KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION TO THE STANDARD SPECIFICATIONS, 1990 EDITION

Transcription

1 Sheet 1 of 20 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION TO THE STANDARD SPECIFICATIONS, 1990 EDITION SECTION 702 STRUCTURAL STEEL CONSTRUCTION Page 392, subsection Add the following bid item: Expansion Device (**) ** Type: Finger Joint Sliding Plate Page 392, subsection (a). Delete the last sentence of the first paragraph and replace with this: Fabricators of bridge beams and girders shall be certified by the American Institute of Steel Construction in the appropriate category for the type of work being performed. Page 393, subsection (b). Delete the last sentence of the second paragraph and add this to the third paragraph: These dimensions shall include but not be restricted to bearing-to-bearing lengths and vertical and horizontal curvature offsets at bearing points and splices. Page 395, subsection (b). Delete this subsection and replace it with this: (b) Welding and Gas Cutting. Welding and gas cutting of structural steel shall be in accordance with the applicable requirements of the "Bridge Welding Code", ANSI/AASHTO/AWS D1.5:2002, with the exceptions and/or additions listed below. Bearing devices, drainage systems, expansion devices, handrail, bridge rail, sign structures and other tubular structures shall be in accordance with applicable requirements of the "Structural Welding Code," ANSI/AWS D1.1:2004. Bearing device inspection will require 1 piece in 10, or fraction thereof, be tested 100 percent liquid penetrant or magnetic particle. Page 398, subsection (l). Add this after the first sentence: Blocking, sweep, and bearing-to-bearing measurements shall be checked by the fabricator's Quality Control personnel immediately before the inspector checks the assembly after it is completely set up. Page 399, subsection (o). Add to this subsection. Headed stud anchors must be applied to the designated structural members during the shop fabrication.

2 Sheet 2 of 20 If the circumstances warrant, and if the Engineer approves the Contractor s procedures, headed stud anchors may be field applied. The Contractor must demonstrate, to the Engineer s satisfaction, that he can remove the shop applied coating (galvanizing or paint primer) from the top flange without damaging the structural member, weld the headed stud anchors to the structural member, and blast clean and prime coat the top flange and headed stud anchors. Page 401, subsection (e)(1.2). Delete the first sentence of this paragraph and replace with this: Except where otherwise indicated, all surfaces of the structural steel shall be coated including contact surface of high strength bolt connections and areas in contact with concrete except that the entire top of the top flange to which studs are to be applied in the field shall be blast cleaned and 38 micrometers of prime coat applied. Page 405, subsection (i)(1). Delete this subsection and replace with this: (i) Field Connections by Bolting. (1) General. The Contractor shall consider the blocking diagram as given in the shop plans during field erection. The shop plans refer to a no-load condition for blocking or laydown. This means that the pieces were drilled/punched from solid plates laid on their sides without the deadload deflection included. The contractor shall reproduce this geometry during erection by the use of falsework or cranes to float or hold in the fall adjacent pieces together to facilitate proper fit-up. Drift Pins: Drift pins are cylindrical body pins with tapered ends to facilitate driving and shall be used to line up the open holes in a connection. They shall have the same nominal diameter as that of the open hole into which they are driven. Drift pins shall be of hardened steel with a minimum yield strength of 345 MPa. Drift pins shall not be driven to deform the material but only to line up the holes. Fitting-Up: All connections shall be accurately aligned by driving drift pins in all corners and ¼ of the remaining holes in each plate in a well distributed pattern to align or fair-up the holes. Light drifting will be permitted to affect this fairing-up of the holes. Heavy drifting which would deform the material will not be permitted. Before removing any drift pins from structures being connected, or moving the connected members, splices and field connections shall have at least ¼ of the holes filled with fully tightened bolts. For structures carrying workers and equipment ¾ of the holes will be filled with fully tightened bolts. Use high-strength erection bolts in combination with drift pins to hold the material together during fit-up. Page 406, Subsection (j). Delete this subsection and replace with this: j. Field Bolting (High-Strength Steel Bolts and Washers). (1) Bolted Parts. (a) The slope of surfaces of bolted parts in contact with the bolt head and nut may not exceed 1:20 with respect to a plane normal to the bolt axis. Bolted steel parts may not be separated by gaskets and must fit solidly together after the bolts are tightened. Holes may be punched, sub-punched and reamed, or drilled, as required by the applicable code or specification. Standard holes have a diameter nominally 2 mm in excess of the nominal bolt diameter of 24

