealed or normalized shall have finished machini ng, boring, and straightening performed subsequent to heat treatment. Normalizing and full annealing shall be in accordance with ASTM A941. The temperatures shall be maintained uniformly throughout the furnace during the heating and cooling so that the temperatures at two points on the member differ by no more than 100°F at any one time. A record of each furnace charge shall id entify the pieces in the charge and show the temperatures and schedule actually used. Proper instruments, including recording pyrometers, shall be provided for determining the temperature of members in the furnace. The records of the tr eatment operation shall be available and meet approval. Members, such as bridge shoes, pedestals, or other parts which are built up by welding sections of plate together shall be stress relieved in accordance with the procedure of the AWS when required by the plans or as otherwise specified. 711.35 Eyebars Pin holes may be flame cut at least 2 in. smaller in diameter than the finished pin 600 diameter. All eyebars to be placed side by side in the structure shall be securely fastened together in the order that they are placed on the pin and bored at both ends while clamped. Eyebars shall be packed an d 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 to be visible when the bars are nested in place on the structure. The eyebars shall be straight and free from twists, and the pin holes shall be located accurate ly on the centerline of the ba r. The inclination of any bar to the plane of the truss shall not exceed 1/16 in. in 1 ft. The edges of eyebars that lie between th e transverse centerline of their pin holes 610 shall be cut simultaneously with two mechanically operated torches abreast of each other, guided by a substantial template to prevent distortion of the plates.
711.36 Facing of Bearing Surfaces The top and bottom surfaces of steel slabs, base plates, and cap plates of columns
and pedestals shall be planed or the plates h eat-straightened. Parts in contact with them shall be faced. Sole plates of beams and girders shall have full contact with flanges. Sole plates and masonry plates shall be planed or heat straightened. 620 711.36 Cast pedestals shall be planed on surfaces to be in contact with steel and shall have surfaces to be in contact with masonry, rough finished. Surfaces of bronze bearing plates intende d for sliding contact shall be finished. The surface finish of bearing plates, base plates, and other bearing surfaces intended to contact each other or with conc rete shall meet the following ANSI surface roughness requirements as defined in ANSI B 46.1: Bridge rollers and rockers ........................................... ANSI 250 Heavy plates in contact with shoes to be welded ......... ANSI 1000 Milled ends of compression members, milled or ground ends of stiffeners and fillers ..................... ANSI 500 Pins and pin holes ........................................................ ANSI 125 Sliding bearings ........................................................... ANSI 125 Steel slabs .................................................................... ANSI 2000
711.37 Pins and Rollers Pins and rollers shall be turned to the dimensions shown on the working drawings 640
and shall be straight, smooth, and free from flaws. Pins and rollers more than 9 in. in diameter shall be forged. Pins and rollers 9 in. or less in diameter may be forged or cold finished carbon steel shafting. In pins la rger than 9 in. in diameter, a hole no less than 2 in. in diameter shall be bored full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent damage by cooling too rapid.
711.38 Boring Pin Holes
Pin holes shall be bored true to the specified diameter, smooth and straight, at right angles with the axis of the member, and parallel with each other unless otherwise 650 required. The final surface shall be produced by a finishing cut. 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 in. Boring of holes in built-up members shall be done after the bolting is completed. 711.39 Pin Clearances The diameter of the pin hole shall not exceed the pin by more than 1/50 in. for pins 5 in. or less in diameter, or 1/32 in. for larger pins.
711.40 Threads for Bolts and Pins 660
Threads for all bolts and pins for structural steel construction shall be in accordance with the Un ited Standard Series UNC-ANSI B 1.1, Class 2A for external threads and Class 2B for internal threads, except that pin ends having a diameter of 1 3/8 in. or more shall be threaded six threads per 1 in. 711.37 701 711.41 Pilot and Driving Nuts Two pilot nuts and two driving nuts for each size of pin shall be furnished, unless otherwise specified.
711.42 Finishing Cast Steel 670
The surface shall be finished as show n on the detail plans. Surfaces marked “finish” shall be made to the exact size and shape, all tool marks shall be removed. If marked “rough finish”, the tool marks need not be removed. There shall be no irregularities greater than 1/32 in. in height on rough finished surfaces.
