705Structural Steel Fabrication - Bridges

- STRUCTURAL STEEL FABRICATION - BRIDGES STRUCTURAL STEEL FABRICATION - BRIDGES

705.1DESCRIPTION

Shop fabricate the structural steel according to the Contract Documents. This specification applies to bridges on highways and public roads carrying vehicular traffic. See SECTION 744 for all other steel or aluminum shop fabrication.

705.2MATERIALS

Castings ................................................................................................................. DIVISION 1600 Structural Steel ...................................................................................................... DIVISION 1600 Welded Stud Shear Connectors ............................................................................. DIVISION 1600 Steel Fasteners ....................................................................................................... DIVISION 1600

and the Bureau Chief of Construction and Materials in writing of the firm (name and location) that will fabricate the structure. Produce and fabricat e all structural steel within th e Continental United States (see SECTION 106). Use fabricators of bridge beams and girders that are certified by the American Institute of Steel Construction in the appropriate category for the type of work being performed.

castings according to SECTION 105. Do not perform any fabrication until the approved shop drawings are in the hands of the Inspector and fabricator, and the Engineer has authorized fabrication. Any purchase of materials before fabrication authorization is at the Contractor’s risk. Changes on approved shop drawings or contract plans are su bject to the approval of the Engineer. Notify the Engineer with a record of such changes. Submit revise d sheets of the same size as th e shop drawings originally submitted. Show approved welding procedure numbers in the tail of weld symbols on submitted shop drawings. Submit 2 copies of each procedure requiring approval to the Bureau of Construction and Materials. All weld procedures referenced in a set of shop drawings must be approved before the shop drawings can be approved. Provide a diagram on the shop detail plans for each span giving sufficient dimensions for accurate fabrication and inspection of the structure. These dimensions must include, but are not limited to: • Bearing-to-bearing lengths; and • Vertical and horizontal curvature offsets at bearin g points and splices. Use the bottom of the web or the top of the bottom flange at the centerline of the web as the reference point. The Contractor is responsible for the correctness of the shop fit-up and field connections, even though the shop drawings have been approved by the Engineer. See SECTION 105.

work in the shop. Give a minimum of 24 hours’ notice before beginning work in shops in the State of Kansas, and give a minimum of 7 calendar days’ notice before beginning work in shops in the contiguous United States.

test report for each heat number to be used before the layout, and use such steel in the fabrication of the structure. Submit a fabricator’s guarantee indica ting that the attached certified mill test reports pertain to all heat numbers used in the structure, and all material complies wi th the Contract Documents. Include the following in the guarantee: • fabricator’s name; • KDOT project number; • bridge or station number; • fabricator’s purchase order number; - STRUCTURAL STEEL FABRICATION - BRIDGES • list heat numbers; • size and shape of pieces; • number of pieces to be used for each size of each heat; and • steel manufacturer’s name and the ASTM or AASHTO designation for the steel that is required in the Contract Documents. The guarantee must include the notarized signature of an official of the company who is authorized to legally bind the statement on the company’s behalf. All structural steel shall comply with the ASTM A 6 quality requirements until released for shipment. Repair welding shall comply with the requirements of AASHTO/AWS D1.5-2010, "Bridge Welding Code" with the exceptions and additions noted later in this section. The term "mill" means any rolling mill or foundry where material for the work is manufactured. When any ASTM or AASHTO steel is specified in the Contract Documents, the mill mu st certify that the material complies with the specified chemical and physical requirements. Wh en the letter "T" or "F" and a temperature zone number follow the grade designation of an AASHTO or ASTM steel , the mill test report must include Charpy V-notch test results. When weathering steel is allowed or specified in the Contract Documents: ASTM A709 Grade 50W may be substituted for ASTM A709 Grade 36 or Grade 50, an d AASHTO M270 Gr ade 50WT2 may be substituted for AASHTO M270 Grade 50T2. When substituting weathering st eel for the structural steel shown in the Contract Documents, use the same size plate or rolled member. Do not use weathering steel in rocker bearing devices (or any component with finished surfaces), expansion devices or expansion device armoring. Except as noted in the previous paragraph, the fa bricator must obtain written permission from KDOT to substitute a grade of steel that is not indicated in the Contract Documents for one that is shown in the Contract Documents.