3 Sheet 3 of 20 mm and less, and 3 mm in excess of the nominal bolt diameters greater than 24 mm. Use a hardened washer under the turned elements for all installations. Where shown in the design drawings, and at other locations approved by the Engineer, oversize, short slotted, and long slotted holes may be used with high strength bolts 16 mm in diameter and larger in connections assembled as follows: (1) Oversize holes may have nominal diameters up to 4 mm in excess of the nominal bolt diameter for bolts 20 mm and less in diameter, 6 mm in excess for bolts 20 mm in diameter, and 8 mm in excess for bolts 27 mm and greater in diameter. They may be used in only one of the connected parts of either a friction or bearing connection at an individual faying surface. Install hardened washers over oversize holes in an outer ply that have a size sufficient to completely cover the hole after installation.* (2) Short slotted holes are nominally equal to a standard hole width, and have a length which does not exceed the oversize diameter provisions of (1) by more than 2 mm. They may be used in only one of the connected parts of either a friction or bearing connection at an individual faying surface. The slots may be used without regard to direction of loading in friction connections, but must be normal to the direction of the load in bearing connections. Install hardened washers over short slotted holes in an outer ply that have a size sufficient to completely cover the slots after installation.* (3) Long slotted holes are nominally equal to a standard hole width and have a length more than allowed in (2), but not more than 2½ times the nominal bolt diameter. The slots may be used without regard to direction of loading in friction connections, but must be normal to the direction of the load in bearing connections. Long slotted holes may be used in only one of the connected parts of either a friction or bearing connection at an individual faying surface. Where long slotted holes are used on an outer ply, provide a plate washer or continuous bar of at least 8 mm thickness with standard holes. This washer or bar must be of structural grade material, but need not be hardened. Provide washers or bars that have a size sufficient too completely cover the slots after installation. If hardened washers are required to satisfy specifications, place the hardened washers over the outer surface of the plate washer or bar.* *When A 490M bolts over 25 mm in diameter are used in slotted or oversize holes in external plies, use a single hardened washer conforming to ASTM F 436M, except with 8 mm minimum thickness, in lieu of the standard washer. (b) When assembled, all joint surfaces, including those adjacent to the bolt heads, nuts or washers, must be free of scale and burrs, dirt and other foreign material, except tight mill scale, that would prevent solid seating of the parts. (2) Bolting Operation. (FIGURE 702.1) The Bolting Operation will require Hardware Validation, Procedure Calibration, Installation and Inspection Verification. Hardware Validation consists of confirming test results.

4 Sheet 4 of 20 Procedure Calibration is the process of determining the correct tightening procedures so that consistency and accuracy are obtained. Installation will follow the calibration tightening procedures to achieve uniform results. Inspection Verification confirms end results of the bolting operation; the inspection provides acceptance or rejection of the finished connection. (2.1) Hardware Validation. Hardware Validation is verifying that applicable test results and certifications are in CMS for bolt and DTI lots being used on the project: Rotational-Capacity Test (Bolt, Nut and Hardened Washer) & ASTM F 606M Annex A1 Compression Load Test (DTI). (2.2) Procedure Calibration. (FIGURE 702.1) This procedure is only applicable to calibrating the turn of fasteners using DTI s. This is only used on girder splices and diaphragm connections. The proper calibration procedure is as follows: Using plies with equivalent grip of the connection and correct bolt hole diameter, snugtighten the fasteners such that all plates are in uniform contact. Place appropriate marks on the bolt, nut, and plate so that the amount of nut rotation relative to the bolt can be verified. Hold the static element and rotate the turned element one half a turn. Record the number of gaps that refuse the 125µm gage. If this rotation causes all of the gaps to refuse the feeler gage, move to another bolt and rotate the turned element one third of a turn and record the number of gaps that refuse the feeler gage. Continue rotating the turned element until all the gaps refuse the 125µm gage. Record the rotation. This is the target rotation for the bolting operation for this bolt length and diameter. Repeat this procedure for every bolt length and diameter on the project. The idea is to determine, as close as possible, the least amount of turn required to flatten the DTI protrusions.

