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Home My WebLink AboutCT 11-04; Quarry Creek; Structure Special Provisions with Revised Standard Specifications; 2015-06-16 STRUCTURE SPECIAL PROVISIONS with Revised Standard Specifications for QUARRY CREEK BRIDGE Prepared for Cornerstone Communities JUNE 16TH, 2015 Quarry Creek Bridge Structure Special Provisions 06/16/2015 CONFORMED [Page Intentionally Left Blank] Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page i CONFORMED STRUCTURE SPECIAL PROVISIONS TABLE OF CONTENTS INTRODUCTION .......................................................................................................................................... 1 ORGANIZATION .......................................................................................................................................... 1 DIVISION I GENERAL PROVISIONS ......................................................................................................... 2 1 GENERAL ................................................................................................................................................. 2 2 BIDDING ................................................................................................................................................... 3 3 CONTRACT AWARD AND EXECUTION ................................................................................................ 3 4 SCOPE OF WORK ................................................................................................................................... 3 5 CONTROL OF WORK .............................................................................................................................. 3 6 CONTROL OF MATERIALS ..................................................................................................................... 3 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ............................................................. 3 8 PROSECUTION AND PROGRESS ......................................................................................................... 4 9 PAYMENT ................................................................................................................................................ 4 DIVISION III GRADING ............................................................................................................................... 5 19 EARTHWORK ........................................................................................................................................ 5 DIVISION VI STRUCTURES ....................................................................................................................... 5 49 PILING .................................................................................................................................................... 5 51 CONCRETE STRUCTURES .................................................................................................................. 9 59 PAINTING ............................................................................................................................................. 14 DIVISION VIII MISCELLANEOUS CONSTRUCTION ............................................................................... 15 75 MISCELLANEOUS METAL .................................................................................................................. 15 DIVISION IX TRAFFIC CONTROL FACILITIES ....................................................................................... 15 83 RAILINGS AND BARRIERS ................................................................................................................. 15 STANDARD PLANS LIST .......................................................................................................................... 17 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page ii CONFORMED [Page Intentionally Left Blank] Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 1 of 18 CONFORMED STRUCTURE SPECIAL PROVISIONS INTRODUCTION Structure construction in this section shall conform to the provisions in the Cornerstone Communities Invitation to Bid, the 2010 Edition of the State of California Department of Transportation Standard Specifications (Standard Specifications), the 2010 Edition of the State of California Department of Transportation Standard Plans (Standard Plans), and these special provisions. Refer to Cornerstone Communities Invitation to Bid for Revised Standard Specifications related to structure construction. Refer to Cornerstone Communities Invitation to Bid for the Final Foundation Report dated 08/21/2014 provided as supplemental information. