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ih 30 ped bridges_90 %_project specs_06-029

1. 1 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges by the Contractor of the Engineer of Record s review and approval of the proposed changes to the Erection Manual The proposed Erection Manual will include but not be limited to A Detailed Design 1 Complete sequence of erection for temporary and permanent structures All erection equipment to be used on site All shored excavations ALUMN Installation procedures and schedules for all temporary falsework supports including any proposed limits of required excavation and subsequent recompaction of the temporary staging work areas 5 Crane Mats and other temporary foundations including size and locations 6 Temporary falsework supports of the steel superstructure 7 Temporary bracing and falsework as required for the erection of the arch 8 Cable system including bridge cables anchors HDPE pipes and jacks 9 All proposed bolting procedures 10 All proposed field welding procedures 11 Falsework removal plan 12 Deck and Arch required camber B Methods and Procedures for Erection 1 Methods for controlling mass concrete heat of hydration where applicable 2 Details and limits of any structures including temporary falsework supports and open excavations to be constructed in the Trinity River Floodplain and or natural river channel 3 Sequence for installing temporary falsework supports permanent bearings removing temporary falsework supports and t
2. 8 conc retards sidewalks driveways backup walls anchors B 2 000 0 60 2 7 Riprap small roadside signs and anchors Drilled shafts bridge substructure bridge c5 3 600 0 45 16 railing culverts except top slab of direct traffic culverts headwalls wing walls approach slabs concrete traffic barrier cast in place C HPC 3 600 0 45 1 6 As shown on the plans D 1 500 0 60 2 7 Riprap E 3 000 0 50 2 5 Seal concrete F Note 6 0 45 25 Railroad structures occasionally for bridge piers columns or bents F HPC Note 6 0 45 2 5 As shown on the plans HS Note 6 0 45 36 Prestressed concrete beams boxes piling and concrete traffic barrier precast H HPC Note 6 0 45 3 6 As shown on the plans s 4 000 0 45 2 5 Bridge slabs top slabs of direct traffic culverts 3 7 421 035 08 09 Design Cass of ve Maximin A General Usage 1 Concrete 28 day f W C Ratio Grades psi S HPC 4 000 0 45 2 5 As shown on the plans P See Item 360 0 45 2 3 Concrete pavement DC 5 500 0 40 6 Dense conc overlay CO 4 600 0 40 6 Conc overlay LMC 4 000 0 40 6 8 Latex modified concrete overlay gs5 3 60 07 0 45 46 Slurry displacement shafts underwater drilled shafts K Note 6 0 45 Note 6 Note 6 HES Note 6 0 45 Note6 Note 6 1 Maximum water cement or water cementitious ratio by weight 2 Unless otherwise permitted do not use Grade 1 coarse aggregate except in massive foundations wit
3. For acceptance the tensile force in the sample during the one pin test shall equal at least 80 of the ultimate strength of the sample The sample taken for the One Pin Test shall be long enough for two ultimate strength tests and three One Pin Tests If the first specimen fails the one pin test two additional samples shall be tested If both samples pass the material is acceptable If either sample fails the material from which the sample was taken shall be rejected PART 3 MEASUREMENT June 2012 Cable Testing will not be measured and is considered incidental to the cables Page 3 of 3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION BRIDGE EXPANSION JOINTS PART 1 GENERAL 1 1 1 2 1 3 1 4 June 2012 Scope of Work Furnish all labour materials and equipment required for the supply and installation of the expansion joint assemblies shown on the Contract Drawings The joint s shall be made to be watertight and prevent transmission of surface water through the joint assembly Related Work Specified in Other Sections e Item 420 Concrete Structures e item 454 Bridge Expansion Joints Reference Standards All standards shall be latest issue at time of bid 1 ASTM A780 Repair of Damaged Hot Dip Galvanized Coatings 2 American Society for Testing and Materials ASTM where noted 3 ASTM A108 Standard Specification for Steel Bars Carbon Cold Finished
4. Standard Quality Submittals 1 Verifiable list of prior installations showing successful experience with the proposed systems 2 Provide photographic sample of proposed cover plate approximately to Architect Zurich office Fit sample with all connected devices that are visible by bridge users and any surface treatment required to meet testing requirement below Issue drawings of standard system proposed for adaptation for project application 3 Mark up contract drawings of expansion joint assembly return as part of bid documentation showing extent of works by Movement Joint manufacturer installer 4 Return of these drawings will be taken as an understanding by the Movement Joint manufacturer installer that his standard system will be adjusted in accordance with the drawings The Movement Joint manufacturer installer is free to provide alternate details with his tender return for consideration by the Architect but the bid must reflect the work specified on the drawings unless agreed in writing with the Architect in advance of the bid return 5 Submit copies when requested of mill test reports properly correlated to the materials used 6 Prior to commencing the work the Contractor s engineer is to submit documentation showing evidence of registration in the State of Texas plus qualifications and experience The Contractor s engineer is to further acknowledge in writing that he or she has reviewed the specifications and drawin
5. between vertical stiffeners vertical stiffener plate intersections or plate intersections in the straight section of the arch The maximum variance for web and bottom flange plate flatness shall be limited to a 3 8 measured over the total width of the arch fascia plates The maximum out of parallel alignment of the arch section assembled in the shop for the intersection of fascia plates shall be limited to 1 16 1 16 in 10 ft The straightness of the vertical plate stiffeners perpendicular to the theoretical plane shall be limited to 1 8 10 ft of the total length Page 5 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges The overall width x axis and depth y axis of the section shall be within 0 1 4 of the plan dimension and within 1 8 1 8 of that adjacent section to which it will be joined Article 441 3 Construction Section G Shop Assembly Section 1 General Shop Assembly is supplemented by the following Per the suggested erection sequence the longitudinal girders are separated into field sections The Contractor shall build a shop assembly jig that will simulate the in place support conditions and which will permit the check and verification of all specified tolerances of the assembled sections The layout design and construction of this assembly jig shall be subject to the Engineer of Record s approval On the completion of each trail erection at least one unit shall be retained to p
6. for the expansion joint has been removed 3 Protect top surface of joint gap during concrete pour 4 Protect the surface of the movement joint including a protective film in a sufficiently robust manor to allow following trades to pass over the movement joint without damaging the product or its appearance in any way Return to site to remove the protective cover once work to the remainder of the bridge is complete as and when requested by the main contractor Making good of any damage caused to the movement joint through failure of the protective cover shall be made good by the Movement Joint manufacturer installer at no additional cost and to the satisfaction of the Architect Page 4of5 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 3 5 Certification 1 Certify at completion of work all components fabricated and erected by the fabricator under the seal and signature of the Contractor s professional engineer responsible for this work 2 Certify that all designed components are fabricated and erected in accordance with the reviewed shop drawings 3 6 Guarantee 1 The performance of the expansion joint assembly is to be guaranteed in writing by the expansion joint supplier for a period of five 5 years from the date of issuance of the Construction Completion Certificate The guarantee is to provide for the replacement and or repair of the joint at no cost to the Owner in the event that the joint does not perform satisf
7. Architect in advance of the bid submittal 1 5 Shop Drawings and Final Submittals 1 Within 4 weeks of bid award provide samples for review of up to 5 stone samples 1 x 1 x 1 each with 2 different surface finishes 2 on each side as per table below to the Architect s Office in Zurich Each sample is to be clearly marked with the Stone Contractors contact information Project name Granite source and surface finish on identifiable surface Thermal Plane surface with flame finish applied by mechanically controlled means to ensure flame uniformity June 2012 Page 2 of 6 DALLAS IH30 8 cut June 2012 Pedestrian and Cyclist Signature Bridges Fine bush hammered interrupted parallel markings not over 3 16 in apart to give a corrugated finish Submit shop drawings to the Engineer of Record for review and approval Drawings shall be submitted 8 weeks minimum prior to manufacture of elements shown in the shop drawings Work performed without an approved shop drawing marked by the Architect Engineer of Record shall be at the risk of the Contractor Clearly indicate element sizes joint setting out recesses for technical installations anchorage sizes and types of fasteners and accessories Include installation drawings elevations and details where applicable A full scale mock up using the actual materials proposed for the installation shall be constructed for review by the Architect Engineer of Record an
8. Cyclist Signature Bridges 5 The system shall comprise be a reactive resin system requiring the addition of a catalyst to create a chemical cure and shall not depend on solvent or water evaporation 6 Coverage rates should be a minimum of 32 ft gal on a flat substrate 7 Coverage rates and applied coating thickness must be monitored and recorded for each day s production together with material batch numbers ready for inspection by the Engineer of Record if requested 2 2 Testing Texture depth analysis of the surface should be carried out to ascertain the correct coverage rates taking into account all variations in site conditions The minimum required coverage will increase with surface irregularity 2 3 Surfacing system The system shall be the Safetrack SC slip resistant colour demarcation system or approved equivalent manufactured and distributed by Stirling Lloyd Products Inc 152 Rockwell Road Newington Connecticut 06111 United States of America Website www stirlinglloyd com northamerica Safetrack SC Components Safetrack SC Coating PAR 1 Primer on concrete substrates only MR6 Primer on metal substrates only PART 3 MEASUREMENT Measurement for Deck Surfacing shall be made by the square foot END OF SECTION June 2012 Page 3 of 3
9. Specification Ensure full working of handrail expansion joint assembly prior to installation Provide a complete sample mockup of the pedestrian railing per Section 3 3 Mock up Prepare and submit shop erection drawings to the Engineer of Record in accordance with Item 441 Steel Structures Show all splice locations and details on the shop erection drawings Splice locations permitted as shown on the plans unless otherwise approved by the Engineer of Record 9 Field weld when required in accordance with Item 448 Structural Field Welding June 2012 Page 1 of 3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 3 2 3 3 June 2012 Storage Store railing materials above the ground on platforms skids or other supports and keep them free from grease dirt and contact with dissimilar metals Avoid scratching marring denting discoloring or otherwise damaging the railing Mock up A full scale mock up using the actual materials proposed for the installation shall be constructed for review by the Architect Engineer of Record and City The mock up is to be constructed 4 weeks minimum prior to manufacture of the pedestrian railing for the bridge and is to show the following 4 Type 1 supports 2 Type 2 supports with functional illumination 4 Regular straight pre manufactured pre coated stainless steel mash panels 2 Partial curved pedestrian rail sections with curved pre coated stainless st
10. approval Page 3 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges After installation is complete clean the structural strand assemblies with materials and methods as recommended by the manufacturer 8 Inspection Provide quarterly inspections of the strands and sockets in accordance with the manufacturer s manual until the project s acceptance PART 3 MEASUREMENT June 2012 This Item will be measured lump sum for all cables complete in place Page 4 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION CABLE TESTING PART 1 GENERAL 1 1 Description Cable testing shall be required for the following items prior to fabrication of cable anchorages or installation of cables This work shall consist of the furnishing of all materials anchors cable specimens strand specimens and all labor and equipment for fatigue ultimate fatigue strength ductility and static load testing as follows 1 Fatigue and ultimate strength of fully assembled cables for acceptance of the anchorage system 2 Ductility and fatigue strength of individual strand for acceptance of strand to be incorporated into the final structure The specimen assemblies shall be tested by a recognized independent testing laboratory approved by the Engineer of Record The Contractor shall supply all materials for testing to the laboratory a minimum of one month prior to the actual tests The Engineer of Record
11. be supplied and coordinated between the contractor and stone contractor Stone contractor is responsible for grouting in and appropriate sealing of deck drainage system 1 2 Reference Standards All standards to be latest issue at time of bid 1 ASTM ASTM A167 Standard Specification for Stainless and Heat Resisting Chromium Nickel Steel Plate Sheet and Strip ASTM A276 Standard Specification for Stainless Bars and Shapes ASTM A480 A480M Standard Specification for General Requirements for Flat Rolled Stainless and Heat Resisting Steel Plate Sheet and Strip 4 ASTM C97 Standard Test Methods for Absorption and Bulk Specific Gravity of Dimension Stone ASTM C99 Standard Test Method for Modulus of Rupture of Dimension Stone ASTM C170 Standard Test Method for Compressive Strength of Dimension Stone ASTM C241 Standard Test Method for Abrasion Resistance of Stone Subjected to Foot Traffic ASTM C615 03 Standard Specification for Granite Dimension Stone ASTM C666 C666M Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing 10 ASTM C880 Standard Test Method for Flexural Strength of Dimension Stone 1 3 Quality Standards The contractor shall 1 Perform all granite work in accordance with National Building Granite Quarries Association NBGQA Inc Specifications for Architectural Granite June 2012 Page 1 of 6 DALLAS IH30 Pe
12. coloured pointing compound 9 Protect areas in which granite is being installed against staining and any other damage at all times 10 Protect the finished stone installation make good damage remove all debris and rubbish and leave the work area in a clean and tidy condition PART 4 MEASUREMENT Measurement for the Granite Curb shall be made by the linear foot Measurement for the Granite Benches shall be made by each PART 5 IMAGE OF POSSIBLE GRANITES END OF SECTION June 2012 Page 6 of 6 IH 30 Bridges Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION DECK SURFACING PART 1 GENERAL 1 1 Scope of Work Summary 1 Furnish all labour materials and equipment required for the supply and installation of the coating to the concrete deck as per pavement drawings 2 The prepared substrate CIP bridge deck deck shall be coated with a colored liquid resin binder that incorporates fine aggregates to provide a slip resistant finish 3 The system shall be seamless when applied and the pigmentation shall be UV resistant to avoid premature fading of the color 1 2 Reference Standards All standards to be latest issue at time of bid Technical Performance Tensile Adhesion Concrete substrate gt 150 psi Steel substrate gt 300 psi Asphalt substrate gt 75 psi Skid Resistance Value 45 minimum TRL Pendulum Wheel Tracking Test Zero Erosion HD28 94 Low Temperature Flexib