5 Sheet 5 of 20 FIGURE ASTM F 606M Annex A1 Compression Load Test (DTI) (2.3) Installation. (a) Tighten threaded bolts by methods described below in (c). If required because of bolt entering and wrench operation clearances, tightening may be accomplished by turning the bolt while the nut is prevented from rotating. Impact wrenches must be of adequate capacity and sufficiently supplied with air to perform the required tightening of each bolt in approximately ten seconds. (b) Washers. Shop drawings must indicate where washers are required. Only use hardened washers. Use an additional hardened washer with all A 490M bolts under the element not turned, if the material against which it bears has a specified minimum yield point less than 300 MPa. Where an outer face of the bolt parts has a slope greater than 1:20 with respect to a plane normal to the bolt axis, use a beveled washer to compensate for the slope.

6 Sheet 6 of 20 (c) Bolt Tightening. Use the turn-of-nut method to provide the required bolt tension for all bolted connections. Install bolts in at least one quarter of the connection holes and bring them to a "snug tight" condition. Snug tight is defined as the condition that exists when the plies of the splice are in firm uniform contact. A few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench should attain this condition. Perform snug tightening systematically from the center of the splice to the free edges, and then re-tighten the bolts in a similar systematic manner as necessary until all bolts are snug tight and all splice plates are fully compacted. The connection is then ready for final tightening. For proper installation it is important to bring all bolts to snug tight in the same manner as in the calibration. On connections specifying the use of DTIs, use the turn-of-nut method and tighten all bolts in the connection as determined from the "Target Rotation" in FIGURE During the tightening operation, there must be no rotation of the part not turned by the wrench. Perform tightening systematically from the most rigid part of the joint to its free edges. Place appropriate marks on the bolt, nut, and plate so that the amount of nut rotation relative to the bolt can be verified. Use the turn specified in Table for all connections other than girder splices and diaphragm connections. TABLE Nut Rotation (*) from Snug Tight Condition Bolt Length (as measured from underside of head to extreme end of point) Both faces normal to bolt axis Disposition of Outer Faces of Bolted Parts One face normal to bolt axis and other face sloped not more than 1:20 (bevel washer not used Both faces sloped not more than 1:20 from normal bolt axis (bevel washer not used Up to and including 4 diameters 1/2 turn 1/2 turn 2/3 turn Over 4 diameters, but not 1/2 turn 2/3 turn 5/6 turn exceeding 8 diameters. Over 8 diameters, but not 2/3 turn 5/6 turn 1 turn exceeding 12 diameters. Over 12 diameters. The method of tightening bolts over 12 diameters in length is as shown on the shop details and approved by the Engineer *Nut rotation is relative to the bolt, regardless of the element (nut or bolt) being turned. For bolts installed by 1/2 turn and less, the tolerance is plus or minus 30 degrees; for bolts installed by 2/3 turn and more, the tolerance is plus or minus 45 degrees. Only use a Direct Tension Indicator (DTI) for girder splices and diaphragm connections. Install the DTI s by one of the following methods: Place a DTI under the bolt head and turn nut to tighten. This method is preferred whenever possible. Face the protrusions on the DTI to the underside of the bolt head. Place a hardened flat washer under the nut. Place a DTI under the nut and turn the nut to tighten. Place a hardened washer between the nut and the DTI. Place the DTI against the plates with the protrusions facing the washer. Place a DTI under the nut and turn the bolt. Face the protrusion on the DTI to the nut. Place a hardened flat washer under the bolt head. Place a DTI under the bolt head and turn the bolt head to tighten. This method is suggested when the nut cannot be turned. Place hardened flat washer between bolt head and the DTI. Face the protrusions on the DTI to the