parts of the work and the shop where fabrication is performed. Provide an enclosed office area for the exclusive use of the Engineer at the location of fabrication. The area must satisfy the requirements of a Field Office (Special) in SECTION 803, except as modified below: • Minimum floor area = 120 square feet; • Single workbench or table - 30 inch by 8 feet (minimum dimensions); • Desk - 30 inch by 5 feet, with drawers; • Swivel desk chair with arm rests; • Waste paper basket; and • Storage/Filing cabinet with lock and key When directed by the Engineer, promptly repair or replace any damaged or non-functioning items. Provide parking near the office with direct accessibility to the office and shop.

metal. Orient the specimen so the di rection of rolling is according to the la test edition of ASTM A 6. Provide "all-weld-metal" tension specimens and specimens for other weld tests as directed by the Engineer. Preparation and possible shipment of specimens are subsidiary to the fabrication of the structure.

heating methods. Before starting any fa brication and before submittal of shop dr awings for the structural steel, the Contractor or fabricator may request permission to heat-curve rolled beams in the shop or to heat-curve welded plate girders in lieu of flame cutting flanges to the desired horizontal curvature. Submit the request and proposed shop procedure to the Engineer for approval. The submittal must indicate the type of heating, heating temperature, position for heating, sequence of operations and the values to be used to compensate for possible loss of camber of heat-curved girders in service. The proposed procedure must comply with the latest editions of AASHTO/AWS D1.5, "Bridge Welding Code", AASHTO’s "Standard Specifications for Highway Bridges" and AASHTO’s "LRFD Bridge Construction Specifications".

clean, above ground and free from injury. Use protective devices or softeners to safeguard plate edges. - STRUCTURAL STEEL FABRICATION - BRIDGES Store structural steel, either plain or fabricated, ab ove the ground on platforms, skids or other supports, and keep free from corrosion, dirt, grease and other foreign matter. Store girders and beams upright with sufficient support to prevent warping or change in design camber.

webs, flanges, bearing stiffeners, bearing devices, splice plates and any cross member carrying stringers and their connection plates, must bear the heat number assigned by the rolling mill. Preserve the heat number until the Engineer advises the fabricator that th e unit is acceptable for cleaning and pain ting. Identify the grade as specified in ASTM A 6.

straightening is required, do not injure the metal. Heat straightening must comply with the latest versions of AASHTO/AWS D1.5, "Bridge Welding Code"; AASHTO’s "Standard Specifications for Highway Bridges"; AASHTO’s "LRFD Bridge Construction Specifications"; and the FHWA report, "Heat-Straightening Repairs of Damaged Steel Bridges". Submit the proposed heat straightening procedure to the Engineer for approval. Sharp kinks and bends are cause for rejection of the material. Mill material must not exceed dimensional tolerances outlined in the latest edition of ASTM A 6.

applicable requirements of the AA SHTO/AWS D1.5-2010, "Bridge Welding Code" with the exceptions and additions noted in this specification. Perform welding and gas cutting on steel bearings, bridge drainage sy stems, finger plate or modular expansion devices, and bridge rails according to SECTION 744. At the option of the Engineer, steel bearing device inspection will require that either 1 device in 10, or fraction thereof, be tested 100%, or a10% of each device will be tested using liquid penetrant or magnetic particle. When te sted at the 1 in 10 rate, the Engineer will select which device to test. When tested at the 10% rate, the Engineer will select the weld locations to test, which can vary from device to device. The welding of dissimilar metals is not prequalified.

true to line and detailed dimension, and free from twists, bends, open joints or other defects.

and keep them straight, smooth and free from flaws. Produce the final surface by a finishing cut. Forge and anneal pins and rollers larger than 7 inches in diameter, unless shown otherwise in the Contract Documents. In addition, for pins larger than 9 inches in diameter, after the forging has been allowed to cool to a temperature below the critical range, under normal conditions, and before being annealed, bore a hole a minimum of 2 inches in diameter full length along the axis.

with the axis of the member and paralle l with each other, unless otherwise specified. Produce the final surface by a finishing cut. Do not vary the distance outside-to-outside of holes in tension members and inside-to-inside of holes in compression members from the specified dimension more than 1/32 inch. Bore holes in built-up members after final assembly.

pins 5 inches or less in diameter, or 1/32 inch for pins greater than 5 inches in diameter.