711.43 Finished Members The several pieces forming a built-up member shall fit together closely and accurately, and the finished member shall be true to line and free from twists, bends,
and open joints. Cover plates on trusses, beams, and girders shall be so nearly straight that variations do not exceed 1/16 in. in 5 ft, with a maxi mum variation not to exceed 3/16 in. at the center of the plates. 711.44 Shop Assembling The field connections of main members of trusses, arches, continuous beam spans, bents, tower faces, plate girders, and rigid frames shall be assembled in the shop with milled ends of compression members in full bearing and then shall have their sub-size holes reamed to specified si ze while the connections are assembled. Assembly shall be full truss or girder assembly unless progressive beam or girder assembly, full chord 690 assembly, progressive chord assembly, or special complete structure assembly is shown on the plans or otherwise specified. Each assembly including camber, alignment, accuracy of holes, and fit of milled joints will be approved before reaming is commenced. A camber diagram shall be furnished by the fabricator showing the camber at each panel point of each truss, arch rib, continuous beam line, plate girder, or rigid frame. When the shop assembly is full truss or girder assembly or special complete structure assembly, the camber diagram shall show the camber measured in assembly. When any of the other methods of shop assembly are used, the camber diagram shall show 700 calculated camber.
a.Full Truss or Girder Assembly Full truss or girder assembly shall consis t of assembling all members of each truss, arch rib, bent, tower face, continuous beam line, plate girder, or rigid frame at one time.
b.Progressive Beam or Girder Assembly Progressive beam or girder assemb ly shall be accomplished by one of the following methods. In case the structure is on a horizontal curve, other assembly 710 methods may be approved on the working drawings. 711.44
1.This method shall consist of the assembly of at least three contiguous members, and no less than 150 ft. At least one beam or girder shall be added at the advancing end of the assembly before any member is removed from the rearward end so that the assembly portion of the structure is never shorter than that specified above. Each successive laydown assembly shall always include a previously reamed splice and the main member on each side of this splice. 720
2.The alternate method shall consist of placing the required number of contiguous shop members so that two complete spans are assembled for the first laydown. Each successive laydown shall consist of the required number of contiguous members to complete the next two spans while retaining in the new laydown the last bearing member from the previous laydown. On laydowns for structures comprised of an odd number of spans, a laydown of one span will be allowed to complete the structure. This laydown shall be the last span 730 unless otherwise approved on the working drawings. Each retained bearing member shall be reassembled in its second laydown with the same relative orientation to a common base line as it was in the first laydown.
c.Full Chord Assembly Full chord assembly shall consist of assembling, with geometric angles at the joints, the full length of each c hord of each truss or open spandrel arch, or each leg of each bent or tower, then reaming their fi eld connection holes while the members are assembled and reaming the web member co nnections to steel templates set at 740 geometric, not cambered, angular relation to the chord lines. Field connection holes in web members shall be reamed to steel templates. At least one end of each web member shall be milled or shall be scribed normal to the longitudinal axis of the member. The templates at both ends of the member shall be located accurately from one of th e milled ends or scribed lines.
d.Progressive Chord Assembly Progressive chord assembly shall consist of assembling contiguous chord members in the manner specified for full chord assembly and in the number and length 750 specified for progressive truss or girder assembly. (e) Special Complete Structure Assembly Special complete structure assembly shall consist of assembling the entire structure, including the floor system. This procedure is ordinarily needed only for complicated structures such as those ha ving curved girders or extreme skew in combination with severe grade or camber. 711.44 703 711.45 Drifting of Holes Except where drifting is specifically prohibited by this specification, the drifting 760 done during assembly shall be only to bring the parts into position and not sufficient to enlarge the holes or distort the metal. If a hole needs to be enlarged to admit the bolt, it shall be reamed. 711.46 Match Marking Connecting parts assembled in the shop for the purpose of reaming holes in field connections shall be match marked and a diagram showing such marks shall be furnished. 711.47 Shop Cleaning and Painting 770 Shop cleaning and painting shall be in accordance with applicable requirements of 619.