7 Sheet 7 of 20 underside of the flat washer and bolt head. Place a hardened flat washer under the nut. (d) Lubricate all galvanized nuts with a lubricant containing a visible dye so a visual check can be made for the lubricant at the time of field installation (Galvanized metric nuts are not specified at this time). Black bolts must be "oily" to the touch when installed. Clean and relubricate weathered or rusted bolts before installation. (e) Reuse. A 490M and A 325M bolts may not be reused. Once a bolt has been fully tightened, it can not be reused. (2.4) Inspection Verification. Commencing with each day's bolting operations, the Engineer will inspect each bolt until the Contractor's procedures for that day are confirmed. After the day's procedures are confirmed, the Engineer will inspect the remainder of the bolts at his discretion. Visually compare the number of threads extending past the face of the nut for uniform appearance. Record the number of refusals using the 125µm gage. (Note: some DTI suppliers provide both 125 and 400 µm gages. Do not use the 400 µm gage). If the number of refusals is less than 3, tighten until there are at least a minimum of 3 refusals. If this occurred with the proper rotation then all the plies were not in proper snug-tight condition. If the number of refusals with the 125µm gage is greater than or equal to 3 but less than the number of protrusions, accept the bolt. If all of the gaps refuse the 125µm gage, the actual rotation must be compared with the target rotation: If the element has been turned more than 45 degrees beyond the target rotation reject the bolt. If the element has been turned less than 45 degrees beyond the target rotation accept the bolt. If the feeler gage is refused by all gaps and the bolt, nut, and plate have not been marked the bolt will be rejected.

8 TABLE Direct Tension Indicator Installation 90M-65-R18 Sheet 8 of 20

9 Sheet 9 of 20 Bolt Size A 325M Type 8.8 DTI Spaces A 490M Type 10.9 Minimum Installation Refusals A 325M A 490M Type 8.8 Type 10.9 M M M M24 N M M M N=Total number of protrusions; 5 or 6, depending on the manufacturer. Bolt Size A325M Required SI Metric TABLE Structural Steel Fastener Call-Out A490M Bolt Size mm x mm Optional SI Metric Call-Out A325M A490M Bolt Size Inches Equivalent USC A325 A490 12x1.75 n/a 1/2 n/a n/a n/a 16x2 n/a 5/8 n/a M20 n/a 20x2.5 n/a 3/4 n/a n/a n/a 22x2.5 7/8 M24 24x3 1 n/a n/a 27x3 n/a 1-1/8 n/a n/a n/a 30x3.5 n/a 1-1/4 n/a n/a n/a 36x4 n/a 1-3/8 n/a 38x4 n/a 1-1/2 n/a Page 409, subsection (k). Delete the first sentence of this subsection and replace with this: Field welding of structural steel shall be in accordance with the applicable requirements of the "Bridge Welding Code", ANSI/AASHTO/AWS D1.5:2002, with the exceptions and/or additions listed below. Pages 409, 412, and 416, subsections , , and Make these changes in these subsections: Change all references of the "Vinyl Finish Coat" to "Acrylic or Polyurethane Finish Coat". Unless otherwise noted on the Plans or in the Contract, the Contractor may use either an acrylic or a polyurethane finish coat. Refer to Special Provisions 90M-186 and 90M-187 (latest editions) for material requirements. In regard to stenciling the date of painting and the type of paint system on the completed work, use the code "A" for acrylic and "P" for polyurethane. Page 410, subsection (a). Delete the seventh paragraph on this page and replace it with this: After preparing surfaces of partially weathered galvanized steel as described in ASTM D 6386M, galvanized drains shall have an application of a two component 98 percent solids epoxy