Series (UNC), except make pin ends of diameters greater than 1 ½ inches, with 6 threads per inch.

specified.

loads to secure full bearing against the flange. Use interm ediate stiffeners with a tight fit and uniform distance between the flange plates and the ends of the stiffeners, unless shown otherwise in the Contract Documents.

plates, bearing devices, cap plates of columns and pedestals to have full contact when assembled to the main members. Mill parts of members in co ntact with these items to true surfaces and correct bevels, after the main sections of these members and the end connection angles have been fully welded or bolted. Plane cast pedestals on surfaces in contact with steel. - STRUCTURAL STEEL FABRICATION - BRIDGES Unless shown otherwise in the Contract Documents, adhere to the following surface roughness requirements as defined in ANSI B46.1, Surface Texture, Roughness, Waviness, and La y, Part 1 for the surface finish of bearing and base plates and other bearing surfaces that are to co me in contact with each other or concrete. Surfaces will be evaluated by visual or actual comparison with roughness comparison specimens. Sliding Bearings ANSI 125 Microinches Bridge Rollers and Rockers ANSI 250 Microinches Pins and Pin Holes ANSI 125 Microinches Steel Slabs ANSI 2000 Microinches Heavy Plates in Contact with Shoes to be Welded ANSI 1000 Microinches Milled Ends of Compression Members, Milled ANSI 500 Microinches or Ground Ends of stiffeners and Fillers

members during shop fabrication. If the circumstances warrant, and if the Engineer appr oves the Contractor’s procedures, welded stud shear connectors may be field applied. Approval is based on demonstrating to the Engineer’s satisfaction, that the Contractor can:  remove any shop applied coating removed from the top flange without damaging the structural member;  weld the stud shear connectors to the structural member; and  blast clean and prime coat the top flange and stud shear connectors.

maximum final clearance between abutting ends of the web plates or flange plates is ¼ inch. Attach the web splice plates using sub-drilled holes in each corner of the splice plate. Secure them with bolts and drill the remaining holes full diameter from the solid. Add additional bolts and full size pins as the holes are drilled to secure the splice plates to the web. Clamp the flange splice plates and bars into position, and drill the bolt holes full diameter from the solid. Add additional bolts as the holes are drilled to secure the splice plates to the flanges. Other methods of preparing flange and web field splices may be utilized w ith written approval of the Engineer. Fill plate thicknesses shown in the Contract Documents are based on nominal ASTM A 6 shape dimensions. Revise plan fill plate thicknesses as necessary to account for as -rolled variations in flange and we b thickness or overall beam depth. Minimum fill plate thickness is ⅛ inch or as required so that surfaces to be in contact shall be offset a maximum of 1/16 inch. Either punch or drill all holes for bolts except in flanges and webs of beams, girders or stringers. Material forming parts of a member composed of a maximum of 5 thicknesses of metal may be punched 1/16 inch larger than the nominal diameter of the bolts whenever the total thickness of the material is a maximum of ¾ inch for structural steel, ⅝ inch for high-strength steel or ½ inch for quenched and tempered alloy steel. If there are more than 5 thicknesses, or if the mate rial is thicker than ¾ in ch for structural steel, ⅝ inch for high-strength steel, or ½ inch for quenched and tempered alloy steel, either sub-drill and ream or drill all holes full size. The diameter of the die for punched holes may not excee d the diameter of the punch more than 1/16 inch. If any holes must be enlarged to admit the bolts, ream such holes. Clean cut holes leaving no torn or ragged edges. Poor matching of holes will be cause for rejection.