13. correction may be made by buildup up to 1 8 in on each bevel nose Allow buildups to cool to the maximum preheat and interpass temperatures before welding the joint Article 448 4 Construction Section C Welding Steel Structures Section 5 Welding Practice the 2 sentence in the first paragraph is voided and replaced by the following Weld in accordance with an approved WPS Article 448 4 Construction Section C Welding Steel Structures Section 5 Welding Practice Section b Welding Sequence the entire section is voided and replaced by the following The Contractor shall prepare and submit a welding sequence to the Engineer for information and comment for each member or component that is to be field welded The Contractor shall submit a Distortion Control Plan that includes the proposed temporary attachments supports field assembly jigs fixtures methods and procedures proposed to control and minimize shrinkage and distortion The Distortion Control Plan shall include any post welding measures required to achieve the specified tolerances The Contractor shall demonstrate the adequacy of the proposed welding sequence including the specified NDE testing with mock up sections as indicated in the general notes The mock up 2 feet minimum in all applicable directions shall be representative of the anticipated field conditions and shall be subject to the Engineer s approval After completion of a successful mock up
14. drilled during shop fabrication The details of any fastenings which the Contractor may require in any part of the permanent works for erection equipment shall be submitted to the Engineer of Record for approval Article 441 3 Construction Section A General Requirements Section 6 Drawings Section b Shop Drawings is supplemented by the following At the completion of the structure one set of prints of the corrected original working drawings shall be furnished to the Engineer of Record Article 441 3 Construction Section A General Requirements Section 7 Welding Procedures Section a Weld Procedures is supplemented by the following All welding shall be performed using qualified joints All complete joint penetration groove welds and partial joint penetration groove welds shall conform to AWS D1 5 Figures 2 4 and 2 5 unless otherwise qualified in accordance with AWS Section 5 7 7 Longitudinal transverse and vertical butt joints shall be complete joint penetration groove welds The welding sequence and distortion control plan shall be submitted to the Engineer of Record for review and comment Members to be welded shall be brought into correct alignment per the specified tolerances and held in position by the use of jigs fixtures or other suitable devices until welding is complete The procedure qualification testing performed before the start of the work shall demonstrate that the weld can be made to the required quality and that angula
15. e webs and flanges of transverse girder e webs and flanges of K bracing Item 442 Use temperature Zone 1 for CVN testing Item 446 Paint all structural steel except the arch using protective System IV paint in accordance with Item 446 Paint colors are shown previously under Item 427 and 446 Paint arch with the following paint specification Outside of arch only e3 mils DFT Zinc rich primer e g International Paints Interzinc 52HS e5 mils DFT Polysiloxane appearance coat e g International Paints Interfine 979 Inside of arch only e 3 mils DFT Zinc rich primer e g International Paints Interzinc 52HS After all concrete placement has been completed remove any concrete or other contaminate from the structural steel members by hand cleaning methods so as not to damage the primer and then water blast wash with a minimum of 2 500 psi pressure Item 450 and 440 Provide epoxy coated reinforcing steel that embeds into the bridge slab Item 471 Tackweld all inlet grates and manhole covers to the frame with two 1 inch welds June 2012 Page 6 of 6 2004 Specifications SPECIAL PROVISION 421 035 Hydraulic Cement Concrete For this project Item 421 Hydraulic Cement Concrete of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 421 2 D Water Table 1 Chemical Limits fo
16. in the concrete are listed on the Department s List of Aggregate Sources Excluded from Option 8 ASR Mitigation When HPC is required provide a certified test report signed and sealed by a licensed professional engineer demonstrating that AASHTO T 277 test results indicate the permeability of the concrete is less than 1 500 coulombs tested immediately after either of the following curing schedules e Moist cure specimens 56 days at 73 F e Moist cure specimens 7 days at 73 F followed by 21 days at 100 F Article 421 4 B Trial Batches is supplemented by the following Once a trial batch substantiates the mix design the proportions and mixing methods used in the trial batch become the mix design of record Article 421 4 B Trial Batches The fourth sentence of the second paragraph is voided and replaced by the following Test at least one set of design strength specimens consisting of two specimens per set at 7 day 28 day and at least one additional age Article 421 4 D Measurement of Materials Table 9 is voided and replaced by the following Table 9 Measurement Tolerances Non Volumetric Mixers Material Tolerance Cement wt 1 to 3 SCM wt 1 to 3 Cement SCM cumulative weighing wt 1 to 3 Water wt or volume Fine aggregate wt Coarse aggregate wt Fine coarse aggregate cumulative weighing wt Chemical admixtures wt or volume 6 7 421 035 08 09 Ar
17. inches 12 sample of the structural strand and hardware assemblies required for the project for review and approval Provide test reports from an independent laboratory certifying that the structural strand assemblies proposed for use have been tested and met all requirements shown on the plans and set forth in this specification Structural strand testing must meet requirements of ASTM A 586 Socket testing must meet requirements of ASTM A 148 for steel castings or ASTM A 668 for steel forgings All costs for testing will be borne by the Contractor Once the shop drawings are approved furnish three 3 copies of manufacturer s manuals for installation inspection and maintenance 2 Strand Fabrication Strand shall be made on machines of sufficient size to insure good workmanship and shall be fabricated in the greatest length possible Once the manufacture of the strand has been started no changes shall be made as to the grade of wire construction or lay of strand or other factors which affect the uniformity of the product The manufacturer shall pre stretch the strand by stressing with a load equal to 55 percent of the breaking strength in straight tension Load shall be maintained and or repeated until the strand reaches a stable condition as defined by ASTM A 586 The manufacturer shall determine and report the modulus of elasticity of each manufactured length of strand in accordance with ASTM A 586 The minimum modulus of elasticity sha
18. is free from cracks prior to welding and then following any repair welding Article 448 4 Construction Section C Welding Steel Structures Section 3 Assembly and Fitup is voided and replaced by the following The method of erection for the project shall be determined by the Contractor to ensure control of the structure within the specified tolerances The Contractor is responsible for all temporary attachments supports field assembly jigs fixtures and other suitable devices required to align and hold the structural components in the correct position during welding 1 2 448 001 04 06 The contractor shall verify that the ends of the member to be welded are prepared in accordance with the weld joint detail specified The separation and fitup between the components to be joined shall be in accordance with the weld joint detail prior to welding Bring the parts to be joined by fillet welds into as close contact as possible not separated by more than 3 16 in If the separation is 1 16 in or more increase the leg of the fillet weld by the amount of the separation Keep the separation between faying surfaces of lap joints and of butt joints landing of backing strips to no more than 1 16 in When plates of abutting parts differ in thickness by more than 1 8 in make the joint with a smooth transition between offset surfaces and with a slope of no more than 1 4 When the joint spacing provides a root opening up to 4 larger than specified
19. neutral unless otherwise approved Dose the admixture at the rate of gallons of admixture per cubic yard of concrete shown on the plans Article 421 4 A 4 Air Entrainment is voided and replaced by the following Air entrain all concrete except for Class B and concrete used in drilled shafts unless otherwise shown on the plans Unless otherwise shown on the plans target an entrained air content of 4 0 for concrete pavement and 5 5 for all other concrete requiring air entrainment To meet the air entraining requirements use an approved air entraining admixture Unless otherwise shown on the plans acceptance of concrete loads will be based on a tolerance of 1 5 from the target air content If the air content is more than 1 5 but less than 3 0 above the target air the concrete 4 7 421 035 08 09 may be accepted based on strength tests For specified concrete strengths above 5 000 psi a reduction of 1 is permitted Article 421 4 A Table 7 Air Entrainment is voided Article 421 4 A 6 Mix Design Options The first and second paragraphs are voided and replaced by the following For structural concrete identified in Table 5 and any other class of concrete designed using more than 520 lb of cementitious material per cu yd use one of the mix design Options 1 8 shown below unless otherwise shown on the plans For concrete classes not identified as structural concrete in Table 5 and designed using less than 520 lb of cementitio
20. of 0 45 f s and a stress range of 64 ksi for 100 000 cycles One static test to failure shall be conducted after completion of each strand fatigue test Specimens shall provide not less than 95 percent of the Guaranteed Ultimate Tensile Strength GUTS in the static test without failure If the actual tensile strength of material used in acceptance tests of cables exceeds f s by more than 5 material used in production cables shall be tested to demonstrate comparable tensile strength f s x A The actual guaranteed ultimate tensile strength of the test cable shall be determined from the results of tensile test for individual Page 2 of 3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges strands The actual fatigue strength of the cable test material shall be determined from the results of the fatigue tests from companion strands a Rejection Criteria If the first valid test strand from each sample fails two additional tests shall be made from the same samples If failure occurs in either of these tests the strand represented by that sample shall be rejected Retesting shall not be permitted Ductility Testing A One Pin Test shall be conducted on a sample taken from each manufactured length The details and method of the test shall be as defined in Appendix A of PTI Guide Specifications Recommendations for Stay Cable Design Testing and Installation Fourth Edition February 2001 a Acceptance Criteria
21. of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 2 3 12 Stainless Steel Bolted Connections to be Grade A4 to ISO 3506 or ASTM F738M security type to prevent unlawful loosening or removal Fabrication 1 Notify Engineer and inspection and testing firm a minimum of forty eight 48 hours prior to fabricating steel to allow for inspection 2 Fabricate steel in accordance with Item 441 the drawings and specifications and the reviewed shop drawings Verify dimensions of existing work prior to commencing fabrication Verify all drawing dimensions and conditions prior to commencing fabrication Do not place any unspecified holes or openings in stainless steel members without the written approval of the Engineer PART 3 EXECUTION 3 1 June 2012 Installation 1 Install steel in accordance with drawings and Item 441 2 Make adequate provision for all erection loads and for sufficient temporary bracing to maintain steel items safe plumb and in true alignment until completion of installation 3 Do not field cut or alter steel members without the written approval of the Engineer of Record Report to the Engineer of Record every failure of material to fit together properly Corrective measures are to be approved by the Engineer of Record 4 The Contractor shall prepare specific welding procedures for joining stainless steel with low alloy steel e g SS hinges to manholes structural steel Those welds made with spe
22. of this section and is to do everything necessary to enable the work of other trades to be fitted in a first class manner without delay Specific attention is drawn to the need to secure the movement joint to different material substrates of reinforced concrete and structural steel The Movement Joint manufacturer installer must coordinate any fixing requirements with these trades and any other connected trade to ensure that fixing details have been agreed and incorporated into the shop drawings of the preceding and following trades Delivery and Joint Assembly 1 Package the seal and lubricant sealer in suitable fashion so as to prevent damage and contamination Materials will not be accepted until they have been inspected and approved by the Engineer of Record 2 Provide adjustment devices for the expansion joint assembly to allow for setting the joint width to suit the temperature when the joints are cast into the concrete blockouts 3 Adjust the gap on the job site to suit the ambient temperature at the time of final fixing of the joint to each side of the blockout Take care to remove all buried adjustment clamps and bolts prior to concrete placement Installation 1 Require the expansion joints to be installed by the supplier or their authorized agent as approved by the Engineer and in strict compliance with the manufacturer s recommendations and directions 2 Install the strip seals in the field after all formwork styrofoam etc
23. reinforcing steel without permission from the Engineer If welding is required provide stainless steel reinforcing suitable for welding and submit welding procedures and electrodes to the Engineer for approval Article 440 2 Materials Section F Epoxy Coating The second paragraph is voided and replaced by the following Furnish coated reinforcing steel meeting the requirements in Table 3 Article 440 2 Materials Section F Epoxy Coating Paragraph four is voided and not replaced Article 440 2 Materials Section G Mechanical Couplers is voided and replaced by the following When mechanical splices in reinforcing steel bars are shown on the plans use couplers of the type specified in DMS 4510 Mechanical Couplers for Reinforcing Steel Article 4510 5 A General Requirements Furnish only couplers produced by a manufacturer pre qualified in accordance with DMS 4510 Do not use sleeve wedge type couplers on coated reinforcing Sample and test couplers for use on individual projects in accordance with DMS 4510 Furnish couplers only at locations shown on the plans Furnish couplers for stainless reinforcing steel with the same alloy designation as the reinforcing steel 1 2 440 006 10 11 Article 440 2 Materials is supplemented by the following H Fibers When allowed by the plans supply fibers at the minimum dosage listed on the Material Producer List maintained by the Materials and Pavements Section of the Co
24. seals excessive deflection yielding of steel wrinkling of stainless steel flow of PTFE or bond failure will be cause for rejection All bearings represented by rejected bearings shall be repaired to the satisfaction of the Engineer Additional testing of bearings will be as directed by the Engineer Sliding friction tests will not be required 2 5 Construction Methods Bearings shall be stored horizontally at the job site in a dry sheltered area Wrapping shall be maintained in good condition until time for installation Bearings shall be lifted by their undersides only and shall be protected at all times from damage dirt oil grease and other foreign substances Bearings shall not be disassembled unless otherwise approved by the Engineer of Record Preparation of bearing seats furnishing and placing of preformed fabric pads and installation of bearings and anchor bolts shall be as shown on the plans and in accordance with Item 441 Steel Structures At the beginning of the bearing installation or when directed by the Engineer a representative of the manufacturer shall be present at the job site for guidance in proper installation procedures Any field welding required for the installation of a disc bearing shall be done with extreme care to prevent damage to the elastomer disc element PTFE or stainless steel surface Bearings damaged by field welding will be replaced by the Contractor at his expense Repair of damage to the p