711.48 Shop Cleaning and Storage of Weathering Steel
The fabricator shall protect bare steel sections and sub-assemblies so as not to damage or stain them. The use of paints, crayons, or other materials used for identification purposes shall be avoided on bare steel sections. Storage shall be such to enable free drainage to avoid moisture pockets. A sound uniform surface for the formation of a protective oxide coating on all 780 surfaces shall be prepared as follows.
a.Hot Rolled Products The entire length and perimeter of each fa scia beam or girder shall be cleaned in accordance with 619.08(e). The entire length and perimeter of each interior beam or girder shall be cleaned in accordance with 619.08(d). Unless otherwise specified, all components such as, but not limited to, diaphragms, cross frames, stiffeners, bearing assemblies, and sway bracing that are perman ently incorporated into the structure shall be cleaned in accordance with 619.08(d). C ontamination from grease, oil, or shop marking shall be avoided. If such contamination is unavoidable, such surfaces shall be 790 cleaned in accordance with 619.08(a).
b.Welded Area All exposed welds on fascia surfaces shall be prepared by means of power grinding in accordance with 619.08(i) or blast cleaning in accordance with 619.08(e) to remove welding flux, slag, scale, or spatter.
711.49 Furnishing Bolts
Sufficient field bolts shall be furnished to complete the entire structure. 800
711.50 Weighing of Members If it is specified that part of the material is to be paid for by actual weight, finished work shall be weighed in the presence of the inspector, if practicable. Satisfactory
scales shall be supplied and all work involved in handling and weighing the various parts shall be performed. 711.50
711.51 Full Size Tests
When full size tests of fabricated struct ural members or eyebars are required by the contract, the plans or specifications shall state the number and nature of the tests, the results to be attained, and the measurements of strength, deformation, or other 810 performance that are to be made. Suitable facilities, material, supervision, and labor necessary for making and recording the tests shall be provided. The cost of testing, including equipment, handling, supervision, labor, and incidentals for making the tests shall be included in the contract price for structural steel, unless otherwise specified.
711.52 Acceptance Acceptance of any material or finished member shall not preclude its rejection if
found to be defective, either during fabrication or erection. Rejected material shall be replaced and poor workmanship corrected promptly.
711.53 Shipping
Structural members shall be loaded on trucks or cars in such manner that they can be transported to and unloaded at their destination without being excessively stressed, deformed, or otherwise damaged. If required, pins, nuts, bolts, and other small details shall be boxed or crated and the weight of each piece or box marked on it in plain figures. Written permission shall be obtained prior to shipping plate girders with the webs horizontal. 830 Splice plates shall not extend beyond the ends of beams or girders after bolting for shipment. Member lengths shall be subject to the provisions of the current edition of the Oversize-Overweight Vehicular Permit Handbook. The Contractor shall be responsible for obtaining all required transportation permits. 840 ERECTION
711.54 General Requirements
The erection methods shall be those prescribed for the several parts which constitute the finished structure and shall be in accordance with the requirements set forth herein. Workmanship and finish shall be first-class and all work done in a substantial and workmanlike manner in accord ance with these specifications and in reasonable close conformance with the lines, grades, dimensions, and details shown on the plans, or as directed. 850 No erection shall be performed without the approval by the Engineer. Before 711.51 705 starting erection, information shall be fully provided concerning the erection methods and the amount and character of the equipment proposed to be used, which shall be subject to approval. Approval shall not be considered as relieving the Contractor of its responsibility for the safety of its methods or equipment or from carrying out the work in full accordance with th e plans and specifications.
711.55 Delivery of Materials
If the contract is for erection only, the materials used in the finished structure will be provided at the place designated and loaded or unloaded as specified. Material 860 required to be unloaded, shall be unloaded promptly on delivery to the place designated. The Contractor shall be responsible for demurrage charges. 711.56 Handling and Storing Material to be stored shall be placed on skids above the ground. It shall be kept clean and properly drained. Girders and be ams shall be placed upright and shored. Long members, such as columns and chords, shall be supported on skids placed near enough together to prevent injury from deflection. If the contract is for erection only, the material shall be checked against the shipping lists and all shortages or injuries discovered shall promptly be reported in wr iting. The Contractor shall be responsible 870 for the loss or damage of material after receipt.