approved shop drawings, assemble, securely support, adjust and maintain to proper line, grade, camber and suitable clearances all welded plate girders, rolle d wide flange beams, trapezoidal plate “tub” sections and other sections of main members. After the assembly is completely set up, the fabricat or’s quality control personnel must check blocking, sweep and bearing-to-bearing measurements prior to any checking by the Engineer. Reference “affect” measurements to the bottom of the we b or the top face of the bottom flange at or near the centerline of the web. Alternate reference points may be accepted by the Engineer for Type “A” or “C” (vertical web) assemblies. Drill all splice holes and adequately bolt or pin splice pl ates in place before the assembly is checked by the Engineer. Use a minimum of 6 full size drift pins, full size bolts or a combination of both full size pins bolts at each flange and web splice for girders and rolled beams. For the purposes of checking the assembly, full size means the diameter equal to the diameter of the hole. - STRUCTURAL STEEL FABRICATION - BRIDGES In making the final assembly, if re-cutting is necessa ry to form a uniform widt h opening across the joint, finish the butt joint by precision flame cutting or flame cutting and grinding to produce the same smoothness as the precision cut. Mechanical chipping is prohibited. Fit, drill or ream and bolt into place erection angles, while the beams or girders are in the fit-up position so that standard drift pins can be driven through any combination of holes, and the beams or girders can be pulled to correct spacing for field welding when erected at the bridge location. The types of assemblies are as follows:  Type "A" Assembly (For structures with horizontal curvature transitions, super elevation or ramp tie-ins) requires a minimum of 2 spans (bearing to be aring) laid-out full bridge width, with separators attached at pier points (a minimum) or as directed by the Engineer. When released, carry the pier pieces back for the next additions. Include the girder or beam expansion devices in position in the assembly, if attached directly to the structural steel. Requests for a lesser width of the assembly for lack of shop space must be approved in writing by the Bureau of Construction and Materials. If the request is approved, the Contractor may be back charged for excessive shop inspection trips and expenses.  Type "B" Assembly requires a minimum of 2 lines and 2 spans (bearing to bearing) in each line laid-out to correct line with webs vertical or horizontal. When released, carry 1 pier piece per line back for the next additions.  Type "C" Assembly (for long span, deep girders) requires a minimum of 2 spans (bearing to bearing) laid-out to correct alignment with webs horizontal or vertical. The spans may all be from different lines. When released, carry 1 pier piece per line back for the next additions. All assemblies are Type "B" unless stated otherwise in the Contract Documents. All desired changes to the requirements of the type of assembly for a particular structure must be approved in writing before submitting the shop drawings for approval. Submit requests for assembly changes to the Bureau of Construction and Materials. Without written approval from the Bureau of Construction and Materials, the fabricator must set up assemblies according to the original requirements in the Contract Documents, even if approved shop drawings show changes to the type of assembly. Take down the assembly only after being inspected and accepted by the Engineer. No welding on girders or beams will be permitted after the final assembly has been inspected and accepted by the Engineer. Use numbered tapes calibrated by the National Institute of Standards and Technology (NIST) or tapes calibrated from a certified master tape in order to check assemblies for bridges with spans over 100 feet. Provide a copy of the certification papers, calibration charts, and tape identification numbe rs before the first assembly is set up. In addition, submit to the Engineer for approval, procedures for calibrating tapes and the shop’s practices when using calibrated tapes. This approval is required prior to initial assemblyse t-up. Calibrate measuring tapes for a minimum tension of 5 pounds. Prior to calibrating or meas uring, allow time for the tapes to reach uniform ambient temperatures so that temperature corr ections are not required. Replace or repair, and re-certify or re-calibrate damaged tapes. Re-certify master and re-calibrate NIST tapes every 5 years, or as directed by the Engineer.

devices or other specialties to be field assembled and welded or bolted into the final unit) while shop assembled, in the manner indicated as "Typical Matchmark", and shown on the approved shop drawings. Use a coordinate system of capital letter and numbers as follows:  Mark each line of girders with a capital letter. Looking upstream, mark the outside line, left of centerline, with the first letter of a series. Mark the girders in the next line to the right with a second letter of the series, etc., until all lines have been marked; and  Mark the field splices (points of contraflexure) with numbers. Pl ace the lowest number on the splices nearest abutment number 1 and the highest number on the splices nearest abutment number 2. Number the splices consecutively from abutment number 1 to abutment number 2. Place these on each of the girder ends that comprise the splice and within 3 feet of the field spli ces in the center of the web. Use low stress steel die marks placed before shop blasting and painting. Orient letters and numbers so they are upright when the top flange is up. Matchmark essential special fit-ups discovered in shop production. Provide a corrected set of shop details and erection drawings showing these special fit-ups. Do not matchmark the exposed surface of "Weathering " Steels with paint, crayon or any other type of material which will impair the weathering process of the steel. - STRUCTURAL STEEL FABRICATION - BRIDGES