25. stating that the mock up is considered to be a satisfactory representation of the completed work at which time he shall complete the manufacture of the stone for the bridge Should the mock up be considered unsatisfactory for a reason deemed by the Architect to be under the control of the stone contractor e g failure to meet the requirements of this specification or the quality accepted from the sample provided then the mock up shall be redone at the no additional cost to the Owner until it is deemed satisfactory by the Architect Should the mock up be considered unsatisfactory but is agreed to reflect the approved shop drawings and the sample provided the Stone contractor shall redo the mock up but his costs shall be paid by the Owner At the discretion of the Architect the stonework used for the accepted mock up may be incorporated into the final stone construction June 2012 Page 4 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 1 6 1 7 Delivery and Storage The Contractor shall 1 Carefully pack and load granite for shipment and take all necessary precautions against damage 2 Exercise extreme care to prevent physical and climatic damage and staining during storage Environmental Conditions The Contractor shall 1 Maintain a 55 F minimum air temperature at the granite installation area for one day prior to during and for twenty four 24 hours after installation Limit the maximum moistur
26. this section the supplier is to inspect and take field measurements of work done by other trades which may affect the work and is to notify the Engineer of Record in writing of their acceptance of the work done under other sections by other trades If any conditions exist that will prejudice a proper installation of the work the supplier is to notify the Contractor in writing and is not to proceed with June 2012 Page 3 of 5 DALLAS IH30 3 2 3 3 3 4 June 2012 Pedestrian and Cyclist Signature Bridges installation of the work until deficiencies are corrected and the Engineer of Record has received the letter of acceptance Cooperation 1 The Movement Joint manufacturer installer will work with the Engineer of Record to develop the design of the movement joint to suit this project application The Movement Joint manufacturer installer should allow for attending 4 video teleconferences to discuss the construction and provide feedback on drawing submissions testing trial assemblies etc The Movement Joint manufacturer installer shall allow for sending suitably qualified staff to site to discuss the installation and carry out site measurements Where items of other trades are to be built into the work of this section or items of this section are to be built into the work of other trades such items are to be procured or provided in ample time to avoid delay Attend upon and cooperate with other trades with respect to the work
27. used in the actual construction The specimens representing the cables shall be fabricated straight and consist of two anchorages including all appurtenances with a clear space of 20 feet between bearing faces and a clear length of 4 feet of typical pipe between anchorage assemblies Page 1 of 3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 2 Fatigue Acceptance Test Each specimen of the cable assemblies shall be tested for June 2012 two million cycles of fatigue loading with an upper stress of 45 of the guaranteed ultimate tensile strength GUTS of the material and a stress range of 23 ksi During fatigue testing not more than two percent of the number of individual wires rounded to the nearest whole number may fail Multiple fractures of the same wire shall be counted as one failure Failures shall be distributed on a random basis throughout the cable No failure shall occur within the anchorage zones or in any components of the anchorage The frequency of the test load for all fatigue tests shall be aconstant value between 2 Hz and 4 Hz After fatigue testing each test specimen shall be reloaded and tested it shall develop a minimum tensile force equal to 95 percent of GUTS of the cable Failure of the specimen to achieve 95 percent of GUTS will require retesting of the cable assembly Actual ultimate tensile strength of cable is defined as the average ultimate tensile strength of 9 test specimens of single stran
28. 012 Page 3of3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION STAINLESS STEEL PART 1 GENERAL 1 1 Work Included Stainless Steel required for this work is indicated on the drawings and includes but is not necessarily limited to 1 Bridge Expansion Joint Transition and Movement accessories 2 Pedestrian Railing meshes and handrail 3 High Load Multi Rotational Disk Bearing attachments 4 Drainage Inlets 1 2 Related Work Specified in Other Sections 1 Project General Notes 2 Pedestrian Railing 3 High Load Multi Rotational Disk Bearing 4 Bridge Expansion Joints 1 3 Reference Standards 1 All standards to be latest issue at time of tender 2 ASTM A167 Standard Specification for Stainless and Heat Resisting Chromium Nickel Steel Plate Sheet and Strip ASTM A276 Standard Specification for Stainless Steel Bars and Shapes ASTM F738M Standard Specification for Stainless Steel Metric Bolts Screws and Studs June 2012 Page 1 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges PART 2 PRODUCTS 2 1 Materials Components 2 2 Stainless Steel Plate to be Grade 316L in accordance with ASTM A167 unless noted otherwise on the drawings 1 All visible stainless steel shall be Grade 316L with a minimum molybdenum content of 2 5 3 0 Handrail finish to be SA 2 5 prepared for further coating All visible surfaces in stainless steel materials shall be as define
29. DALLAS IH30 Pedestrian and Cyclist Signature Bridges GENERAL NOTES Item 400 403 416 420 426 427 441 446 447 448 449 450 and 454 Contractor will develop engineer and submit a detailed Erection Manual for the fabrication and erection of arch and transition bent foundations the steel arch longitudinal girders floor beams bracing precast concrete panels cast in place concrete deck bearings and cables in accordance with the Contract Documents applicable portions of Texas Department of Transportation Standard Specifications Special Specifications and these Project Special Provisions A suggested erection sequence representing the sequence of construction assumed in the design of the steel arch steel superstructure concrete deck and bridge cables has been included as part of the Contract Documents Utilization of this suggested erection sequence as presented is not mandatory A registered professional engineer licensed in the State of Texas Contractor s Erection Engineer is required to prepare and seal all design calculations plans methods and procedures to be used in the submitted Erection Manual for approval The registered professional engineer will have proven experience in the erection engineering of arch bridges or other cable supported structures and his qualifications will be presented to the Engineer of Record for review at the pre construction meeting The final agreed upon Erection Manual will prevail over th
30. The drawings shall contain all dimensions and describe all materials and processes necessary to fabricate and assemble the bearings Each bearing shall be given an identification mark indicating the bearings position in the structure Manufacture All components of each disc bearing shall be assembled by the same manufacturer Manufacture of bearings shall not begin until the shop drawings are approved All bearings of a specific type for a project shall be produced by the same manufacturer Each disc for disc bearings shall be cast monolithically in a mold The disc shall be contained by a limiting ring consisting of a recess machined into or a steel strip welded onto the upper and lower bearing plates The shear restriction device may be connected to the bearing plate by welding or other means acceptable to the Engineer of Record Restriction of transverse movement may be accomplished with guide bars or shear keys Guide bars shall be machined or attached to the upper sliding plate by welding or bolting Shear keys shall be machined or shall be fitted in a keyway slot machined for a press fit and bolted or welded The sliding surface shall be faced with PTFE sheets and mechanically attached to the steel plate The mating surface shall be a stainless steel sheet welded to the steel plate The thickness of the finished PTFE sheet shall not be less than 1 8 in nor more than 3 16 in The PTFE sheet shall be recessed for 0 06 in into the
31. actorily in the range of design movement An attached Expansion Joint Guarantee Form is provided and is to be completed in full for acceptance of the new expansion joints END OF SECTION June 2012 Page 5 of 5 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION PEDESTRIAN RAILING PART 1 GENERAL 1 1 Description 1 Fabricate and install prefabricated pedestrian railing according to drawings PART 2 PRODUCTS 2 1 Materials Use materials that meet requirements of the following Items e Item 441 Steel Structures e item 442 Metal for Structures e Item 446 Cleaning and Painting Steel e Item 450 Railing e Special Specification Stainless Steel PART 3 EXECUTION 3 1 Construction The contractor shall 1 Separate stainless steel elements from mild steel elements with appropriate non conducting layers nylon washers neoprene pads or similar to prevent contact corrosion 2 Install pre manufactured pre coated stainless steel mash panels according to supplier s recommendations 3 Include electrical conduits as shown on drawings and as specified in electrical works Special Specification XXXX 4 All pedestrian rail supports to be set plumb on base plats pre installed with cast in place concrete deck Shim supports where necessary to achieve plumb line 5 For rail supports Type 2 include appropriate fixings for driver illumination and junction box See electrical Special
32. attachments to any permanent structure element and subsequent removal of attachments C Factors of Safety for all applicable equipment and procedures to be used as agreed upon by the Engineer of Record These factors of safety shall be specified by the Contractor s Erection Engineer D Design calculations will consist of but not be limited to 1 Design and details of any temporary falsework support foundations and shored excavations 2 Design and details of all temporary falsework supports and temporary bracing and subsequent temporary connections to the permanent structures 3 Minimum and maximum vertical and horizontal reactions at all temporary falsework support locations 4 The expected maximum bearing shear compression and tensile stresses in the steel arch as may be produced with the Contractor s proposed sequences and methods of erection 5 Verification that the permanent structure is not overstressed during erection including computations of moments shears axial loads and other forces in the steel tower and composite superstructure at a sufficient number of points to demonstrate that the load demand will not exceed the capacity and allowable stresses for erection Design of arch and deck camber curves 7 Methods and procedures for verifying and correcting any discrepancies in the arch alignment Absolute tolerance in arch alignment is 0 02 8 Methods and procedures for verifying and correcting any discrepanc
33. cables Nylon straps shall be used to lift cable assemblies at all times 7 Tensioning After installation conduct initial tensioning of hanger assemblies in accordance with the approved shop drawings After all dead load has been placed on the structure verify existing load in strand assemblies at each hanger location by lifting the structure using hydraulic rams reacting against the bottom of the longitudinal girder Make final tension adjustments as necessary to balance the load between adjacent strands at each hanger location and to make longitudinal girder elevation adjustments Perform final tensioning of hanger assemblies in accordance with the approved shop drawings A pair of hydraulic jacks shall be operated in tandem and shall be equipped with an accurate pressure gauge at least six inches in diameter The combination of two jacks and the pressure gauge shall have been calibrated within the last six months A certified calibration chart showing the calibration of the two jacks operated in tandem with the gauge shall be furnished to the Engineer of Record The range of calibrations shall encompass the range of final cable dead load forces shown on the plans During the final cable tensioning operation the bridge deck shall be kept free of materials whose weight would in the opinion of the Engineer of Record affect the accurate measurement of dead load tensions Submit the final measured cable forces to the Engineer of Record for
34. ce with Tex 411 A of not more than 25 when air E7 421 035 08 09 entrainment is waived and 18 when air entrainment is not waived Crushed recycled hydraulic cement concrete is not subject to the 5 cycle soundness test Article 421 2 E 2 Fine Aggregate The fifth paragraph is voided and replaced by the following Acid insoluble A1 P1 A2 P2 100 where Al acid insoluble of aggregate 1 A2 acid insoluble of aggregate 2 P1 percent by weight of aggregate 1 of the fine aggregate blend P2 percent by weight of aggregate 2 of the fine aggregate blend Article 421 2 E 2 Fine Aggregate The final paragraph is voided and replaced by the following For all classes of concrete provide fine aggregate with a fineness modulus between 2 3 and 3 1 as determined by Tex 402 A Article 421 2 E Aggregate is supplemented by the following 4 Intermediate Aggregate When necessary to complete the concrete mix design provide intermediate aggregate consisting of clean hard durable particles of natural or lightweight aggregate or a combination thereof Provide intermediate aggregate free from frozen material and from injurious amounts of salt alkali vegetable matter or other objectionable material and containing no more than 0 5 clay lumps by weight in accordance with Tex 413 A If more than 30 of the intermediate aggregate is retained on the No 4 sieve the retained portion must meet the following requirements e mu
35. ch Each sample is to be clearly marked with the color code Contractor s contact information and Project name Color samples requested include SL137 SL154 SL142 SLO10 SL108 and SL100 The Architect will confirm the choice of color for an on site sample A full scale sample of an 8 section of the deck shall be constructed for review by the Architect Engineer of Record and City The mock up is to be constructed 4 weeks minimum prior to carrying out the surfacing for the bridge and is to show the following a Proposed surface finish as agreed from samples for at least two sample finishes b Granite curb stone see Special Specification Granite Curb and Benches c Pedestrian Railing see Special Specification Pedestrian Railling d Shall be constructed to allow real viewing position by bridge user The Contractor s representative and site installation manager shall be present when the Architect Engineer of Record City review the mock up and suitably able staff shall be present to allow minor alteration to the mock up to take place during the review The installer shall receive a written statement from the Architect Engineer of Record stating that the mock up is considered to be a satisfactory representation of the completed work at which time he can proceed with the surfacing works Delivery and Storage The Contractor shall 1 All materials must be supplied to site in unopened packaging