10 Sheet 10 of 20 poly polyamido-amine primer tiecoat of about μm dry film thickness prior to the application of the topcoat. The application and cure time before topcoating shall follow the tiecoat manufacturer's recommendations. Page 421, Section 702. Add a new subsection Weathering Steel. Subsequently renumber the existing subsections that follow: WEATHERING STEEL. Whether the Plans designate weathering steel or whether the Contractor chooses the weathering steel alternate shown on the Plans, the structural steel will be furnished and erected according to this Section, with the following additions and exceptions: If the Plans provide an option for furnishing weathering steel, A709M Grade 345W may be substituted for A709M Grade 250. M270M Grade 345WT2 may be substituted for M270M Grade 345T2. When substituting weathering steel for the structural steel shown on the Plans, furnish the same size plate or rolled member that is shown on the Plans. In the shop, blast clean all surfaces of all weathering steel, including all faying surfaces of bolted connections, to meet SSPC-SP6 specifications. Painting of weathering steel includes blast cleaning (to SSPC-SP10 specifications), prime coat (inorganic zinc), and top coat (waterborne acrylic) unless otherwise noted. The brown top coat will be equivalent to Federal Standard No. 595a, Color No (Carboline No. 2248). Where girder ends are embedded in the abutment, blast clean and prime coat the entire embedded portion of the girder, including diaphragms, plus an additional distance of 50 mm. Blast clean and prime coat all surfaces of fill plates less than 12 mm thick. Note: Fill plates less than 12 mm thick need not be weathering steel. Paint all structural steel surfaces (not included above) within a distance of two times the depth of the girder (2D) on either side of an expansion joint. A nearby stiffener would be a convenient location to stop painting. When drainage is allowed over the side of the deck on a plate girder bridge, and the exterior girder is to be painted: blast clean all surfaces of the exterior girder; prime and top coat the exterior surfaces, including the bottom of the bottom flange, of the exterior girder only. See Figure 3. When drainage is allowed over the side of the deck on a rolled beam bridge, painting the exterior beam is not required. Unless shown otherwise on the Plans, blast clean the entire exterior facia of unpainted exterior girders after erection. Blast to meet SSPC-SP6 specifications. Blast clean and prime all surfaces of top flange top splice plates. Blast clean and prime coat the top (and sides, if in contact with concrete) of the top flanges, including shear studs. Faying surfaces of bolted connections do not require painting.

11 Sheet 11 of 20 Field Applied Shear Studs: For field applied shear studs, do not paint top flange in the shop. In the field, blast clean the tops of the top flanges to SSPC-SP6 Specifications (latest revision) before the studs are applied. After the studs are applied, blast clean the tops of the top flanges and the studs to SSPC-SP6 Specifications (latest revision) and paint with an approved organic zinc primer to a minimum dry film thickness of 75 µm. Do not use weathering steel in rocker bearing devices (or any component with finished surfaces), expansion devices, or expansion device armoring. Sole plates may be weathering steel when used with elastomeric expansion devices. Protect all substructure concrete on structures unless shown otherwise on the Plans. Protect the exposed surfaces of the piers and the front face of the abutments (by covering with polyethylene sheeting or other approved method) before erecting the structural steel and until after the deck slab has been placed. After the bridge is completed, but before acceptance, sandblast the piers and front face of the abutment to a uniform appearance by removing all laitance, staining, any visible form lines, etc. This work is subsidiary to the structural steel. Page 422, subsection Renumber this subsection to Delete this subsection and replace with this: METHOD OF MEASUREMENT. Painting of new structures will not be measured or paid for directly but shall be considered subsidiary to structural steel. Painting of existing structures shall be measured by the lump sum for "Bridge Painting", which shall include in the price, all cleaning and painting of areas designated to be painted. Maintenance of traffic, where required, will not be measured and paid for directly but shall be considered subsidiary unless the Contract contains the item "Traffic Control". Headed Stud Anchors shall be measured per each. Structural Steel, Cast Steel, Cast Iron and Bearing Devices shall be measured by the kilogram, complete in place. The mass of structural steel, cast steel, cast iron and bearing devices, for which payment is made, shall be the net as shown on the Plans. When the Plans have been altered for changes in design, or when disagreement exists between the Contractor and the Engineer as to the accuracy of the plan quantities in any part of the entire Project, either party shall have the right to request and cause the quantities involved to be measured. The computed mass will be obtained by use of the following rules: Mass of Structural Steel Mass of Bronze Mass of Cast Iron 7840 kg per cu. m 8720 kg per cu. m 7200 kg per cu. m No allowance will be made for fasteners including erection bolts, button head bolts used for filing erection bolt holes, high strength bolts for permanent connections, temporary laterals or similar items.