from detailed flatness for a connected plate (flange, web, splice, fille r, etc.) shall no t exceed D/(144*T0.5) inches or 3/16 inch, whichever is greater. D equals the least clear dimension (in inches) of the panel from edge to edge, flange to flange, web to web, stiffener to stiffener, or any comb ination thereof and T equals the thickness (in inches) of the connected plate. After snug tightening all fasteners, no gaps between the conn ected layers can be present except at the edges of splice plates away from bolt holes.

overall fit and finish must be inspected and accepted prior to full enclosure. Failure to provide the Engineer this opportunity will be cause for rejection of the fabricated element.

paint shop without approval of the Engineer.

paragraphs below are to AASHTO/AWS D1.5-2010. SUBSECTION 1.3 WELDING PROCESSES Delete paragraph 1.3.2 and add the following: 1.3.2 Electrogas welding shall not be used. Replace the third sentence of paragraph 1.3.3 with the following: Only the “narrow-gap improved” ESW process (ESW-NG) shall be permitted. Add 2 new subsections as follows: SUBSECTION 1.12 EQUIPMENT CHECK Each DC generator shall have a service check by an NEWA member, a commercial electrical equipment company or by the fabricating plant's electrical maintenanc e engineer once each year. A service certificate shall be issued with each equipment check and shall be available for inspection by the Engineer. SUBSECTION 1.13 TEMPORARY WELDING AND TACKING The attachment of temporary fabrication, erection and construction items to main members by welding or tacking is prohibited except by written permission from the Bureau Chief of Construction and Materials. Permissible locations for such welds and tacks sh all be only at locations shown on approved shop drawings or at locations designated in writing by the Engineer. All such tacks or temporary welds shall be made according to Paragraphs 3.3.6 and 3.3.7 and welders and/or tackers shall be qualified according to AWS requirements. SUBSECTION 2.9 DETAILS OF PLUG AND SLOT WELDS Add the following to paragraph 2.9.1.1: Plug welding is prohibited without the written approval of the Engineer. As a requirement for approval, all plug welding shall be QC tested by nondestructive testing at no cost to the state. The type of testing shall be determined by the Engineer. SUBSECTION 3.4 CONTROL OF DISTORTION AND SHRINKAGE Add the following to paragraph 3.4.8: Do not use mechanical straightening methods w ithout the approval of th e Engineer, even when used in conjunction with the application of heat. SUBSECTION 3.5 DIMENSIONAL TOLERANCES Add the following to paragraph 3.5.1.2: Permissible variations in straightness of rolled beams, regardless of cross-section, shall not exceed 0.01inch/foot of beam length or 1 inch. Delete paragraph 3.5.1.3 and add the following: 3.5.1.3 Permissible variations in specified cambe r and blocking of welded girders and rolled beams, regardless of cross-section shall not exceed: -0, +¼ inch for spans (typ., bearing to bearing) 0 thru 100 feet -0, +½ inch for spans greater than 100 feet Permissible variations in blocking of rolled beams at field splices, regardless of cross-section, shall not exceed: - STRUCTURAL STEEL FABRICATION - BRIDGES -¼, +¼ inch for spans 0 through 100 feet - ⅜, +⅜ inch for spans greater than 100 feet Permissible variations in blocking of welded girders and rolled beams, regardless of cross-section, shall not exceed: 0 for all supports Sign convention: (-) below, (+) above the detailed values or shape in the no-load condition. Delete paragraph 3.5.1.9 and replace with the following: The bearing ends of bearing stiffeners shall be flush and square with the web and shall have no less than 75% of the end area in contact with the flanges. “Contact” is achieved when a 0.005 inch feeler gauge cannot be inserted between stiffener and flange. The gap between stiffener and flange for the remaining “non-contact” area shall be no greater than 1/32 inch. For steel slabs, base plates, bearing devices, cap plates of colu mns and pedestals bearings against or welded to beams and girders, no less than 75% of the common area shall be in contact with the flanges. Do not exceed a 1/32 inch gap for the 25% “non-contact” area. Add 3 new paragraphs as follows: 3.5.1.16 The permissible variation in length of beams or girders between the center line of bearing devices shall not exceed plus or minus ¼ inch for any one span or plus or minus ⅜ inch for any two or more spans. The actual centerline of any bearing device shall lie within the thickness of the bearing stiffener. 