36. ch data with the Engineer daily The Contractor will be responsible for maintaining temporary work staging areas to the satisfaction of the Engineer of Record The Contractor is responsible for obtaining any necessary variances or revisions to the permits previously obtained for this project that result from construction within the Trinity River basin that extend beyond the proposed structure such as Corps of Engineers permits or other permits for open excavations temporary falsework foundations and temporary staging areas Any damaged shop painted areas of the steel components will be repaired to the satisfaction of the Engineer of Record at the Contractor s expense Changes in the agreed upon Erection Manual will not be allowed unless agreed upon in writing by the Engineer of Record in advance of the work to be performed Upon completion of construction operations and Engineer of Record approval of final superstructure placement all equipment will be removed and site conditions will be restored to undamaged existing condition unless approved otherwise by the Engineer Item 416 Provide a minimum of one core per bent regardless of placement method Item 420 Mass concrete is a plans quantity item Apply an ordinary surface finish to all concrete surfaces within 30 days after form removal Items 420 422 and 440 Provide bridge slab reinforcing steel with epoxy coating complying with Item 440 requirements ltem 421 Furnish mi
37. cific filler shall be continuous through the entire joint After that the proposed coating system shall be applied over those welds as indicated on the drawings 5 The approved paint system shall be applied to 2 inch return on stainless steel next to dissimilar welds between stainless steel and carbon or low alloy steel 6 Stainless steel elements shall be protected using a laser grade protective film black underside white on top minimum thickness 0 1 mm Protective film must be capable of remaining intact and in position on the stainless steel elements for a minimum period of 18 months or until immediately prior to practical completion whichever is the lesser just before the first sub contractor cleaning and passivating process Protective film must be easily removable during the scheduled and agreed removal period immediately prior to Practical Completion 7 Contractor must allow in his costing for the removal of protective film and final clean down to presentation quality see also 2 1 11 above 8 Any protective film used shall be applied and removed in accordance with the recommendations of the stainless steel and film manufacturer guidelines Written method statements shall be sought from the protection film manufacturer 9 Protective films shall not be kept in contact with surfaces for longer than 6 months and when removed shall not leave an adhesive residue 10 Should the protective covering need to remain in place follow
38. d by samples provided by the contractor The proposed finish for externally visible stainless steel elements is to be a wet polished finish equivalent to Outokumpu 4N finish type or similar approved or otherwise noted in the drawings Note all welds and edges are required to achieve the finish as noted above 4 Samples shall produced using precisely the processes proposed for site and shall be minimum 24 inches x 24 inches for pipe material 2 feet of length Samples shall demonstrate the following for approval by the architect a Range of surface roughness to be expected on site upper and lower limits b Uniform surface finish at welded joints in plane and corner 5 No contaminated finishing media are to be used in the production process of stainless steel elements Special precautions must be undertaken if elements are processed in multi metal fabrication facilities Stainless steel supplier to provide written QA documentation verifying that elements have been processed in an area of the facility which has been cleaned of contaminating elements 6 The contractor shall make provision for analysis of the stainless steel alloy and surface roughness and provision of certificate of compliance from the stainless steel manufacturer confirming compliance with the specification requirements 7 The contractor shall provide the Architect Engineer of Record with certificates from the stainless steel fabricator which state that the alloy and fin
39. d the City It shall be erected at the Stone Contractors Works The mock up is to be constructed 4 weeks minimum prior to manufacture of the stonework for the bridge and is to show the following a Proposed surface finish as agreed from samples for at least two sample finishes both passing the friction testing noted in the testing section of this specification b Mounted sealed light fitting to curb stone Mounted and sealed in storm drain Proposed joint achievable around all Steel Elements which may be mocked up in an alternative material for the purpose of the mock up e Shall be constructed on the floor to allow real viewing position of bridge user to be considered Page 3 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges DETAIL A eas Location of Mock Up Details Section 1 5 7 Additional Mock Up Requirements The Stone Contractor representative and site installation manager shall be present when the Architect Engineer of Record City review the mock up and suitably able staff shall be present to allow minor alteration to the mock up to take place during the review Should the review prove satisfactory then photographic records shall be made of the mock up and this shall be considered to represent the agreed quality of installation that can be expected by all parties The stone contractor shall receive a written statement from the Architect Engineer of Record
40. destrian and Cyclist Signature Bridges 2 Provide evidence that each type of stone meets the performance requirements as described in this section including Petrographic analysis prior to the supply of stone 3 Stones which are considered as being of a suitable aesthetic quality standard are Xxxxx meeting the required strength criteria will be considered at the discretion of the Architect The minimum quality standard for appearance is as per the attached images 4 The Architect shall review the samples and shall decide whether the quality achieved in the samples is acceptable or not His decision will be final Material shall only be ordered once the Architect has accepted in writing the samples provided 5 The samples provided must show the color texture and pattern variance that is anticipated for the completed work The samples will be held on site for the purpose of comparison with the completed work Completed work exhibiting color texture pattern or other quality variations outside the range indicated in the accepted samples in the opinion of the Architect shall be removed and replaced at the cost of the contractor at the Architects discretion 6 Obtain each type of granite through one location within a single quarry Sufficient stone having been successfully accepted from samples by the Architect from said location and a sufficient reserve is to be set aside for the project Provide the Engineer of Record w
41. dinal movement is restricted by guide bars or keyways Example HLMR Bearing GET 1500 Guided Expansion Transverse Bearing Service Load Capacity 500 800K Type 3 Guided expansion bearings allow vertical movement vertical rotation and horizontal movement in the longitudinal direction only of the supported member Transverse movement is restricted by guide bars or keyways Example HLMR Bearing GEVL 0000 Guided Expansion Vertical and Longitudinal Bearing Service Load Capacity NO VERTICAL LOADING Type 4 Fixed bearings allow vertical rotation but no horizontal movement of the supported member Example HLMR Bearing F 500 Fixed Bearing Service Load Capacity 0 500k Expansion bearings shall contain sliding components as specified under Design of this Item Design Spherical bearings shall be designed and constructed in accordance with AASHTO LRFD Bridge Design Specifications 5 Edition Section 14 and AASHTO LRFD Bridge Construction Specifications 3 Edition Section 18 Disc bearings shall be designed Page 1 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges by the Manufacturer for the service loads and movements shown on the plans The minimum horizontal load capacity of the bearings shall be 70 of the vertical capacity and the minimum rotational capacity shall be 0 05 radians Allowable bending shear and bearing stresses for steel and concrete shall be in accordance with the cu
42. ds according to ASTM Designation A 416 and A 370 from the same reel of strand used for the above tests Quality Control Testing of Cable Materials In order to ensure strand fatigue resistance is incorporated into the cables the following conditions shall be met a One 16 foot sample strand shall be taken for every 10 tons of strands produced from each heat of steel This sample shall be used for both fatigue and ductility testing b All strands and test samples shall be marked in such a manner to ensure traceability during production transit storage and testing c The test strands shall be protected from failure in the gripping zone Should any test strand fail in the gripping zone the test will be discarded and another test specimen made from the sample d One test for each manufactured length of strand shall be made for the following Minimum guaranteed ultimate tensile strength fis 270 ksi Minimum yield strength fy 0 9 f s Young s Modulus E 28 600 ksi 5 Fatigue and Static Testings One tensile fatigue test shall be conducted on an approximately 6 foot long test specimen from each sample Minimum length shall be 3 feet face to face of grips The strands shall be anchored in such a way as to avoid failures in the gripping zone Should any specimen fail within the gripping zone the test shall be discarded and another specimen used from the same sample The strand specimens shall be tested at an upper stress
43. e Standard or Supplemental Specifications where there is conflict The Engineer of Record s judgment will prevail over all contract documents including the Erection Manual if deemed necessary Erection assumptions have been provided with the suggested erection sequence to permit analysis of the structure for the load effects during erection of the steel arch steel superstructure concrete deck and bridge cables If the Contractor elects to use the suggested erection sequences provided the Contractor ascertains the practicality thereof and assumes complete responsibility for these and any other erection sequences proposed in the Erection Manual Prepare and submit the draft Erection Manual prior to the pre construction conference for the fabrication and erection of arch and transition bent foundations the steel arch longitudinal girders transverse girders bracing precast concrete panels cast in place concrete deck bearings and bridge cables for review and approval The draft Erection Manual may contain erection sequences similar to the suggested erection sequences shown on the Contract Plans or may be alternative sequences Specifically the draft Erection Manual will outline the intended methods of constructing the bridge components or tasks outlined in articles A and B below Submit the draft Erection Manual in advance of the date scheduled for the pre construction conference in order to afford the Engineer of Record 21 ca
44. e base plate flatness shall be limited to 2 over the total width x axis and depth y axis of the base plate The absolute tolerance for the completed free standing arch alignment prior to installation and stressing of the cables is as follows Working Points WB A W END WB A E END EB A W END and EB A E END x axis 1 8 1 8 y axis 1 8 1 8 Zz axis 1 8 1 8 Working Points WB A 0 and EB A 0 x axis 3 3 y axis 3 3 with x y TE 3 defines a 3 circular radius for combination of x and y coordinates Z axis 3 3 The x y and z tolerances for the intermediate working points between end points and WB A 0 EB A 0 is limited to a linear interpolation between the values shown above at intermediate points in 1 8 3a 396 a vertical distance from working point PA2 ft The erection of the arch within the above noted alignment tolerances does not relieve the contractor s responsibility for erecting the arch in such a manner that all joined field segments are within the fit up tolerances for adjacent segments including the closure segment The angular twist of the arch shall be limited as shown in the plans The interior cable diaphragms shall be placed in vertical plane to the arch working points and shall be located with 1 2 1 2 of the theoretical vertical plane The maximum variance for arch fascia plate flatness shall be limited to 3 16
45. e content of the substrate to 10 Maintain the minimum substrate temperature as recommended by NBGQA Ensure negative alkalinity of the substrate before applying stone Test the surface using litmus paper on Provide adequate continuous ventilation during and after applying stone 6 Ensure concrete surfaces are suitably level and prepared to receive stone PART 2 PRODUCTS 2 1 2 2 June 2012 Materials The Contractor shall use the following materials 1 Granite according to ASTM C615 Granite shall be sound hard durable well seasoned and uniform in strength colour and texture It shall be free of quarry sap flaws seams sand holes iron pyrites harmful quantities of radiation and other mineral or organic defects If there is a distinguishable rift in the granite cut all granite for the project in one direction only unless otherwise directed by the Architect Setting bed as prescribed in the contract drawings The Granite shall be shown to have a characteristic flexural strength of minimum 15 N mm when tested in accordance with ASTM C880 Testing 1 The curb stone will be subject to continuous foot traffic Provide test certificate from an accredited independent agency 8 weeks minimum prior to manufacture of the stonework for the bridge verifying that the wet and dry coefficient of friction of the surface exceeds a value of 0 6 when tested against ASTM D2047 Standard Test Method for Static Coefficient of Fric
46. ead load at a mean temperature of 70 degrees F throughout the erected structure Based on the fixed or referenced working points established by the Engineer of Record the Contractor shall examine the position of the adjoining structures to determine deviations from the theoretically correct position If the deviations are found which exceed the stated tolerances for the adjoining structures the Contractor shall immediately propose a procedure to the Engineer of Record for approval to correct the deviation The coordinate system is based on the following x axis parallel to the horizontal alignment longitudinal y axis perpendicular to the horizontal alignment transverse z axis vertical elevation b Arch The allowable variance within the arch for the cable working points relative to the theoretical geometry of the arch shall be June 2012 Page 4 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges June 2012 x axis 1 4 1 4 longitudinal y axis 1 4 1 4 transverse Z axis 1 4 1 4 vertical The overall offset of the cable working points is additive with the allowable longitudinal and transverse tolerance of the arch alignment The allowable angular tolerance for the guide pipe within the arch shall be limited to 3 16 10 ft relative to the theoretical cable line defined between the deck cable working points and the arch cable working points The maximum variation for th
47. ed as structural concrete in Table 5 or for Class C concrete not used for bridge class structures the Engineer may inspect and approve all plants and trucks in lieu of the NRMCA or non Department engineer sealed certifications The criteria and frequency of Engineer approval of plants and trucks is the same used for NRMCA certification Article 421 3 A 2 Volumetric Mixers is supplemented by the following Unless allowed by the plans or the Engineer volumetric mixers may not supply classes of concrete identified as structural concrete in Table 5 Article 421 4 A Classification and Mix Design The first paragraph is voided and replaced by the following Unless a design method is indicated on the plans furnish mix designs using ACI 211 Standard Practice for Selecting Proportions for Normal Heavyweight and Mass Concrete Tex 470 A or other approved procedures for the classes of concrete required in accordance with Table 5 Perform mix design and cement replacement using the design by weight method unless otherwise approved Do not exceed the maximum water to cementitious material ratio Article 421 4 A Classification and Mix Design Table 5 Concrete Classes is voided and replaced by the following Table 5 Concrete Classes Design lass of ave Me ie General Usage Concrete 28 day f WIC Ratio Grades psi Inlets manholes curb gutter curb amp gutter A 3 000 0 60 1 4