711.57 Falsework The falsework shall be properly designed and substantially constructed and maintained for the loads which come upon it. Plans for falsework or for changes in an existing structure necessary for maintaining tr affic shall be prepared and submitted for
approval. Approval of these plans shall not be considered as relieving the Contractor of any re sponsibility.
711.58 Bearings and Anchorages 880
Masonry bearing plates shall not be pl aced upon bridge seat bearing areas which are improperly finished, deformed, or irregular. Bearing plates shall be set level in exact position and shall have a full and even bearing on the masonry. The holes shall be drilled and the anchor bolts, except where the bolts or anchor plates are built into the masonry, shall be set. The bolts shall be set accurately and fixed with portland cement grout completely filling the holes. The location of the anchor bolts in relation to the slotted holes in the expansion shoes shall correspond with the temperature at th e time of the erection. The nuts on anchor bolts at the expansion ends of spans shall be adjusted to enable the free movement of the span. 890
711.59 Field Straightening Material If it is necessary to straighten beams, pl ate girders, plates, angles, and other shapes
in the field, it shall be done in accordance with the applicable requirements of 711.11. Before straightening a carrying member, a proposed method of straightening shall be submitted in writing. Approval shall be received prior to commencing the work. 711.59
711.60 Field Assembly of Steel
Parts assembled in the field shall be as sembled accurately as shown on the plans. 900 Matchmarks shall be followed. The materials shall be handled carefully so that no part is bent, broken, or otherwise damaged. Ha mmering which would damage or distort the members shall not be performed. Bearing surfaces and surfaces to be in permanent contact shall be cleaned thoroughly before assembling. Unless erected by the cantilever method, truss spans shall be erected on blocking so placed to give the trusses the required camber. Truss spans shall be completely bolted on the blocking except for stringers and bottom lateral connections which shall be bolted after the span is swung. In emergencies or special cases and with specific approval, truss spans may be swung with main joints fully filled with bolts and drift 910 pins. Structural steel shall be erected using sufficient full size drift pins to enable placement of bolts without damage thereto and to facilitate setting splices to grade. At the time of erection, no less than 50% of the holes in all connections shall be filled with bolts. The bolts shall not be tightened more than snug tight at this stage. Any drifting required shall only be for drawing the parts into position but not sufficient to enlarge the holes or distort the metal. Unfair holes shall be reamed or 920 drilled. All field splices are optional, except as shown on the plans. Splice elevations have been calculated to include structural steel dead load only, with falsework removed. The tops of beam or girder splice plates shal l be adjusted to the splice elevations shown on the plans before bolting field splices. Splices shall be set to grade with the steel unsupported by falsework and prior to final bolting. After bolting is complete, these elevations will be checked. Adjustment shall be made as directed if steel eleva tions are not within allowable tolerances. 930
711.61 Misfits The correction of minor misfits involving harmless amounts of reaming, cutting,
and chipping will be considered a legitimate part of the erection. However, any error in the shop fabrication or deformation resulting from handling and transportation which prevents the proper assembling and fitting up of parts by the moderate use of drift pins or by a moderate amount of reaming and slight chipping or cutting shall be reported immediately and approval of the method of correction shall be obtained. The correction shall be made in the pres ence of the inspector. If the contract 940 provides for complete fabrication and erection, the Contractor shall be responsible for all misfits, errors, and injuries and sh all make the necessary corrections and replacements. If the contract is for erecti on only, the inspector, with the cooperation 711.60 707 of the Contractor, shall keep a correct reco rd of labor and materials used. Within 30 days, an itemized bill shall be presented for approval.
711.62 Pin Connections Pilot and driving nuts shall be used in driving pins. They shall be furnished without charge. Pins shall be driven so that the members take full bearing on them. Pin nuts shall be screwed up tight and the thre ads burred at the face of the nut with a 950
pointed tool.