12 Sheet 12 of 20 No measurement shall be made of weld metal deposited in fillets, or otherwise outside the lines and surfaces of the connected parts; but no deductions shall be made from the computed quantities of such work to allow for material that is removed by beveling or other cutting and subsequently replaced with weld metal. Unless shown as bid items on the Plans, structural steel expansion devices will be included in the sum of structural steel shown on the Plans. When shown on the Plans as bid items, expansion devices shall be measured by the linear meter along the centerline of the expansion device as shown on the Plans. Page 423, subsection Renumber this subsection to Delete the first paragraph of this subsection and replace with this: The amount of completed and accepted work, measured as provided above, shall be paid for at the Contract lump sum price for "Bridge Painting" or at the Contract unit price per kilogram for "Structural Steel", "Cast Steel", "Cast Iron", or "Bearing Devices" or at the Contract unit price per each for "Headed Stud Anchors" or at the Contract unit price per linear meter for the various types of "Expansion Device", which prices shall be full compensation for furnishing, fabricating, welding, delivering, erecting, radiographic inspection, painting and placing all materials, for all labor, equipment, tools, and incidentals necessary to complete the work. THE REFERENCES CITED IN THE PARAGRAPHS BELOW ARE TO ANSI/AASHTO/AWS D1.5:2002 UNLESS OTHERWISE STATED. SECTION 1. GENERAL PROVISIONS. Delete paragraph and add the following: Electroslag or electrogas welding shall not be used. Add two new paragraphs as follows: 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 maintenance engineer once each year. A service certificate shall be issued with each equipment check and shall be available for inspection by the Engineer at all times 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 Engineer. Permissible locations for such welds and tacks shall be only at locations shown on approved shop drawings or at locations designated by the Engineer in writing. All such tacks or temporary welds shall be made in accordance with Paragraphs and and welders and/or tackers shall be qualified in accordance with AWS requirements. Delete paragraph and add the following: All corners of main stress carrying members shall be rounded to a 2 mm radius or equivalent flat surface at a suitable angle.

13 Sheet 13 of 20 SUBSECTION 3.5 DIMENSIONAL TOLERANCES. Add the following to paragraph : Permissible variations in straightness of rolled beams, regardless of cross-section, shall not exceed 1mm/m of beam length or 25 mm. Delete paragraph and add the following: Permissible variations in specified camber and blocking of welded beams or girders regardless of cross section shall not exceed: -0, +6 mm for spans 0 thru 30 m -0, +13 mm for spans greater than 30 m Permissible variations in blocking of rolled beams at field splices, regardless of cross-section, shall not exceed: -6, +6 mm for spans 0 through 30 m -10, +10 mm for spans greater than 30 m Permissible variations in blocking of welded girders and rolled beams, regardless of cross-section, shall not exceed: 0 for end supports -0, +3 mm for interior supports Sign convention: (-) below, (+) above the detailed values or shape in the no-load condition. Add a new paragraph as follows: Permissible variation in length of assembled beams or girders between the center line of bearing devices shall not exceed plus or minus 6 mm for any one span or plus or minus 10 mm for any two or more spans within the assembled unit. The actual centerline of any bearing device shall lie within the thickness of the bearing stiffener. 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. SECTION 6. INSPECTION, PART A. Delete paragraphs 6.7.1, , and and add the following: 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 Radiographic testing of welds shall be performed in accordance with the following requirements: (1) 100% of all welded girder and rolled beam flange butt joints. (2) All except the middle 1/3 of all welded girder or rolled beam web butt joints.