48. eel mash panels The steel work contractor s representative and site installation manager shall be present when the Architect Engineer of Record City review the mock up and suitably able staff shall be present to allow minor alteration to the mock up to take place during the review Should the review prove satisfactory then photographic records shall be made of the mock up and this shall be considered to represent the agreed quality of installation that can be expected by all parties The pedestrian railing contractor shall receive a written statement from the Architect stating that the mock up is considered to be a satisfactory representation of the completed work at which time he shall complete the manufacture of the pedestrian railing for the bridge Page 2 of 3 DALLAS IH30 Pedestrian and Cyclist Signature Bridges f GUARDRAIL GUARDRAIL s if iA CURB E Aa i L A E E I AREA OF MOCK UP D DECK CROSS SECTION AREA OF MOCK UP DECK PARTIAL PLAN Location of Mock Up Details Section 3 3 3 4 Finishes 1 All mild steel elements to be powder coated to RAL 09010 prior to installation on the bridge deck All stainless steel elements handrail to be nylon coated 2 Mesh to be fabricated from pre coated Stainless steel wire Coating the finished mesh panel at the end will not be accepted PART 4 MEASUREMENT Measurement for the Pedestrian Railing shall be made by the linear foot June 2
49. ers manufactured from 100 virgin chloroprene neoprene of the thickness shapes and hardness shown on the plans The sole polymer shall be 100 virgin chloroprene which shall be less than 60 by volume of the total compound Neoprene shall meet the requirements of ASTM C 864 Bands Fasteners Ali bands fasteners must be Type 316 stainless steel meeting the requirements of ASTM A 240 Construction 1 Submittals Submit shop drawings in accordance with the requirements of Item 5 2 for review and approval to the Engineer of Record prior to any fabrications Shop drawings must include the following e show the specification of the structural strands and sockets to be used Page 1 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges June 2012 show connection details between the strand to the structure including boots dampers bands fasteners and other accessories show the initial and final tensioning methods show sequencing for cable erections be signed and sealed by a licensed professional engineer registered in the State of Texas Submit three 3 full sets of manufacturer s literature for the selected structural strand assembly for review and approval to the Engineer of Record Provide document demonstrating that the manufacturer has satisfactory experience in fabricating and erecting the structural strand assembly at least five projects in the past ten years and capability performing the work Provide a twelve
50. es The second paragraph is voided and replaced by the following Perform blast cleaning or painting of faying surfaces in accordance with Item 446 Cleaning and Painting Steel Provide an SSPC SP 10 blast cleaning prior to shipment if surfaces to be in contact after final bolting will be left unpainted Do not wire brush uncoated faying surfaces Roughen galvanized faying surfaces by hand wire brushing For main girder splices perform a brush blast to provide an SSPC SP 6 finish not sooner than 48 hours prior to assembling the connection unless otherwise approved 1 1 447 001 09 04 2004 Specifications SPECIAL PROVISION 447 002 Structural Bolting For this project Item 447 Structural Bolting of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 447 Section 4 Construction Section C Preparation of Faying Surfaces The second paragraph is voided and replaced by the following Perform blast cleaning or painting of faying surfaces in accordance with Item 446 Cleaning and Painting Steel Provide an SSPC SP 10 blast cleaning prior to shipment if surfaces to be in contact after final bolting will be left unpainted Do not wire brush uncoated faying surfaces Roughen galvanized faying surfaces by hand wire brushing For main girder splices perform a brush blast to provide an SSPC SP 6 finish not sooner t
51. for the proposed welding sequence macroetch tests shall be performed on the specimen in accordance with AWS D1 5 Macroetches of complete joint penetration welds shall meet the requirements for partial joint penetration welds The mock ups including NDE and macroetch testing will not be paid for directly but shall be considered subsidiary to the various structural steel pay items Article 448 4 Construction Section C Welding Steel Structures Section 7 Radiographic Inspection the 3 paragraph is deleted and by the following Radiographically retest repaired welds for butt joints Make necessary repairs before any further work is done Additional RT required because of unacceptable welding or poor radiograph quality is at the Contractor s expense 2 2 448 001 04 06 2004 Specifications SPECIAL PROVISION 448 002 Structural Field Welding For this project Item 448 Structural Field Welding of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 448 3 Equipment is voided and replaced by the following Provide electrode drying and storing ovens that can maintain the required temperatures specified in Section 448 4 C 1 Electrode Condition Each oven must have a door that is sealed and can be latched Each oven must have a small port that may be opened briefly to insert a thermometer or the
52. g surface quality and dimensional compliance 7 Replace seals that are not manufactured to meet the physical requirements or that fail to pass compliance with visual inspection at no additional cost 8 Replace individual lengths of seal if tests on samples show that the seal or material do not meet the requirements set out in this specification at no additional cost 9 Supply an adequate amount of approved liquid lubricant sealer complete with full instructions for proper and approved application procedures 10 All visible stainless steel shall be Grade 316L with a minimum molybdenum content of 2 5 3 0 Surface finish to be ASTM 1D 11 All stainless steel elements must be cleaned passivated to ASTM A 380 or equivalent before delivery to site 12 All stainless steel elements must be degreased cleaned passivated and ferroxyl tested including a Ferroxyl test certificate prior to delivery to site and again at completion on site This can be achieved by using Avesta 401 410 420 430 and 630 products or similar approved products 13 Shear stud connectors Headed concrete anchors conforming to ASTM A108 14 Coating for expansion joint cover plates if required to meet the testing specification requirements shall be American Safety AS 550 Color Grey non slip coating or equivalent approved by the Engineer of Record PART 3 EXECUTION 3 1 Examination of Work by Other Trades 1 Before commencing fabrication of the work of
53. gements for sampling and testing shall be coordinated with the Materials and Pavement Section of the Construction Division CST M amp P 125 East 11th Street Austin Texas 78701 2483 CST M amp P shall be notified prior to the manufacture of any bearings or bearing components and after completion of manufacture of all or a significant number of bearings for the project The bearing manufacturer shall arrange for the following load tests to be applied to the bearings The tests will be observed by a designated representative of the CST M amp P 5 Minute Vertical Load Test 1 5 Times Required Vertical Load Capacity No Horizontal Load 02 Radians Rotation One Bearing from each Group of 25 Bearings in each 500 kip Load Range 5 Minute Vertical and Horizontal Load Test 1 0 Times Required Vertical Load Capacity 1 5 Times Required Horizontal Load Capacity No Rotation One Fixed Bearing from each 500 kip Load Range One Guided Expansion Bearing from each 500 kip Load Range Page 5 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 24 Hour Vertical Load Test 1 5 Times Required Vertical Load No Horizontal Load 01 Radians Rotation One Maximum Size Bearing and One Minimum Size Bearing for the Project Each of the above tests shall be applied to a different bearing After testing the bearings shall be disassembled for visual inspection Any malfunction such as lift off galling between components extrusion of elastomer breaking of
54. gs and is aware that he or she is to inspect the fabrication and installation of work and certify the work at completion Page 1 of 5 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 1 5 Shop Drawings and Final Submittals 1 Submit shop drawings to the Engineer of Record for review and approval 2 Clearly indicate plate and angle sizes connection attachments anchorage sizes and types of fasteners and accessories 3 Include installation drawings elevations and details where applicable 4 Indicate welded connections using AWS standard welding symbols Clearly indicate net weld lengths 5 The drawings are to be signed and sealed by a professional engineer registered in the State of Texas 6 Provide sample of proposed cover plate approximately 2 x 2 to be delivered to TxDOT project site office Fit sample with all connected devices that are visible by bridge users and any surface treatment required to meet testing requirement 1 6 Testing 1 Provide a test report from an accredited independent agency justifying the movement joint for the intended use including cyclic testing under load and representative Dallas environmental conditions This testing should include a verification of the system to accommodate foot and cycle traffic loading over extended periods of time 75 years service life and 10 years to first service requiring principal part replacement and occasional loading from the AASHTO standard maintenance ve
55. h 4 in minimum clear spacing between reinforcing steel bars Do not use Grade 1 aggregate in drilled shafts 3 Unless otherwise approved use Grade 8 aggregate in extruded curbs 4 For information only 5 Structural concrete classes 6 As shown on the plans or specified 7 Use a minimum cementitious material content of 650 1b cy of concrete Do not apply Table 6 over design requirements to Class SS concrete Article 421 4 A Classification and Mix Design Table 6 Over Design to Meet Compressive Strength Requirements Footnote 3 is supplemented by the following For Class K and concrete classes not identified as structural concrete in Table 5 or for Class C concrete not used for bridge class structures the Engineer may designate on the plans an alternative over design requirement up to and including 1 000 psi for specified strengths less than 3 000 psi and up to and including 1 200 psi for specified strengths from 3 000 to 5 000 psi Article 421 4 A 1 Cementitious Materials is supplemented by the following The upper limit of 35 replacement of cement with Class F fly ash specified by mix design Options 1 and 3 may be increased to a maximum of 45 for mass placements high performance concrete and precast members when approved Article 421 4 A 3 Chemical Admixtures is supplemented by the following When a corrosion inhibiting admixture is required use a 30 calcium nitrite solution The corrosion inhibiting admixture must be set
56. han 48 hours prior to assembling the connection unless otherwise approved Article 447 4 Construction Section D Bolt Installation Section 3 Tension Bolts is supplemented by the following Tension all bolts in a connection within 10 days of installation Bolts not tensioned within 10 days of installation are subject to field R C testing Relubricate or replace any installed bolts that do not have sufficient lubrication as determined by the field R C test Article 447 4 Construction Section E Bolt Tensioning Section 1 Turn of the Nut Method Table 2 Note 1 below Table 2 is voided and replaced by the following 1 Nut rotation is relative regardless of the element nut or bolt being turned The tolerance is 0 30 for bolts installed by 1 2 turn or less and 0 45 for bolts installed by 2 3 turn or more 1 1 447 002 10 05 2004 Specifications CSJ 0196 07 026 SPECIAL PROVISION 448 001 Structural Field Welding For this project Item 448 Structural Field Welding of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 448 4 Construction Section A Procedure Qualification is voided and replaced by the following Use the proper classification and size of electrode arc length voltage and amperage for the thickness of the material type of groove welding positions and other circum
57. he architect All components of the underside RAL 09010 of the slab either precast or cast in place including the slab edge Steel Arch Including concrete Bright Red TBC by the connection architect Internal Longitudinal Girder RAL 09010 External Longitudinal Girder RAL 09010 Transverse Girder RAL 09010 K Bracing RAL 09010 Exterior Steel Fascia on RAL 09010 Approach Spans Roadway Illuminaire all RAL 09010 components Rail All Steel Components RAL 09010 Overhead Sign Bridge all steel RAL 09010 components Drain Pipes RAL 09010 Provide a sample panel s with the specified color and paint system for review and approval The panel s will be a minimum of 2 x 2 on the same steel grade selected for fabrication The sample panel s will not be paid for directly but is considered subsidiary to structural steel pay items Paint the inside of the Arch with white zinc rich primer Item 441 The Arch Internal Longitudinal Girder External Longitudinal Girder Transverse Girders and K bracing shall be fabricated at a facility that is certified under the AISC Quality Certification Program Category CBR Major Steel Bridges June 2012 Page 5 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges The following steel components are designated as primary members e webs flanges and diaphragms of the arch e webs and flanges of internal longitudinal girder e webs and flanges of external longitudinal girder
58. he Department s List of Approved Lithium Testing Laboratories certified by the Construction Division as being capable of testing according to Tex 471 A Lithium Dosage Determination Using Accelerated Mortar Bar Testing Article 421 4 A 6 g Option 7 is voided and replaced by the following g Option 7 When using hydraulic cement only ensure that the total alkali contribution from the cement in the concrete does not exceed 3 5 lb per cubic yard of concrete when calculated as follows lb alkali per cu yd lb cement per cu yd x Y Na2O equivalent in cement 100 5 7 421 035 08 09 In the above calculation use the maximum cement alkali content reported on the cement mill certificate Do not use Option 7 when any of the aggregates in the concrete are listed on the Department s List of Aggregate Sources Excluded from Option 7 ASR Mitigation Article 421 4 A 6 h Option 8 is voided and replaced by the following h Option 8 For any deviations from Options 1 5 perform annual testing on coarse intermediate and fine aggregate separately in accordance with ASTM C 1567 Before use of the mix provide a certified test report signed and sealed by a licensed professional engineer from a laboratory on the Department s List of Approved ASTM C 1260 Laboratories demonstrating that the ASTM C 1567 test result for each aggregate does not exceed 0 08 expansion at 14 days Do not use Option 8 when any of the aggregates
59. hicle 2 The movement joint will be subject to continuous foot and cycle traffic Provide test certificate from an accredited independent agency verifying that the wet and dry coefficient of friction of the surface exceeds a value of 0 6 when tested against ASTM D2047 Standard Test Method for Static Coefficient of Friction of Polish Coated Flooring Surfaces as Measured by the James Machine or resulting in wet and dry static coefficient of friction not less than 0 6 when tested according to ASTM C 1028 Standard Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and other like Surfaces by the Horizontal Dynamometer Pull Meter Method 3 If these test results are available for a standard system then provide with the bid return 4 Exposed Metal Products e g patterned stainless steel surface shown to meet the above criteria will not require further surface treatment and is the preferred solution Other surfaces failing to meet these criteria will require a Grey color Stirling Lloyd Safetrack SC American Safety AS 550 non slip coating or approved equivalent 5 Carry out trial assembly of the movement joint at the movement joint manufacturer installer works before delivery to site Provide photographic record of the trial assembly to the Architect Engineer of Record PART 2 PRODUCTS 2 1 Bridge Expansion Joints 1 Base bid shall be the Watson Bowman Acme WABO type APX 1000 where the surface cover plate