711.63 Blank
711.64 Diaphragm Connections Diaphragm connections other than those shown on the plans may be allowed. If
other connections are proposed, details shall be submitted for approval. The Contractor shall assume full responsibility for layout of all diaphragm connections and for the accuracy of all fitted parts. Connections will not be allowed which require welding to the web, except at supports. 960
711.65 Bolted Connections Using High Strength Bolts
a.General This subsection covers the assembly of structural joints using ASTM F3125, grade A325 high strength heavy hex bolts tightened to a high tension. The bolts are to be used in holes provided in accordance with 711.21, 711.22, and 711.23. High strength bolts shall be 7/8 in. in diameter unless noted.
b.Bolts, Nuts, and Washers Bolts, nuts, and washers shall be in accordance with 910.02(g). All galvanized nuts shall be lubricated with lubricant containing a visible dye. Black bolts shall be oily to the touch when installed. Weathered or rusted bolts shall be cleaned and lubricated prior to installation.
c.Bolted Parts The slope of surfaces of bolted parts in contact with the bolt head and nut shall not exceed 1:20 with respect to a plane normal to the bolt axis. Bolted parts shall fit together solidly when assembled and shall not be separated by gaskets or any other 980 interposed compressible material. When assembled, all joint surfaces, including those adjacent to the bolt heads, nuts, or washers, shall be free of scale, except tight mill scale surfaces shall also be free of dirt, lo ose scale, burrs, other foreign material, and other defects that would prevent solid seating of the parts. Contact surfaces within slip-critical join ts shall be free of oil, grease, and any other material that reduces fric tion between the contact surfaces. 711.65 708 (d) Installation
1.Bolt Tension When all fasteners in the joint are tightened, each shall provide at least the minimum bolt tension shown in Table A for the size and grade of fastener used. TABLE A Bolt Tension for ASTM F3125, Grade A325 Bolts Bolt Size, in. Minimum Bolt Tension,* lb 1/2 12,050 5/8 19,200 3/4 28,400 7/8 39,250 1 51,500 1 1/8 64,900 1 1/4 82,400 1 3/8 98,200 1 1/2 119,500 * Equal to the proof load given in ASTM F3125 Threaded bolts shall be tightened with properly calibrated wrenches or by the turn-of-nut method. If required because of bolt entering and wrench operation clearances, tightening by either procedure may be done by turning the bolt while the nut is prevented from rotating. Impact wrenches, if used, sha ll be of adequate capacity 1000 and sufficiently supplied with air to perf orm the required tightening of each bolt in approximately 10 s. Installation of all high strength bolts shall be in accordan ce with AASHTO LRFD Bridge Construction Specifications. The snug tight condition as defined in AASHTO LRFD Bridge Construction Specifications shall be obtained for all final tightening. A Skidmore-Wilhelm calibrator or ot her acceptable bolt tension indicating devices shall be required on the project site for use during bolt installation. Periodic tests shall be performed to ensure the installed bolt, nut, and washer assembly meets 1010 the above requirements. Such tests shall be performed each work day when calibrated wrench tightening is used. For short grip bolts, direct tension indicators with solid plates may be used to perform these tests. Direct tension indicators shall first be checked with a longer grip bolt in the Skidmore-Wilhelm calibrator.
2.Washers All fasteners shall have a hardened washer under the nut or bolt head turned in tightening. Where an outer face of the bolted parts has a slope of more than 1:20 with respect to a plane normal to the bolt axis, a smooth beveled washer shall be used to compensate for the lack of parallelism. 1020 711.65
3.Calibrated Wrench Tightening If calibrated wrenches are used to provide the bolt tension specified in 711.65(d)1, the settings shall induce a bolt tension of 5% to 10% in excess of this value. These wrenches shall be calibrated at least once each working day by tight ening, in a device capable of indicating actual bolt tension, no less than three typical bolts of each diameter from the bolts to be installed. Power wrenches shall be adjusted to stall or cut-out at the selected tension. If manual torque wrenches are used, the torque indication corresponding to the calibrating tension shall be noted and used in the installation of all bolts of the tested lot. Nuts shall be in tightening motion when torque 1030 is measured. When using calibrated wrenches to install several bolts in a single joint, the wrench shall be turned to touch up bolts previously tightened which may have been loosened by the tightening of subsequent bolts. This shall be continued until all are tightened to the required amount.