14 Sheet 14 of Ultrasonic testing of welds shall be performed in accordance with the following requirements: (1) 100% of each joint subject to calculated tension or stress reversal. (2) 25% of each joint subject to compression or shear. If unacceptable discontinuities are found in spot testing, the entire length shall be tested. Delete paragraphs 6.7.6, , , , , and and add the following: 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 The yoke method shall be performed in accordance with ASTM E709M, and the standard of acceptance with 6.26 of the Code. (1) The yoke method shall be performed using half-wave rectified direct current or alternating current. (2) Electromagnetic yokes shall have lifting forces conforming to the following: Current Type Yoke Pole Leg Spacing (YPS) 50 YPS<100 mm 100 YPS 150 mm AC 45 N Not Applicable DC 135 N 225 N Prior to magnetic particle testing, the surface shall be examined, and any adjacent area within at least 25 mm of the surface to be tested, shall be dry and free of contaminants such as oil, grease, loose rust, loose sand, loose scale, lint, paint, welding flux, and weld spatter. Cleaning may be accomplished by detergents, organic solvents, descaling solutions, paint removers, vapor degreasing, sand or grit blasting, and ultrasonic cleaning methods 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 A report of magnetic particle examination shall be prepared and furnished to the owner. (1) The report shall include the following minimum information: (a) Part identification (b) Examination procedure number (if applicable) (c) Date of examination (d) Technicians name, certification level, and signature (e) Name and signature of contractors or owners, Inspectors, or both who witnessed the examination (f) Examination results (g) Equipment make and model (h) Yoke spacing using (i) Particles (manufacturer's name) and color

15 Sheet 15 of 20 (2) One copy of the report shall be furnished to the contractor for the owner. Delete paragraph and add the following: 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 E165M shall be used for liquid penetrate, and the standards of acceptance shall be in accordance with 6.26 of this code. SECTION 6. INSPECTION, PART B. Delete paragraph and add the following: FILM SIZE - When the joint thickness is less than 75 mm, radiographs shall be 115 mm x 430 mm 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 115 mm x 255 mm if the contractor elects to do so. When joint thicknesses are 75 mm or greater, the minimum film size shall be 180 mm x 430 mm. Larger radiographs may be required in areas where there have been excessive repairs or where there are joints with unusual dimensions. Delete paragraph and add the following: One radiograph identification number shall be painted on the steel no closer than 20 mm 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 10 mm 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 and location letters perfectly superimposed. Any additional information shall be produced on the radiograph no less the 20 mm 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 and add the following: 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. welds. Add a new paragraph : Unless otherwise noted on the shop plans all butt welds will be evaluated as tension

16 Sheet 16 of 20

17 FIGURE 3 90M-65-R18 Sheet 17 of 20

18 Sheet 18 of 20 SUBSECTION 1614 STEEL FASTENERS Page 897, subsection (c). Delete this subsection and replace with this: (c) Steel Rivets. Steel structural rivets must comply with the requirements of ASTM A 502M for Grade 1 or Grade 2, or Grade 3 when the formation of a protective oxide coating is required for protection from atmospheric corrosion. Dimensions and design type are to be as specified for the intended application. Page 896, Subsection (d), delete the entire subsection and replace with this: (d) High Strength Steel Fasteners. (1) Externally threaded steel fasteners intended for general applications are to comply with the requirements of ASTM F 568M inclusive of the Appendixes. The Property Class specified is to be dictated by the intended application, nominal size, and availability, however Classes 4.6 and 4.8 are recommended for most purposes. The nuts intended for use with these fasteners are to comply with the requirements of ASTM A 563M inclusive of the Appendixes. In addition, the Property Class and dimensional style of the nut must be compatible with the Class of externally threaded fastener according to the guidelines of ASTM A 563M. All nuts must be tested for compliance with their respective Property Class requirements of ASTM A 563M regardless of application. Plain, or flat, washers for use with these fastener components are to comply with the requirements of ANSI/ASME B18.22M. The washer type and series are to be determined by the intended application. (2) Externally threaded steel fasteners for applications where high strength is a prerequisite must comply with the requirements of ASTM A 325M for Type 1, or Type 3 when the formation of a protective oxide coating is required for protection from atmospheric corrosion. The nuts intended for use with these fasteners are to be of a Property Class specified by ASTM A 325M and must comply with the requirements of ASTM A 563M inclusive of the Appendixes. In addition, the Property Class and dimensional style of the nut must be compatible with the Class of externally threaded fastener according to the guidelines of ASTM A 563M. All nuts must be tested for compliance with their respective Property Class requirements of ASTM A 563M regardless of application. Plain, or flat, washers for use with these fastener components are to be as specified by ASTM A 325M and must comply with the requirements of ASTM F 436M. (3) All high strength steel bolts, nuts, and washers shall comply with the rotational capacity test requirements of FHWA Supplemental Contract Specifications for Projects with AASHTO M 164 High Strength Bolts, (July 2004), outlined in the 17 th edition (with Interim Specifications) of the AASHTO Standard Specifications for Highway Bridges, Division II, Section , or the 2 nd edition (with Interim Specifications) of the AASHTO LRFD Bridge Construction Specifications, Section The rotational capacity test procedures, as developed by the FHWA, are presented in KT-MR11, Rotational Capacity Testing of High Strength Fasteners.