60. horizontal sliding surface The Page 3 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges recess shall be a snug fit and have square corners The contact area shall be grit blasted and the PTFE etched and bonded into the recess using an epoxy resin adhesive in accordance with instructions from the adhesive manufacturer Stainless steel sheets shall have a minimum thickness of 0 06 in 16 gauge The sliding surface shall be polished to a mirror finish Stainless steel sheet shall be attached to the steel backing plate by epoxy bonding and continuous fillet welding around the edges The sequence of welding must not cause distortion of the sheet Irregularities in the steel backing surfaces or uneven adhesive application causing wrinkling or other detrimental impressions in the sliding surfaces will be cause for rejection of the bearing Permissible variation from the dimensions and configuration required by the shop drawings and this Item shall be as follows Disc Bearings Disc lt 20 Diameter 06 gt 20 Diameter 09 Thickness 0 10 Limiting Ring lt 20 Diameter 03 gt 20 Diameter 03 Shear Restriction Device Shear Pin 005 0 Shear Ring 0 005 Masonry Plate Plan Dim lt 30 0 30 Plan Dim gt 30 0 50 Thickness 03 06 Flatness Top CIA Bottom CI C Sole Plate Plan Dim lt 30 0 20 Plan Dim gt 30 0 30 Thickness at centerline 03 12 Flatnes
61. ies in the elevations of the deck after completion of erection Absolute tolerance in deck elevation cable attachment points shall follow within a tolerance of 0 05 ft a smooth parabolic curve passing through the final deck elevation at the centerline of bridge 9 Methods and procedures for verifying and correcting any discrepancies in the cable loads after completion of erection Cables shall be adjusted for the dead load condition such that each individual cable shall not exceed values at 5 of the cable dead load computed from approved working drawings It is possible that one individual cable may have to be adjusted to lesser tolerances to prevent stress in other cables from exceeding the 5 tolerance 10 Final cable adjustments if required shall be performed after all other dead loads are in place The Contractor is completely responsible for protection of the structural integrity of the steel arch steel superstructure concrete deck bridge cables barriers rails and lighting The Contractor will repair any damage sustained by steel arch steel superstructure concrete deck bridge cables barriers rails and lighting during erection to the satisfaction of the Engineer of Record at no additional cost to the project The Contractor s erection sequence will ensure the intermediate static and dynamic stability of the structure for the various stages of the construction A series of wind tunnel model tests have been conducted on the com
62. ility No Visible Cracks ASTM C836 at 140F Crack Accommodation Pass BS 8110 Part 2 1985 1 3 Quality Standards The Contractor shall 1 All components of the system shall be supplied by a company that operates a quality system registered to ISO 9001 2000 2 The system shall have good resistance to wear and shall be capable of being maintained overcoated in the long term future without removal of the existing layers 3 The system shall be resistant to De icing salts and spillages of Petrol Oil Battery Acid and Anti Freeze 4 Slip resistance will be achieved by rolling the surface to produce a textured finish The aggregates within the system combined with the textured finish shall provide the slip resistant surface 5 Delegate full responsibility for the entire installation to a suitably experienced site manager in the employ of the stone contractor 6 In order to substantiate durability the system shall have similar applications in the United States that are available for inspection by the client s representative 1 4 Submittals Verifiable list of prior installations including photographs showing successful experience using similar products June 2012 Page 1 of 3 IH 30 Bridges Pedestrian and Cyclist Signature Bridges 1 5 1 6 1 7 Shop Drawings and Final Submittals 1 Within 8 weeks of bid award provide samples for review 1 x1 of below color options to the Architects Office in Zuri
63. ing installation the contractor shall propose to the Architect Engineer of Record a program for monthly inspections and make good replace the coverings as may be required 11 Site rectification of damage to or contamination of stainless steel elements is not allowed Damaged or contaminated panels will not be accepted and will require removal and replacement by the contractor without additional expense to the Owner or effect on the project schedule Page 3 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges END OF SECTION June 2012 Page 4 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION GRANITE CURB AND BENCHES PART 1 GENERAL 11 Scope of Work 1 Furnish all labour materials and equipment required for the supply testing and installation of the granite as shown on the drawings 2 The granite work includes any and all dowel or other fixing methods sealant and surface treatments and joint fillers 3 The stone curb generally supports foot traffic but must be capable of supporting the AASHTO Maintenance Vehicle To justify this occasional loading a test of the system is proposed See Testing section below 4 Illumination housing to be installed in granite curbs shall be coordinated between the electrical contractor and stone contractor Stone contractor is responsible for grouting and appropriate sealing of illumination housing 5 Deck drainage inlets in stainless steel to
64. ing tools that are not used on carbon steel Do not use carbon steel tools chains slings etc when handling stainless steel Use only nylon or polypropylene slings Cut stainless steel using shears saws abrasive cutoff wheels or torches Remove any thermal oxidation using pickling paste Do not field bend stainless steel without approval Use 16 gauge fully annealed stainless steel tie wire conforming to the material properties listed in 440 2 I Stainless Steel Support all stainless steel on solid plastic stainless steel or epoxy coated steel chairs Do not use uncoated carbon steel chairs in contact with stainless steel 2 2 440 006 10 11 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL PROVISION 441 XXX STEEL STRUCTURES For this project Item 441 Steel Structures of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 441 3 Construction Section A General Requirements Section 6 Drawings Section a Erection Drawings is supplemented by the following At the completion of the structure one set of prints of the corrected original working drawings shall be furnished to the Engineer of Record Drilling of holes in the permanent structure for temporary clamping will not be allowed except as approved by the Engineer of Record Holes approved by the Engineer of Record shall be
65. is of a matt finished Grade 316L stainless steel material with Grade A4 stainless steel fixings The assembly must include a drain and down spout June 2012 Page 2 of 5 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 2 Install expansion assembly in strict compliance with the manufacturer s recommendations and directions Install the assemblies as a waterproof expansion joints 3 Seal material shall be a flexible non reinforced extruded neoprene compound that is resilient to temperature changes oil and ozone and abrasion The extruded shape of the seal shall have smooth surfaces and of uniform dimensions and be supplied in one complete length The seal shall be held mechanically between two opposing and anchored metal extrusions The joint shall not rely exclusively on compression of the seal at or between the metal extrusions 4 Supply seal 4 inches longer than the length shown on the drawings Remove the overlength amount from the seals in the attendance of the Engineer or their representative The Engineer will use the samples to conduct any tests that he or she may desire to have carried out in order to verify the quality of the seal 5 Supply such information as is required to fully indicate the qualifications of the particular seal in regard to physical requirements set out above 6 The Engineer is to inspect the seals when delivered to determine visual compliance with requirements that do not require physical tests includin
66. ish complies with the requirements of this specification The Architect Engineer of Record prior to the receipt of the Applicator s Certification cannot sign certificates of practical completion or any other documentation accepting the finished works 8 All surfaces shall be fully protected for the duration of the works Protective coverings shall be resistant to all weathers and be removed from areas inaccessible after installation They shall be partially removable and replaceable for access to fixing points during installation and or subsequent site operations Materials assembled units elements of framing and all components shall be protected in such a manner that will prevent damage distortion uneven weathering or degradation under normal conditions of handling storage and installation Particular attention shall be given to the protection of edges projecting features corners and other vulnerable areas 9 All stainless steel elements must be cleaned passivated to ASTM A 380 or equivalent before delivery to site 10 All stainless steel elements must be degreased cleaned passivated and ferroxyl tested including a Ferroxyl test certificate prior to delivery to site and again at completion on site This can be achieved by using Avesta 401 410 420 430 and 630 products or similar approved products 11 Stainless Steel Bar to be Grade 316L in accordance with ASTM A276 unless noted otherwise on the drawings June 2012 Page 2
67. ith documentary evidence that this stone has been set aside for the project The Architect and Engineer of Record reserve the right to visit the quarry masons yard to inspect the stone being used at anytime 7 Delegate full responsibility for the entire installation to a suitably experienced 10 years minimum of experience as a qualified mason site manager in the employ of the stone contractor 8 The stone contractor shall carry out his own survey of the completed bridge deck and satisfy himself that all the stone elements can be installed to the agreed quality including joint size of the accepted mock up construction The contractor shall make any adjustments to the curb stone to allow the stone work to meet or exceed the agreed quality of the mock up 1 4 Bid Submittal 1 Verifiable list of prior installations including photographs showing successful experience using similar products Provide photographic sample of proposed granite to the Architect Mark up contract drawings of stonework package and return as part of bid documentation showing extent of works by Stone Contractor Mark all work deemed to be by others Any work not marked as being by others will be deemed to have been included in the Stone Contractor s scope of works 4 The Stone Contractor is free to provide alternate details with his bid for consideration by the Architect but the bid must reflect the work specified on the drawings unless agreed in writing with the
68. l alignment longitudinal y axis perpendicular to the horizontal alignment transverse Zz axis vertical elevation Transverse Floorbeams The allowable variance in straightness shall not exceed 1 16 in 10 ft of the total length The vertical profile of the top flange shall be horizontal and shall not deviate more than 0 5 percent from the specified slope The maximum variance for web plate flatness shall be limited to 1 4 over the total depth of the web The allowable x axis longitudinal variance for the transverse floorbeam longitudinal girder is 1 8 1 8 The allowable z axis vertical variance of the transverse floorbeam longitudinal girder connection is 1 16 1 16 for the top flange and 1 8 1 8 for the transverse floorbeam longitudinal girder bottom flange connection The overall depth of the section shall be within 0 3 16 of the plan dimension The overall width shall be within 0 1 8 of the plan dimension Interior Longitudinal Girder The allowable variance within the interior longitudinal girder for the deck cable working points relative to the outside of the web of the interior longitudinal girder centerline of the transverse floorbeam and top flange shall be x axis 1 8 1 8 longitudinal y axis 1 8 1 8 transverse Z axis 1 8 1 8 vertical The overall offset of the deck cable working points is additive with the allowable camber and h
69. lendar days for review time Submit the final Erection Manual for review prior to beginning work Work will not start prior to the receipt by the Contractor of the agreed upon final Erection Manual At the contractor s option the final Erection Manual may be submitted in parts which when compiled into one erection manual will address each of the tasks in articles A B C and D below Submit the final Erection Manual in advance of the date scheduled for beginning the work for each task in order to afford the Engineer 30 calendar days for review time prior to the scheduled commencement of work Work will not start prior to the receipt by the Contractor of the agreed upon Erection Manual for any portion of the structure Upon receiving final agreement for every task in articles A B C and D below seven 7 copies of the final Erection Manual will be provided to the Engineer The review of the Erection Manual by the Engineer of Record will not relieve the Contractor of the full responsibility for the safety adequacy of the work The Engineer of Record s review will be based solely on loads and sequence of construction presented in the Contractor s proposed Erection Manual Any deviation from the approved construction loads and erection sequence will be submitted to the Engineer of Record for review 21 calendar days prior to those steps occurring Work will not start prior to the receipt June 2012 Page
70. ll be 24 000 ksi Strand and assemblies shall show a well defined and uniform elastic stretch and recovery under stressing as measured during proof loading operations A red or white line shall be painted down the horizontal length of the prestressed length of strand for socket orientation 3 Socket Fabrication Ali sockets shall be designed to meet or exceed the specified minimum strand breaking strength 4 Installation Install strands and sockets in accordance with the approved shop drawings 5 Proof loading Each completed strand socket assembly shall be proof loaded to 50 percent of the specified minimum ultimate breaking strength of the strand Apply a load to 5 percent of listed nominal ultimate strength measure and record the length increase force to 20 percent of the listed nominal ultimate strength of the strand and measure and record Page 2 of 4 DALLAS IH30 Pedestrian and Cyclist Signature Bridges June 2012 the overall length Finally increase the load to 50 percent of the listed nominal ultimate strength and measure and record the overall length again After load testing visually inspect all sockets and cables over the entire length for damage or other signs of inadequate performance Remove and replace at no additional cost to the Authority any damaged or visual defect in the strand sockets or paint stripe as directed by the Engineer of Record Provide certified load testing and length measurement data to the E
71. llowing Meet the requirements specified in Section 441 3 B 5 a Radiographic Testing for radiograph film quality 1 1 448 002 06 09 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION High Load Multi Rotational Disk Bearings PART 1 GENERAL 1 1 1 2 1 3 June 2012 Description Furnish and install high load multi rotational HLMR disk bearings in accordance with the details shown on the plans the recommendations of the manufacturer and requirements of this Item General Spherical bearings shall consist of concave and convex elements surface with Polytetrafluoroethylene PTFE and mirror finish stainless Bearings shall adequately provide for the thermal expansion and contraction rotation camber changes and creep and shrinkage of structural members where applicable The bearing shall have a shear restriction device to prevent relative horizontal movement of the bearing plates Disc bearings shall be supplied as fixed bearings expansion bearings or guided expansion bearings as shown on the plans and as defined below Type 1 Expansion bearings allow vertical rotation and horizontal movement in all directions of the supported member Example HLMR Bearing E 1000 Nonguided Expansion Bearing Service Load Capacity 501 1000k Type 2 Guided expansion bearings allow vertical rotation and horizontal movement in the transverse direction only of the supported member Longitu