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ORGANIZATION Special provisions are under headings that correspond with the main-section headings of the Standard Specifications. A main-section heading is a heading shown in the table of contents of the Standard Specifications. Each special provision begins with a revision clause that describes or introduces a revision to the Standard Specifications as revised by any revised standard specification. Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the Standard Specifications for any other reference to a paragraph of the Standard Specifications. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 2 of 18 CONFORMED DIVISION I GENERAL PROVISIONS 1 GENERAL Add to section 1-1.01: *Revised per Bid Addendum No. 1 Bid Items and Applicable Sections Item description Applicable section MOBILIZATION Invitation to Bid FIELD OFFICE Invitation to Bid STRUCTURE EXCAVATION (BRIDGE) 19 STRUCTURE EXCAVATION (TYPE D) 19 STRUCTURE EXCAVATION (RETAINING WALL) 19 STRUCTURE BACKFILL (BRIDGE) 19 STRUCTURE BACKFILL (RETAINING WALL) 19 42" CAST-IN-DRILLED-HOLE CONCRETE PILING 49 60" CAST-IN-DRILLED-HOLE CONCRETE PILING 49 30" CAST-IN-DRILLED-HOLE CONCRETE PILING (ROCK SOCKET) 49 48" CAST-IN-DRILLED-HOLE CONCRETE PILING (ROCK SOCKET) 49 PRE-STRESSING PRECAST GIRDER 50 STRUCTURAL CONCRETE, BRIDGE FOOTING 51 STRUCTURAL CONCRETE, BRIDGE 51 STRUCTURAL CONCRETE, RETAINING WALL 51 STRUCTURAL CONCRETE, APPROACH SLAB 51 ARCHITECTURAL TREATMENT 51 FURNISH PRECAST PRE-STRESSED CONCRETE GIRDER (70'-80') 51 FURNISH PRECAST PRE-STRESSED CONCRETE GIRDER (110'-120') 51 ERECT PRECAST PRE-STRESSED CONCRETE GIRDER 51 FURNISH PRECAST PRE-STRESSED CONCRETE DECK PANELS 51 ERECT PRECAST PRE-STRESSED CONCRETE DECK PANELS 51 JOINT SEAL (MR 1") 51 BAR REINFORCING STEEL (BRIDGE) 52 BAR REINFORCING STEEL (RETAINING WALL) 52 HEADED BAR REINFORCEMENT 52 MISCELLANEOUS METAL (BRIDGE) 75 CONCRETE BARRIER (TYPE 26 A) 83 CONCRETE BARRIER (TYPE 26 MODIFIED) 83 *ALUMINUM RAILING 83 Add to section 1-1.07: Wherever in these Special Provisions, Standard Specifications, Standard Plans or Bridge Plans, the following terms are used, the intent and meaning shall be interpreted as follows: STATE/AGENCY: Authorized representative of Cornerstone Communities DEPARTMENT OF TRANSPORTATION OR DEPARTMENT: Authorized representative of Cornerstone Communities ENGINEER: Authorized representative of Cornerstone Communities DIRECTOR OF TRANSPORTATION: Authorized representative of Cornerstone Communities Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 3 of 18 CONFORMED TRANSPORTATION LABORATORY: Authorized representative of Cornerstone Communities DIVISION OF STRUCTURE DESIGN: Authorized representative of Cornerstone Communities ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 2 BIDDING Delete Section 2 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 3 CONTRACT AWARD AND EXECUTION Delete Section 3 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 4 SCOPE OF WORK Delete Section 4 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 5 CONTROL OF WORK Delete Section 5, except for sections 5-1.01, 5-1.02, 5-1.03, 5-1.23, 5-1.26, and 5-1.30 through 5-1.33 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 6 CONTROL OF MATERIALS Conform to Section 6 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 4 of 18 CONFORMED Delete Section 7 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 8 PROSECUTION AND PROGRESS Delete Section 8 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 9 PAYMENT Add to section 9-1.16C: *Revised 05-29-2015 The following items are eligible for progress payment even if they are not incorporated into the work: 1. Prestressing steel 2. Precast Prestressed Concrete Girders 3. Precast Prestressed Concrete Deck Panels 4. Erect Precast Prestressed Concrete Girders 5. Bar Reinforcing Steel 6. Welded Steel Pipe Casings 7. Miscellaneous Metal *8. Aluminum Railing Replace the paragraphs in section 9-1.16D with: The Department pays you for mobilization with progress payments as follows: 1. The lesser of 50 percent of the item total for mobilization or 5 percent of the total bid will be included in the progress estimate for payment when the monthly progress estimate of the amount earned, not including the amount earned for mobilization, is 5 percent or more of the total bid. 2. The total amount earned for mobilization shall be the lesser of 75 percent of the item total for mobilization or 7.5 percent of the total bid will be included in the progress estimate for payment when the monthly progress estimate of the