19 Sheet 19 of 20 Page 898, subsection (f). Delete this subsection and replace with this: (f) Steel Lock Washers. Lock washers, when specified, are to comply with the requirements of ASME B M. The washer type and series are to be determined by the intended application. Page 898, subsection Add this as a new paragraph (g): (g) Direct Tension Indicators (DTIs). Direct Tension Indicators (DTI s) shall comply with requirements of ASTM F 959M. Incorporate circumferential notches to show where to insert feeler gages. For use with Type 1 fasteners, provide a DTI with a plain finish (uncoated) or mechanically applied zinc coating to comply with ASTM B 695M Class 50 unless noted otherwise on the Plans. Use one of the following DTI's with Type 3 fasteners: 1. "Type 3" 2. two coat Dacromet with two coat baked polymer topcoat "Type 3" DTI s must also comply with the chemical composition and product marking requirements of ASTM F 436M, Type 3 washers. DTI s made with a Type 3 material must be submitted for testing and approval. Dacromet coating must also comply with ASTM F 1136M, Grade 2 and have a 15 µm thick black topcoat. Page 898, subsection Add this as a new paragraph (h): (h) Miscellaneous. (1) Miscellaneous fastener components not specifically addressed in this subsection are to comply with the requirements of the applicable AASHTO, ASTM, ASME, ANSI, or other governing component or material specifications with the consensus of the component manufacturer and the Department. (2) When corrosion protection coatings are specified for fastener components, these components are to be zinc coated in compliance with the requirements of ASTM A 153M for hot dip galvanizing or by the mechanical deposition of a zinc coating in compliance with the requirements of ASTM B 695M, Class 50. Fastener components of nominal size of less than 13 mm diameter may be zinc coated by an electrodepositon process. The coating is to be uniform, comply with the requirements of ASTM B 633M, and have a thickness in the range of 5 to 8 micrometers for use under mild to moderate service conditions, SC 1 to SC 2. Note that an electrodeposited zinc coating thickness in excess of 8 micrometers may result in thread fit interference. Electrodeposited cadmium coating is also permitted when in compliance with the requirements of ASTM B 766M and the same thickness range constraints as for electrodeposited zinc coating. Aluminum coating is acceptable when permitted and regulated by the specification that governs the component. Page 899, subsection Add this as a new paragraph (c): (c) The basis of acceptance of direct tension indicators (DTI's) will be as follows:

20 Sheet 20 of 20 (1) Receipt and approval of three copies of a Type A certification as specified in Section The certification must show the results of ASTM test method F 606M, Annex A1. (2) Type 3 DTI s will be accepted on the basis of testing specified in (g) above. (3) For Dacromet coated DTI's, receipt and approval of three copies of a Type A certification as specified in Section The certification must show that the requirements of ASTM F 1136M have been satisfied BD(BS) (JJ) Direct Tension Indicator Each 90M-65-R* ACCP