3.5.1.17 During shop assembly of horizontally curved welded beams or girders, the allowable variation in specified sweep at internal supports shall be ¼ inch. 3.5.1.18 During shop assembly of horizontally curved welded beams or girders, the allowable variation in specified sweep at any point be tween supports shall be the greater of: ⅛ inch per 10 feet of length, calculated using the distance to the nearest support, or ¼ inch. SECTION 4. TECHNIQUE. Add the following notes to Table 4.1:  Only low hydrogen electrodes shall be used.  E 7028 Electrodes may be used for shop fillet welds except for the attachment of gusset plates and bearing stiffeners to girders, bearing stiffeners to beams, web to flange welds and for welding floor beam truss assemblies. Welding shall be in the horizontal and flat positions only. SUBSECTION 5.2 WPS QUALIFICATION RESPONSIBILITY Replace the first sentence of paragraph 5.2.3 with the following: All welder, welding operator, and tack welder and PQR tests must be witnessed by the Engineer, another state’s representative approved by the Engineer, or an independent third party approved by the Engineer. If representatives from other states or third parties witnessed a test, provide records of the test signed by the witness. All mechanical and nondestructive tests performed by independent laboratories on qualification specimens will be at no charge to the State. Provide signed documentation of the independent lab’s test results to the Engineer. When requested by the Engineer, allow KDOT access to the test samples and the independe nt lab’s radiographs for inspection. Delete paragraph 5.2.4 and replace with the following: 5.2.4 Additional Testing. The Engineer may order tests of welders, welding operators, tack welders, or WPSs whenever there is evidence that unacceptable welds are being or have been produced. This additional testing is at the fabricator’s expense. The Engineer may disqualify personnel working for the fabricator who fail the additional testing, who commit serious violations of the specifications, or who repeatedly exhibit poor workmanship on KDOT projects. Revise paragraph 5.2.5 as follows: Replace “those authorized to exam ine them.” with ”the Engineer.” SUBSECTION 5.21 GENERAL REQUIREMENTS FOR WELDER QUALIFICATION Add the following to paragraph 5.21.6.1: All tests must be witnessed by the Engineer, another state’s representative approved by the Engineer, or an independent third party approved by the Engineer. Revise paragraph 5.21.7 as follows: Replace “those authorized to exam ine them.” with ”the Engineer.” Add the following to paragraph 5.21.7: - STRUCTURAL STEEL FABRICATION - BRIDGES If representatives from other states or third parties witnessed a test, records of the test must by signed by the witness. SUBSECTION 6.1 INSPECTION – GENERAL REQUIREMENTS Add the following to paragraph 6.1.1.1: Within a KDOT project, QC shall not be performed by an inspector or their assistants who are, or were previously, engaged in the welding, the general assembly, or the application of coatings. This requirement also applies to work done under other AWS welding codes. SUBSECTION 6.7 NONDESTRUCTIVE TESTING (NDT) Delete paragraphs 6.7.1, 6.7.1.1, and 6.7.1.2 and add the following: 6.7.1 Groove welds in main members as identified in Contract Documents shall be QC tested by nondestructive testing. Unless otherwise specified, radiographic testing shall be used on butt joints. Groove welds in T and corner joints shall be tested by ultrasonic testing. The requirements for radiographic testing and ultrasonic testing apply equally to shop and field welds. 6.7.1.1 Radiographic testing of welds shall be performed according to the following requirements:

6.7.1.2 Ultrasonic testing of welds shall be performed according to the following requirements:

in spot testing, the entire length shall be tested. Delete paragraphs 6.7.6, 6.7.6.1, 6.7.6.2, 6. 7.6.3, 6.7.6.4, and 6.7.6.5 and add the following: 6.7.6 When magnetic particle testing is used, the procedure and techniques shall be in accordance with the dry powder magnetic particle examination of welds using the yoke method. 6.7.6.1 The yoke method shal l be performed according to ASTM E 709, and the standard of acceptance with 6.26 of the Code.

current.