72. ngineer of Record with the identity of the individual strand assembly tested clearly indicated 6 Shipping Handling and Storage After socketing and measuring each strand shall be rolled on wooden reels of appropriate diameter and in a manner that will prevent twisting of and damage to the strand and that will minimize the loss of pre stretching Obtain approval of the Engineer of Record before employing alternate methods of packaging strand assemblies for shipping No more than four cable assemblies shall be shipped on each wooden reel Any kinked or damaged strand will be rejected Straightening of bent wires will not be permitted Reels shall be stored in a well protected location Handling and shipping of strand shall be in accordance with the applicable requirements of the AISI Wire Rope User s Manual House and store cable assemblies at least 18 inches above the ground Keep the cables free of dirt sand or other deleterious materials Cable assemblies shall be carefully removed from wooden reels by revolving them The unreeled cable assemblies shall not be permitted to lay on the ground on a dirty or dusty surface on oily and abrasive surface such as the concrete bridge deck They shall be supported on timber blocking for the entire length spaced closely enough to prevent kinking and contact with the ground The cable assemblies shall be lifted into position in the structure in a manner which causes no kinking or other distress to the
73. nstruction Division When shown on the plans use fibers that do not corrode due to carbonation of concrete or the use of deicing salts I Stainless Steel When stainless reinforcing steel is required in the plans provide deformed steel bars of the types listed in Table 3a and conforming to ASTM A 955 GR 60 or higher Table 3a Acceptable Types of Deformed Steel Bar UNS Designation 31653 31803 24100 32304 AISI Type 316LN 2205 XM 28 2304 Article 440 3 Construction Section A Bending is supplemented by the following Bend stainless reinforcing steel in accordance with ASTM A955 Article 440 3 Construction Section C Storage is supplemented by the following Do not allow stainless steel reinforcement to be in direct contact with uncoated steel reinforcement nor with galvanized reinforcement This does not apply to stainless steel wires and ties Store stainless steel bar reinforcement separately off the ground on wooden supports Article 440 3 Construction Section D Splices The fifth bullet is voided and replaced by the following e For box culvert extensions with less than 1 ft of fill lap the existing longitudinal bars with the new bars as shown in Table 5 For extensions with more than 1 ft of fill lap at least 1 ft O in Article 440 3 Construction is supplemented by the following G Handling and Placing Stainless Steel Reinforcing Handle cut and place stainless steel bar reinforcement us
74. orizontal sweep of the interior longitudinal girder Page 2 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges The allowable variance for straightness for an individual field segment shall not exceed 3 32 10 ft of total field segment length The offset of the centerline of interior longitudinal girder relative to the horizontal alignment shall be limited to 1 8 1 8 at connection to transverse floorbeam 1 41 intermediate field splice points 1 8 1 8 end connection to arch The angular misalignment of the centerline of interior longitudinal girder for an individual field segment between temporary supports shall not exceed L 500 where L is the length of the field segment in inches June 2012 The allowable variance for camber shall be limited to 1 8 1 8 connection to transverse floorbeam 0 1 1 2 at midpoint of 600 ft span at intermediate points in 0 6a 1 a 600 600 a distance from inspection to nearest support ft The interior web stiffeners shall be placed vertically and shall be located within 1 8 1 8 of the theoretical floor beam centerline The maximum variance for web and flange flatness shall be limited to 3 16 between longitudinal stiffeners or longitudinal stiffener and internal longitudinal girder corners in inches The maximum variance for web and bottom flange plate flatness shall be limited to a 3 8 measured over the total depth of the web or t
75. otal width of the flange The overall width and depth of the section shall be within 0 3 16 of the plan dimension and within 1 8 1 8 of that adjacent section to which it will be joined The maximum out of parallel alignment of the interior longitudinal girder section assembled in the shop including the intersection of web and flange plates shall be limited to 3 32 3 32 in 10 ft Exterior Longitudinal Girder The allowable variance within the exterior longitudinal girder for the deck cable working points relative to the outside of the web of the exterior longitudinal girder centerline of the transverse floorbeam and top flange shall be x axis 1 8 1 8 longitudinal y axis 1 8 1 8 transverse Z axis 1 8 1 8 vertical The overall offset of the deck cable working points is additive with the allowable camber and horizontal sweep of the exterior longitudinal girder The allowable variance for straightness for an individual field segment shall not exceed 3 32 10 ft of total field segment length The offset of the centerline of exterior longitudinal girder relative to the horizontal alignment shall be limited to Page 3 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges 1 8 1 8 at connection to transverse floorbeam 1 41 intermediate field splice points 1 8 1 8 end connection to arch The angular misalignment of the centerline of exterior longi
76. oven must be equipped with a thermometer that allows for direct reading of temperature inside the oven without opening the oven Provide equipment able to preheat and maintain the temperature of the base metal as required and as shown on the plans Provide approved equipment temperature indicator sticks infrared thermometer etc for checking preheat and interpass temperatures at all times while welding is in progress Provide welding equipment meeting the requirements of the approved welding procedure specifications WPS if required and capable of making consistent high quality welds Article 448 4 B 2 Certified Steel Structures Welder The second bulleted item is voided and replaced by the following e Use metal for test plates that meets Item 442 Metal for Structures with a minimum yield point of 36 ksi The minimum width of test plate must be sufficient to accommodate the radiograph inspection of 6 continuous inches of the weld not counting the ends of the weld Article 448 4 C 5 Welding Practice The second paragraph is voided and replaced by the following Use the stringer bead technique where possible for groove welds In vertical welding passes progress upward using a back step sequence keeping the end of the low hydrogen electrode contained within the molten metal and shield of flux unless the electrode manufacturer s specifications indicate otherwise Article 448 4 C 7 Radiographic Inspection is supplemented by the fo
77. pleted prototype structure as well as the free standing steel arch A report of the test results will be made available to the contractor upon request The accuracy of the information in this report is not guaranteed and it is not to be considered as part of the plans governing construction of the project Contractors need to make their own determinations and evaluations of the information as made available in this report The Contractor will be responsible for geometric control of construction so that the completed structure will conform to the lines grades and dimensions and cable stresses shown on the contract documents A geometric control plan will provide for the regular monitoring of the superstructure deflections beginning June 2012 Page 3 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges with the first cable stressing and concluding with the last cable stressing Final vertical geometry of the superstructures will be set such that at 10 years after completion the final theoretical vertical geometry is achieved when considering the affects of creep and shrinkage The Contractor will check the elevations and alignment of the structure at every stage of the construction All surveying will be performed at a time that will minimize the influence of temperature Surveying will be provided to an accuracy of 0 01 ft The Contractor will maintain a record of all surveys check readings adjustments and corrections and will file su
78. r Mix Water is voided and replaced by the following Table 1 Chemical Limits for Mix Water Contaminant Test Method Maximum Concentration ppm Chloride Cl ASTM C 114 Prestressed concrete 500 Bridge decks and superstructure 500 All other concrete 1 000 Sulfate S04 ASTM C 114 2 000 Alkalies Na O 0 658K 0 ASTM C 114 600 Total Solids ASTM C 1603 50 000 Article 421 2 B Supplementary Cementing Materials SCM is supplemented with the following 6 Modified Class F Fly Ash MFFA Furnish MFFA conforming to DMS 4610 Fly Ash Article 421 2 D Water Table 2 Acceptance Criteria for Questionable Water Supplies is voided and replaced by the following Table 2 Acceptance Criteria for Questionable Water Supplies Property Test Method Limits Compressive strength min ASTM C 31 ASTM C 39 90 control at 7 days Time of set deviation from ASTM C 403 From 1 00 early to 1 30 later control h min 1 Base comparisons on fixed proportions and the same volume of test water compared to the control mix using 100 potable water or distilled water 2 Base comparisons on sets consisting of at least two standard specimens made from a composite sample Article 421 2 E 1 Coarse Aggregate The fourth paragraph is voided and replaced by the following Unless otherwise shown on the plans provide coarse aggregate with a 5 cycle magnesium sulfate soundness when tested in accordan
79. r deformation caused by shrinkage of the welding can be counteracted by suitable measures Article 441 3 Construction Section B Welding Section 1 Details Section c Weld Termination is supplemented by the following Unless otherwise shown on the plans terminations of fillet welds and all weld pass stops and starts visible in the final weld shall be ground smooth June 2012 Page 1 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges Article 441 3 Construction Section D Dimensional Tolerances is supplemented by the following 4 Superstructure Tolerances a June 2012 General Structural steel shall be detailed and fabricated so that dimensions shown on the plans will be obtained with the specified tolerances under full dead load at a mean temperature of 70 degrees F throughout the erected structure Based on the fixed or referenced working points established by the Engineer of Record the Contractor shall examine the position of the adjoining structures to determine deviations from the theoretically correct position If the deviations are found which exceed the stated tolerances for the adjoining structures the Contractor shall immediately propose a procedure to the Engineer of Record for approval to correct the deviation In the completed structure the transverse slope shall not deviate more than 0 5 percent from the horizontal The coordinate system is based on the following x axis parallel to the horizonta
80. ransferring loads to permanent bearings at the interior arch and the transition bents 4 Sequence and manner of erecting arch legs and supporting tower prior to installation of cables including details indicating provisions for stability of the partially erected towers legs 5 Sequence and schedule for erection of the composite concrete and steel deck system including all intermediate procedures relating to staging of steel erection placement of precast deck panels and concrete slab pouring sequence Sequence and manner for performing testing and inspecting all bolted connections 7 Sequence and manner for performing testing and inspecting all field welding procedures including provisions for protecting welding operations from exposure to inclement weather conditions 8 Sequence and manner of installing and stressing cables including details of cable fabrication stressing monitoring cable lengths shims stressing order as well as a complete history of the initial jacking force any supplemental jacking forces and incremental loads for each cable 9 Details of the disposition and use of special erection equipment falsework temporary supports including all loads or reactions from such equipment applied to the structure during erection and sequences and timings of these effects in accordance with the June 2012 Page 2 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges erection schedule Details should address method of
81. rime coat on the bearings and application of the specified final appearance coat shall be in accordance with Item 446 Cleaning and Painting Steel PART 3 MEASUREMENT This Item will be measured by each bearing of the various types and load ranges shown on the plans June 2012 Page 6 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges SPECIAL SPECIFICATION CABLES PART 1 GENERAL 1 1 Description Fabricate and erect structural strand assemblies PART 2 MATERIALS 2 1 2 2 June 2012 Materials Provide new materials that comply with the dimensions shape details strength requirements and construction sequence shown on the plans and the requirements of this Item Use materials that meet the following 1 Structural Strand Furnish strands that conform to ASTM A 586 and requirements shown on the plans Sockets Provide high strength steel sockets that meet the details shown on the plans and the following requirements Description Standard s Socket Bodies ASTM A 148 Gr 105 85 Socket Pins UNS 21800 Nitronic 60 Rods ASTM A 668 Class F G or 4130 4140 equa1 105 85 Nuts ASTM A 563 Grade DH or A 194 Grade 2H Obtain sockets from the same manufacturer fabricating the strands or from a manufacturer with demonstrated experience in the manufacture and erection of sockets for at least five projects within the past ten years Boot and Dampers Provide neoprene boots and neoprene damp
82. rovide a basis of the continuity for the next field section allowing adjacent field sections to match and fit when erected Per the suggested erection sequence the arch is separated into field segments The Contractor shall build a shop jig that will simulate the in place support conditions and which will permit the check and verification of all specified tolerances of the assembled field segments The layout design and construction of this assembly jig shall be subject to the Engineer of Record s approval The jig assembly shall be provided with facilities to hold the segment accurately in line and position for both welded and bolted connections On the completion of each trail erection at least one unit shall be retained to provide a basis of the continuity for the next field segment allowing adjacent field segments to match and fit when erected For both the superstructure and arch any jigs and or fixtures that are required in the field to maintain or correct the specified alignment tolerances shall be checked and verified in the shop assembly June 2012 Page 6 of 6 2004 Specifications SPECIAL PROVISION 447 001 Structural Bolting For this project Item 447 Structural Bolting of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 447 Section 4 Construction Section C Preparation of Faying Surfac