4.Turn-of-Nut Tightening When the turn-of-nut method is used to provide the bolt tension specified in 711.65(d)1, there shall first be enough bolts brought to a snug tight condition to ensure that the parts of the joint are brought into full contact with each other. Snug tight is defined as the tightness attained by a few impacts of an impact wrench or the full effort 1040 of a man using an ordinary spud wrench. Following this initial operation, bolts shall be placed in all remaining holes in the c onnection and brought to snug tightness. All bolts in the joint shall then be tightened additionally by the applicable amount of nut rotation specified in Table B with tightening progressing systematically from the most rigid part of the joint to its free edges. During this operation there shall be no rotation of the part not turned by the wrench. TABLE B Nut Rotation
1.(2) from Snug Tight Condition Disposition of Outer Faces of Bolted Parts Both faces normal to bolt axis, or 1 face normal to axis and other face sloped(3) (bevel washer not used) Both faces sloped(3) from normal to bolt axis (bevel washers not used) Bolt length(4) not exceeding 8 diameters or 8 in. Bolt length(4) exceeding 8 diameters or 8 in. For all lengths of bolts 1/2 turn 2/3 turn 3/4 turn
1.For coarse thread heavy hexagon structural bolts of all sizes and lengths and heavy hexagon semi-finished nuts.
2.Nut rotation is rotation relative to bolt regardle ss of the element (nut or bolt) being turned. Tolerance on rotation: 1/6 of a turn over and nothing under.
3.Slope 1:20 maximum.
4.Bolt len gth is measured from underside of head to extreme, end of point.
e.Inspection 1050
1.It will be determined that requirements 2 and 3 of 711.65(e) are met in the work. When the calibrated wrench method of 711.65 710 tightening is used, the Engineer shall be given full opportunity to witness the calibration tests prescribed in 711.65(d)3.
2.The installation and tightening of bolts will be observed to determine that the selected ti ghtening procedure is properly used and that all bolts are tightened.
3.The following inspection shall be used unless a more extensive or different inspection procedure is specified.
a.An inspection wrench which may be either a torque wrench or a power wrench that can be adjusted accurately in accordance with 711.65(d)3 shall be used.
b.Three bolts of the same grade, size, and condition as those under inspection shall be placed individually in a calibration device capable of indicating bolt tension. Length may be 1070 any length representative of bolts used in the structure. There shall be a washer under the part turned in tightening each bolt.
c.When the inspecting wrench is a torque wrench, each bolt specified in requirement 3b of 711.65(e) shall be tightened in the calibration device by any convenient means to the minimum tension specified for its size in 711.65(d)1. The inspecting wrench shall then be applied to the tightened bolt. The torque necessary to turn the nut or head 5°, or 1080 approximately 1 in. at a 12 in. radius, in the tightening direction shall be determined. The average torque measured in the tests of three bolts shall be taken as the job inspecting torque to be used in the manner specified in requirement 3e of 711.65(e).
d.When the inspecting wren ch is a power wrench, it shall be adjusted so that it shall tig hten each bolt specified in requirement 3b of 711.65(e) to a tension at least 5% but no more than 10% greater than the minimum tension specified 1090 for its size in 711.65(d)1. This wrench setting shall be taken as the job inspecting torque to be used in the manner specified in requirement 3e of 711.65(e).
e.Bolts represented by the sample prescribed in requirement 3b of 711.65(e) which have been tightened in the structure shall be inspected by applying, in the tightening direction, the inspection wrench and its job inspecting torque to 10% of the bolts, but no less than two bolts, selected at random 711.65 711 in each connection. If no nut or bolt head is turned by this 1100 application of the job inspecting torque, the connection shall be accepted as properly tightened. If a nut or bolt head is turned by the application of the job inspecting torque, this torque shall be applied to all bolts in the connection. All bolts whose nut or head is turned by the job inspection torque shall be tightened and reinspected, or alternatively, the fabricator or erector may opt to retighten all bolts in the connection and then resubmit the connection for the specified inspection.