total amount earned, not including the amount earned for mobilization, is 10 percent or more of the total bid. 3. The total amount earned for mobilization shall be the lesser of 95 percent of the item total for mobilization or 9.5 percent of the total bid will be included in the progress estimate for payment when the monthly progress estimate of the total amount earned, not including the amount earned for mobilization, is 20 percent or more of the total bid. 4. The total amount earned for mobilization shall be the lesser of 100 percent of the item total for mobilization or 10 percent of the total bid will be included in the progress estimate for payment when the monthly progress estimate of the total amount earned, not including the amount earned for mobilization, is 50 percent or more of the total bid. The Department pays the item total for mobilization in excess of 10 percent of the total bid in the payment before final estimate after Contract acceptance. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 5 of 18 CONFORMED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION III GRADING 19 EARTHWORK Replace "Reserved" in section 19-3.03A with: Expect difficult excavation due to the presence of rock and perched groundwater. Add to section 19-3.03B(1): For footings at locations with structure excavation (Type D), ground or surface water is expected to be encountered but seal course concrete is not described. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION VI STRUCTURES 49 PILING Add to section 49-1.03: Expect difficult pile installation due to high ground water and the requirements of pile embedment into rock. Replace "Reserved" in section 49-3.02A(4)(b) with: Schedule and hold a preconstruction meeting for CIDH concrete pile construction (1) at least 5 business days after submitting the pile installation plan and (2) at least 10 days before the start of CIDH concrete pile construction. You must provide a facility for the meeting. The meeting must include the Engineer, your representatives, and any subcontractors involved in CIDH concrete pile construction. The purpose of this meeting is to: 1. Establish contacts and communication protocol between you and your representatives, any subcontractors, and the Engineer 2. Review the construction process, acceptance testing, and anomaly mitigation of CIDH concrete piles The Engineer will conduct the meeting. Be prepared to discuss the following: 1. Pile placement plan, dry and wet 2. Acceptance testing, including gamma-gamma logging, cross-hole sonic logging, and coring 3. Pile Design Data Form 4. Mitigation process 5. Timeline and critical path activities 6. Structural, geotechnical, and corrosion design requirements 7. Future meetings, if necessary, for pile mitigation and pile mitigation plan review 8. Safety requirements, including Cal/OSHA and Tunnel Safety Orders Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 6 of 18 CONFORMED Replace the 4th paragraph in section 49-3.02A(4)(d)(iv) with: You may perform testing or pay the Department to perform testing on the rejected pile. Add to section 49-3.02B(6)(c): The synthetic slurry must be one of the materials shown in the following table: Material Manufacturer SlurryPro CDP KB INTERNATIONAL LLC 735 BOARD ST STE 209 CHATTANOOGA TN 37402 (423) 266-6964 Super Mud PDS CO INC 105 W SHARP ST EL DORADO AR 71731 (870) 863-5707 Shore Pac GCV CETCO CONSTRUCTION DRILLING PRODUCTS 2870 FORBS AVE HOFFMAN ESTATES IL 60192 (800) 527-9948 Terragel or Novagel Polymer GEO-TECH SERVICES LLC 220 N. ZAPATA HWY STE 11A-449A LAREDO TX 78043 (210) 259-6386 Use synthetic slurries in compliance with the manufacturer's instructions. Synthetic slurries shown in the above table may not be appropriate for a given job site. Synthetic slurries must comply with the Department's requirements for synthetic slurries to be included in the above table. The requirements are available from the Offices of Structure Design, P.O. Box 168041, MS# 9-4/11G, Sacramento, CA 95816-8041. SlurryPro CDP synthetic slurry must comply with the requirements shown in the following table: Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 7 of 18 CONFORMED SLURRYPRO CDP Property Test Value Density Mud Weight (density), API 13B-1, section 1 During drilling ≤ 67.0 pcfa Before final cleaning and immediately before placing concrete ≤ 64.0 pcfa Viscosity Marsh Funnel and Cup. API 13B-1, section 2.2 During drilling 50–120 sec/qt Before final cleaning and immediately before placing concrete ≤ 70 sec/qt pH Glass electrode pH meter or pH paper 6.0–11.5 Sand content, percent by volume Sand, API 13B-1, section 5 Before final cleaning