83. rrent AASHTO LRFD The following minimum values shall apply to the manufacturer s design D Diameter of disc 1 Disc Bearings a Thickness of disc 07D b Thickness of plate beneath disc 06D c Depth of limiting ring 014D Expansion bearings shall be designed for the horizontal movement shown on the plans plus 1 in in each direction of movement The mating surface between sliding components shall be polished stainless steel and PTFE The total nominal clearance between guides and guided parts shall be 0 12 in Bolster plates shown on the plans shall be 3 inches longer and wider than the sole plate and beveled to match the supported member The connection between the bearing and the girder shall be designed by the manufacturer to transmit the required vertical and horizontal loads within the specified allowable stresses All bearings shall be seated on preformed fabric pads in accordance with Item 441 Steel Structures Bearings shall be designed such that all rotational and sliding elements can be replaced with a minimum of jacking PART 2 MATERIALS 2 1 June 2012 Materials All steel in the disc bearings and masonry plates shall conform to ASTM A709 Flat brass sealing rings shall conform to ASTM B36 Half Hard The minimum thickness of the rings shall be 0 05 in Bolts for attaching guide bars shall conform to ASTM A325 Anchor bolts shall conform to Item 449 Anchor Bolts The size type quan
84. s Steel Beam CI B C I P Concrete CI C Beveled Surface Angle 002 Rad Flatness CIA Guide Bar or Keyway Length 12 Section Dimensions 06 Bar to Bar 03 Nonparallel 03 Flatness CI A June 2012 Page 4 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges Disc Bearings Overall Bearing Height 06 20 Flatness tolerances are a multiple of the length under the straight edge L as follows 2 4 June 2012 Class A 0005 L Class B 0010 L Class C 0020 L Machined surfaces shall have a finish of 125 rms or better Oxygen cut surfaces shall have a finish of 1000 rms or better Roughness values shall be as defined in ANSI B46 1 Steel surfaces in contact with discs of disc bearings shall have commercial shot blast finish Unless otherwise shown on the plans all steel surfaces except the surfaces to be bonded to stainless steel or PTFE shall be painted with System III according to Item 446 Cleaning and Painting Steel Bearing assemblies shall be securely fixed together as units and wrapped in moisture and dust resistant material Project and bearing identification shall be clearly marked on the wrapping Anchor bolts and preformed fabric pads for the bearing seat may be shipped separately Inspection and Testing Sampling and testing of polyether urethane polychloroprene polyisoprene and polytetrafluoroethylene shall be in accordance with Test Methods Tex 716 l and Tex 601 u All arran
85. shall be notified a minimum of 30 days in advance of any fabrication or testing so that a representative of the Engineer of Record may be present when the respective work is being performed All testing data and testing results shall be submitted to the Engineer of Record Fabrication of anchors or cable strands for permanent installation on the structure shall not begin until the tests are successfully completed and written approval is given by the Engineer of Record The testing laboratory shall provide certification that the cable testing was performed in accordance with the specifications and that the cables meet the requirements of the specifications PART 2 MATERIALS 2 1 June 2012 Materials 1 Cable Acceptance Test Two completed fully assembled cable specimens shall be fabricated for testing one specimen shall be made representing the smallest cable and the other the largest cable in the bridge Each specimen shall be fully representative of all details and procedures proposed for the production cables The Contractor shall fully detail the cable specimens including end anchorages and submit to the Engineer of Record complete detailed drawings and calculations including reinforcements jack specifications concrete strength etc for review Samples need not be wrapped with tape The Contractor shall assemble the test cables at the laboratory Assembly of the cable shall represent the sequence of operations that will be
86. st not exceed a wear of 40 when tested in accordance with Tex 410 A e must have a 5 cycle magnesium sulfate soundness when tested in accordance with Tex 411 A of not more than 25 when air entrainment is waived and 18 when air entrainment is not waived If more than 30 of the intermediate aggregate passes the 3 8 sieve the portion passing the 3 8 sieve must not show a color darker than standard when subjected to the color test for organic impurities in accordance with Tex 408 A and must have an acid insoluble residue unless otherwise shown on the plans for concrete subject to direct traffic equal to or greater than the value calculated with the following equation Alia gt 60 Alfa Pfa Pia where Alfa acid insoluble of fine aggregate or fine aggregate blend Pfa percent by weight of the fine aggregate or fine aggregate blend as a percentage of the total weight of the aggregate passing the 3 8 sieve in the concrete mix design Pia percent by weight of the intermediate aggregate as a percentage of the total weight of the aggregate passing the 3 8 sieve in the concrete mix design 2 7 421 035 08 09 Article 421 2 F Mortar and Grout is supplemented by the following Section 421 4 A 6 Mix Design Options does not apply for mortar and grout Article 421 3 A Concrete Plants and Mixing Equipment is supplemented by the following When allowed by the plans or the Engineer for concrete classes not identifi
87. stances of the work All complete joint penetration groove welds and partial joint penetration groove welds shall conform to AWS D1 5 Figures 2 4 and 2 5 unless otherwise qualified in accordance with AWS Section 5 7 7 Submit WPSs for all welding qualified in accordance with AASHTO AWS 1 5 for approval before any field welding on the project Longitudinal transverse and vertical butt joints shall be complete joint penetration groove welds The welding sequence and distortion control plan shall be submitted to the Engineer for review and comment Members to be welded shall be brought into correct alignment per the specified tolerances and held in position by the use of jigs fixtures or other suitable devices until welding is complete The procedure qualification testing performed before the start of the work shall demonstrate that the weld can be made to the required quality and that angular deformation caused by shrinkage of the welding can be counteracted by suitable measures No welding shall be started at a field splice until the correct relative alignment of 2 adjacent sections is achieved and fixed with approved attachments After the removal of temporary attachments the steel surface shall be reconditioned by grinding level with the surrounding material Scars in the surface shall be filled by welding in accordance with an approved welding procedure and ground flush Magnetic particle examination shall be performed to ensure that the surface
88. ticle 421 4 E Mixing and Delivering Concrete The first paragraph is supplemented with the following Do not top load new concrete onto returned concrete Article 421 4 E 3 Truck Mixed Concrete The first paragraph is voided and replaced by the following Mix the concrete in a truck mixer from 70 to 100 revolutions at the mixing speed designated by the manufacturer to produce a uniform concrete mix Deliver the concrete to the project in a thoroughly mixed and uniform mass and discharge the concrete with a satisfactory degree of uniformity Additional mixing at the job site at the mixing speed designated by the manufacturer is allowed as long as the requirements of Section 421 4 A 5 Slump and Section 421 4 E Mixing and Delivering Concrete are met 7 7 421 035 08 09 2004 Specifications SPECIAL PROVISION 440 006 Reinforcing Steel For this project Item 440 Reinforcing Steel of the Standard Specifications is hereby amended with respect to the clauses cited below and no other clauses or requirements of this Item are waived or changed hereby Article 440 2 Materials Section A Approved Mills is supplemented by the following Contact the Construction Division with the name and location of the producing mill for stainless steel reinforcement at least 4 weeks prior to ordering any material Article 440 2 Materials Section D Weldable Reinforcing Steel is supplemented by the following Do not weld stainless
89. tion of Polish Coated Flooring Surfaces as Measured by the James Machine 2 The stone paving system shall be subject to occasional loading by wheeled vehicles maintenance and emergency A test shall be carried out of the actual system 8 weeks minimum prior to manufacture of the stonework for the bridge to show that the stone curb is capable of supporting a concentrated load of 6 kips over an area 10 inches by 6 inches The stone contractor shall make photographs of the test underway with the load applied at varying locations over the stone surface This build up for the test may be the same system as presented for the mock up at the discretion of the stone contractor Page 5 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges PART 3 EXECUTION 3 1 Installation The contractor shall 1 Apply the setting bed and stone to non frozen frost free surfaces 2 Install granite in accordance with NBGQA details recommendations and quality standards set by the approved mock up Make cut edges smooth and even and free of chips and cracks Butt joint wall pieces with all joints plumb straight and true Ensure no metal debris or other contaminants become embedded in mortar setting beds or substrates Ensure that no water puddles on the completed floor areas and granite treads Mask edges of joints prior to grouting and pointing Grout joints other than control joints solid with mortar where specified and point with an approved
90. tity and grade shall be as specified on the plans Stainless steel shall conform to ASTM A167 or A240 Type 304 PTFE resin shall be virgin material meeting the requirements of ASTM D1457 and Materials of Item 434 Elastomeric Bridge Bearings PTFE sheet material for horizontal sliding surfaces shall be unfilled PTFE sheet material for guide bars may be filled or unfilled Disc elements for disc bearings shall be molded monolithically from polyether urethane conforming to the following requirements Page 2 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges Property ASTM Test Compound Compound Method A B Hardness D2240 48 2 62 2 Shore D Minimum tensile stress psi D412 at 100 elongation 20 in min 1500 2000 at 200 elongation 2800 3700 Minimum tensile strength psi D412 4000 5000 20 in min Minimum ultimate elongation D412 300 220 20 in min Maximum compression set D395 40 40 2 2 2 3 June 2012 22 hours at 158 F All polyether urethane disc elements shall be marked color coded or otherwise identified to indicate the type of compound used in their manufacture Preformed fabric pads for bearing seats shall conform to the requirements of Item 434 Elastomeric Bridge Bearings Shop Drawings The Contractor shall submit for approval 8 copies of detailed shop drawings and 2 copies of design calculations for the bearings and connection to the Engineer Drawings shall be 11 by 17 in sheets
91. tudinal girder for an individual field segment between temporary supports shall not exceed L 500 where L is the length of the field segment in inches The allowable variance for camber shall be limited to 1 8 1 8 connection to transverse floorbeam 0 1 1 2 at midpoint of 600 ft span at intermediate points in 0 6a 1 a 600 600 a distance from inspection to nearest support ft The interior web stiffeners shall be placed vertically and shall be located within 1 8 1 8 of the theoretical floor beam centerline The maximum variance for web and flange flatness shall be limited to 3 16 between longitudinal stiffeners or longitudinal stiffener and exterior longitudinal girder corners in inches The maximum variance for web and bottom flange plate flatness shall be limited to a 3 8 measured over the total depth of the web or total width of the flange The overall width and depth of the section shall be within 0 3 16 of the plan dimension and within 1 8 1 8 of that adjacent section to which it will be joined The maximum out of parallel alignment of the exterior longitudinal girder section assembled in the shop including the intersection of web and flange plates shall be limited to 3 32 3 32 in 10 ft 5 Arch Tolerances a General Structural steel shall be detailed and fabricated so that dimensions shown on the plans will be obtained with the specified tolerances under full d
92. us material per cu yd use one of the mix design Options 1 8 shown below except that Class C fly ash may be used instead of Class F fly ash for Options 1 3 and 4 unless sulfate resistant concrete is shown on the plans Do not use mix design Options 6 or 7 when High Performance Concrete HPC is required Option 8 may be used when HPC is required provided a minimum of 20 of the cement is replaced with a Class C fly ash Tex 440 A Initial Time of Set of Fresh Concrete is performed during mix design verification the additional requirements for permeability are met and the concrete is not required to be sulfate resistant Article 421 4 A 6 b Option 2 is voided and replaced by the following b Option 2 Replace 35 to 50 of the cement with GGBFS or MFFA Article 421 4 A 6 c Option 3 is voided and replaced by the following c Option 3 Replace 35 to 50 of the cement with a combination of Class F fly ash GGBFS MFFA UFFA metakaolin or silica fume however no more than 35 may be fly ash and no more than 10 may be silica fume Article 421 4 A 6 f Option 6 is voided and replaced by the following f Option 6 Use lithium nitrate admixture at a minimum dosage determined by testing conducted in accordance with Tex 471 A Lithium Dosage Determination Using Accelerated Mortar Bar Testing Before use of the mix provide an annual certified test report signed and sealed by a licensed professional engineer from a laboratory on t
93. with batch numbers marked and corresponding manufacturers certificates of conformity and must be used within the products shelf life or use by date Exercise extreme care to prevent physical and climatic damage and staining during storage Environmental Conditions The Contractor shall 1 2 3 All components layers of the system shall have an application temperature range of 32 F to 85 F to allow winter and overnight application maintenance All components of the system shall be unaffected by rain 20 minutes after application at 32 F Site conditions should be regularly monitored to ensure the substrate is above the dew point during application PART 2 EXECUTION AND TESTING 2 1 June 2012 Installation 1 Substrate Preparation preparation of the substrate should be in accordance with the manufacturer s instructions Surfaces with a high negative texture such as SMA should be filled using a rapid cure filler material which is compatible with the resin surfacing system and suitable for application to a feathered edge Both materials shall be produced by the same manufacturer 3 Application application should be in accordance with the manufacturer s instructions 4 The resin material shall be a cold applied resin contain no isocyanates and should present no risk to other trades or the general public who may be in close proximity to the works Page 2 of 3 IH 30 Bridges Pedestrian and
94. x designs to the Engineer in a format compatible to the latest version of the Department s Construction Management System SiteManager Mix Design templates will be provided by the Engineer Provide type II cement in Class C and S Concrete Strength evaluation using maturity testing Tex 426 A may be used for all concrete elements except drill shafts and mass concrete pours Maturity meters may be used for temperature gradient determination in mass concrete pours Provide compression testing equipment ltems 422 June 2012 Page 4 of 6 DALLAS IH30 Pedestrian and Cyclist Signature Bridges The use of Permanent Metal Deck Form PMDF is not permitted Item 427 Finish concrete structures surface area with an opaque sealer of the color s shown elsewhere in the plans in accordance Item 427 Ensure that surfaces are free of weak surface material curing compounds and other surface contaminants prior to coating Items 427 and 446 Unless otherwise noted it is the intent of these plans that all exposed surfaces concrete or steel of bridges be given a tinted coating as shown or as directed Such coating shall meet the applicable provisions of Item 427 or Item 446 There is not a Federal Standard 595b color that matches the architectural color requirement Use color 09010 per the RAL color chart Element Specification Number Abutments all parts Bright Red TBC by t

ih 30 ped bridges_90 %_project specs_06-029

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