TABLE 705-1: ELECTROMAGNETIC YOKE SPACING Current Type Yoke Pole Leg Spacing (YPS) 2"YPS<4" 4" YPS6" AC 10 lbs. Not Applicable DC 30 lbs. 50 lbs. 6.7.6.2 Prior to magnetic particle testing, the surface shall be examined, and any adjacent area within a minimum of 1 inch of the su rface to be tested, shall be dry and free of c ontaminants such as oil, grease, loose rust, loose sand, loose scale, lint, paint, welding flux, and weld spatter. Cleaning may be accomplished by detergents, orga nic solvents, descaling solutions, paint removers, vapor degreasing, sand or grit blasting, and ultrasonic cleaning methods. 6.7.6.3 The poles shall be oriented in two directions approximately 90 degrees apart at each inspection point, to detect both longitudinal and transverse discontinuities. The pole position shall overlap as testing progresses to insure 100 percent inspection of the areas to be tested. Discontinuities are best detected when their axis is normal to the magnetic lines of force. Therefore, the yoke technique is most sensitive to discontinuities whose major access is normal to a line drawn between the two poles. 6.7.6.4 A report of magnetic particle examinati on shall be prepared and provided to the owner.

witnessed the examination - STRUCTURAL STEEL FABRICATION - BRIDGES

Delete paragraph 6.7.7 and add the following: 6.7.7 For detecting discontinuities in non-magnetic materials including stainless steel to stainless steel or stainless steel to carbon steel, liquid penetrate inspection will be used in lieu of magnetic particle inspection. The standard methods, set forth in ASTM E 165 shall be used for liquid penetrate, and the standards of acceptance shall be in accordance with 6.26 of this code. SUBSECTION 6.10 RADIOGRAPHIC TESTING (RT) - PROCEDURE Delete paragraph 6.10.9 and add the following: 6.10.9 FILM SIZE - When the joint thickness is less than 3 inches, radiographs shall be 4 1/2 inches x 17 inches in size. When the length of the joint is such that more than one radiograph is required, one of the films may be shortened to 4 1/2 inches x 10 at the contractor option. When joint thicknesses are 3 inches or greater, the minimum film size shall be 7 inches x 17 inches. Larger radiographs may be required in areas where there have been excessive repairs or where there are joints with unusual dimensions. Delete paragraph 6.10.12 and add the following: 6.10.12 One radiograph identification number shall be painted on the steel no closer than 3/4 inch from the weld edge at each radiograph location. Corresponding lead numbers shall be superimposed on the painted numbers to produce an image on the radiograph. A combination of letters and numbers may also be used. Two location dots shall be painted on the steel at each radiograph location no closer than 3/8 inch from the weld edge. The dots shall be placed at a random distance from the steel plate edges which are perpendicular to the length of the weld. The dots shall be placed in different locations for each radiograph location. One lead arrow shall be placed so that its tip is superimposed on each of the two location dots. A location letter shall be painted immediately under each arrow and a lead letter shall be superimposed on each painted letter. When radiographs are viewed, only those films representing the same joint should have location arrows an d location letters perfectly superimposed. Any additional information shall be produced on the radiograph no less the 3/4 inches from the edge of the weld either by pre-printing or by placing lead letters and numbers on the steel. See Figure 1 and Figure 2. Delete paragraph 6.10.13 and add the following: 6.10.13 Information required to be shown on the radiograph shall include: the complete KDOT bridge number, initials of the radiographic inspection company, initials of the fabricator, the fabricator's shop order number, the radiographic identification number, the date, and the weld repair number if applicable. Add a new paragraph 6.10.15: 6.10.15 Unless otherwise noted on the shop drawings all butt welds will be evaluated as tension welds. - STRUCTURAL STEEL FABRICATION - BRIDGES

705.3MEASUREMENT AND PAYMENT

The Engineer will not measure fabrication of new structural steel for separate payment.