711.66 Bolted Connections Using Other Than High Strength Bolts Bolts for these connections shall be in accordance with 910.02(h).
711.67 Final Clean-Up
Final clean-up shall be conducted in accordance with 104.07.
711.68 Structural Steel Cutting, Rive t and Bolt Removal, and Drilled Bolt
Holes in Repair Projects Field cutting of structural steel shall be done as shown on the plans or as directed. Rivets or bolts connecting steel at locations shown on the plans or as directed shall be removed. This work shall be done in a manner that does not damage the surrounding steel. If necessary, such work shall be done by drilling. Bolt holes shall be drilled as directed in the field. A bolt hole is a hole required for one bolt drilled through any number and thicknesses of metal plates. 711.69 Jacking and Supporting Beams When jacking and supporting a beam is required on a bridge repair project, the proposed method for jacking and supporti ng shall be submitted for approval. This 1130 work shall not be performed until a method is approved.
711.70 Field Cleaning and Storage of Weathering Steel
Cleaning of structural steel specified to be left unpainted shall be in accordance with 619.08(a), or 619.08(c), or as determined by the Engineer, depending on the severity of the soilage. Foreign matter which adheres to the steel after it has been blasted and which inhibits formation of the oxide film shall be removed as soon as practical. The use of acids to remove scale and stains will not be allowed. Storage shall be such to enable free drainage to avoid moisture pockets. 1140
711.71 Painting
After erection is complete, the structure shall be painted unless otherwise provided. Painting shall be in accordance w ith the applicable requirements of 619. 711.71 712 711.72 Method of Measurement Structural steel shapes, fabricated steel , steel castings, iron castings, bolts, pins, rollers, rockers, anchor bolts, and threaded rods will be measured by the pound. If the Schedule of Pay Items includes a lump sum item for structural steel, all materials listed above shall be included in the pay item. No measurement will be made. 1150 Stud shear connectors placed on new structural steel will not be measured. Stud shear connectors placed on existing structural steel will be measured by the number installed. Bronze plates will be measured by the pound. Pay weight will be based on a theoretical density of 536 lb/cu ft. Volume will be computed based on finished dimensions. No deductions will be made for drilled holes. Field cutting of structural steel will be measured by the square inch as determined 1160 by the multiplication of the length times the depth of the cut. Removal of rivets and removal of bolts will be measured by the number of each removed. Drilled holes for bolts on repair work will be measured by the number of drilled holes. Jacking and supporting structural members will not be measured for payment. Peening will be measured by the linear inch of peened weld. The length of weld peened will be measured once per weld regardless of the number of passes necessary to complete the work as specified. 1170 Repair welds will be measured by the linear inch of repaired weld.
711.73 Basis of Payment
The accepted quantities of structural steel shapes, fabricated steel, steel castings, iron castings, bolts, pins, rollers, rockers, anchor bolts, and threaded rods will be paid for at a contract lump sum price if the Schedule of Pay Items includes a lump sum pay item for structural steel. Changes from the estimated quantities shall be in accordance with 711.73(a). If the Schedule of Pay Items does not in clude a lump sum pay item for structural 1180 steel, the accepted quantities of structural steel will be paid for at the contract unit price per pound for structural steel. Such pay item will include all work listed above, complete in place. Payment will be in accordance with 711.73(b). Stud shear connectors placed on existing structural steel will be paid for at the contract unit price per each, complete in place and accepted. The accepted quantities of bronze plates will be paid for at the contract unit price per pound. The accepted quantities of field structural steel cutting will be paid for at the contract unit price per square inch for structural steel, field cut. The accepted 1190 quantities of rivet removal, bolt removal, and drilled holes will be paid for at the 711.72 713 contract unit price per each for rivet, re move; per each for bolt, remove; and per each for drilled hole. Jacking and supporting structural members, if specified as a pay item, will be paid for at the contract lump sum price for jacking and supporting the types of structural members shown in the Schedule of Pay Items. The accepted quantities of peened weld will be paid for at the contract unit price per inch. The accepted quantities of repaired weld will be paid for at the contract unit 1200 price per inch. Bolts, including anchor bolts and threaded rods, will be paid for as the full weight computed on the basis of 490 lb/cu ft, including nuts and washers, for the actual number of bolts in the structure. If welding is shown on the plans, the weights of the structural steel parts will be computed as described above. The weight of castings will be computed on the basis of 490 lb/cu ft for cast steel, 1210 and 450 lb/cu ft for cast iron, based on the net volume of the finished castings as shown on the plans, including fillets at angles. No deductions will be made for holes required to be drilled in castings or for rounding the corners of castings. (a) Lump Sum Basis An estimated weight of structural steel will be shown on the plans. Such weight will be computed by the same method as th at used when computing the estimated weight when paid for on a unit price per pound basis from semi-detailed plans. This weight will include all structural steel and miscellaneous metals unless otherwise included in specific pay items. 1220 The weight of structural steel shown on the plans is approximate only. For a lump sum pay unit, the Contractor shall determine the weight on which the bid is based. If there is a discrepancy between the plan weight and the actual weight, no decrease or increase in the payment for the work will be made on account of such discrepancy. If a change in the plans is made which will affect the weight of material to be furnished, payment for the addition or reduction of structural steel quantities required 1230 as a result of such change in plans will be made at a unit price per pound obtained by dividing the lump sum amount for structural steel by the total estimated weight of structural steel shown on the plans. Such unit price may be adjusted in consideration of the fabricating and connection cost. Changes in the plans involving classifications of structural steel may increase the pay quantities. Such additional quantities will be paid for on comparison of evidence of invoice prices. 711.73 714 (b) Unit Weight Basis The weight of materials will be shown in the bill of materials on the plans when this information is included in such plans, or as computed from the fabricator’s 1240 approved working drawings when this information is not included in the plans. In either case, such weight shall include all changes ordered. For rolled sections, the gross weight of the steel will be considered. The weight will be figured on the basis of 490 lb/cu ft. Th e weight of each piece will be the weight of the smallest regular shape from which the detail piece can be cut, not deducting cuts or holes. When so shown on the contract plans or on the approved working drawings, the weight of groups of two or more pieces sh all be the weight of the smallest regular shape from which the given group of detail pieces may be cut by properly arranging the cuts. 1250 Payment will be made under: Pay Item Pay Unit Symbol Bolt, Remove ............................................................................. EACH Bronze Plates ............................................................................. LBS Drilled Hole ............................................................................... EACH Jacking and Supporting ________ ............................................ LS structural member type 1260 Peening Weld, UIT .................................................................... INCH Repair Weld ............................................................................... INCH Rivet, Remove ........................................................................... EACH Structural Steel .......................................................................... LS LBS Structural Steel , Field Cut ......................................................... SIN Stud Shear Connectors .............................................................. EACH The cost of paint removal, painting, non-destructive testing, equipment, labor, materials, access, permits, and necessary inci dentals shall be included in the cost of 1270 peening weld, UIT. The cost of drilling holes for anchor bolts, elastomeric bearings, bridge bearing pads, fabrication, painting, erecting falsework, welding material, Charpy V-Notch toughness tests, and necessary incidentals shall be included in the cost of the pay items in this section. The cost of stud shear connectors placed on new structural steel will be included in the cost of structural steel. No increase in pay weight will be considered if diaphragm connections other than those shown on the plans are approved and used. 711.73 715 Shims between beams and top shoes of the thicknesses necessary to adjust the steel to planned elevations shall be furnis hed using either the plan datum or another datum as established. No adjustment will be made to the pay quantities as long as the total weight of shims required does not exceed that planned. No shim shall be less than 1/8 in. in thickness. No allowance in weight will be made for work which is done at the option of the 1290 Contractor. No payment will be made for material used at the convenience of the Contractor in excess of the quantities shown on the plans.
Source: Indiana Standard Specifications, 2024 Edition. Pages 707–726 of 1,248.