and immediately before placing concrete ≤ 0.5 percent aIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased by 2 pcf. Slurry temperature must be at least 40 degrees F when tested. Super Mud synthetic slurry must comply with the requirements shown in the following table: SUPER MUD Property Test Value Density Mud Weight (Density), API 13B-1, section 1 During drilling ≤ 64.0 pcfa Before final cleaning and immediately before placing concrete ≤ 64.0 pcfa Viscosity Marsh Funnel and Cup. API 13B-1, section 2.2 During drilling 32–60 sec/qt Before final cleaning and immediately before placing concrete ≤ 60 sec/qt pH Glass electrode pH meter or pH paper 8.0–10.0 Sand content, percent by volume Sand, API 13B-1, section 5 Before final cleaning and immediately before placing concrete ≤ 0.5 percent aIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased by 2 pcf. Slurry temperature must be at least 40 degrees F when tested. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 8 of 18 CONFORMED Shore Pac GCV synthetic slurry must comply with the requirements shown in the following table: SHORE PAC GCV Property Test Value Density Mud Weight (Density), API 13B-1, section 1 During drilling ≤ 64.0 pcfa Before final cleaning and immediately before placing concrete ≤ 64.0 pcfa Viscosity Marsh Funnel and Cup. API 13B-1, section 2.2 During drilling 33–74 sec/qt Before final cleaning and immediately before placing concrete ≤ 57 sec/qt pH Glass electrode pH meter or pH paper 8.0–11.0 Sand content, percent by volume Sand, API 13B-1, section 5 Before final cleaning and immediately before placing concrete ≤ 0.5 percent aIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased by 2 pcf. Slurry temperature must be at least 40 degrees F when tested. Terragel or Novagel Polymer synthetic slurry must comply with the requirements shown in the following table: TERRAGEL OR NOVAGEL POLYMER Property Test Value Density Mud Weight (Density), API 13B-1, section 1 During drilling ≤ 67.0 pcfa Before final cleaning and immediately before placing concrete ≤ 64.0 pcfa Viscosity Marsh Funnel and Cup. API 13B-1, section 2.2 During drilling 45–104 sec/qt Before final cleaning and immediately before placing concrete ≤ 104 sec/qt pH Glass electrode pH meter or pH paper 6.0–11.5 Sand content, percent by volume Sand, API 13B-1, section 5 Before final cleaning and immediately before placing concrete ≤ 0.5 percent aIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased by 2 pcf. Slurry temperature must be at least 40 degrees F when tested. Add to section 49-3.02C(1): If the piling center-to-center spacing is less than 3 pile diameters, do not drill holes or drive casing for an adjacent pile until 24 hours have elapsed after concrete placement in the preceding pile and your Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 9 of 18 CONFORMED prequalification test results for the concrete mix design show that the concrete will attain at least 1800 psi compressive strength at the time of drilling or driving. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 51 CONCRETE STRUCTURES Add to section 51-1.01C(1): If the methacrylate crack treatment is performed within 100 feet of a residence, business, or public space, submit a public safety plan that includes the following: 1. Public notification letter with a list of delivery and posting addresses. The letter must describe the work to be performed and state the treatment work locations, dates, and times. Deliver the letter to residences and businesses within 100 feet of overlay work and to local fire and police officials not less than 7 days before starting overlay activities. Post the letter at the job site. 2. Airborne emissions monitoring plan. A CIH certified in comprehensive practice by the American Board of Industrial Hygiene must prepare and execute the plan. The plan must have at least 4 monitoring points including the mixing point, application point, and point of nearest public contact. Monitor airborne emissions during overlay activities. 3. Action plan for protecting the public if levels of airborne emissions exceed permissible levels. 4. Copy of the CIH's certification. After completing methacrylate crack treatment activities, submit results from monitoring production airborne emissions as an informational submittal. Replace the 1st paragraph of section 51-1.01D(3) with: Added per Bid Addendum No. 1 Test panels must be: 1. Constructed at an authorized location 2. Constructed and finished using the personnel, materials, equipment, and methods to be used in the work 3. Authorized before starting work Add to section 51-1.01D(3): Added per Bid Addendum No. 1 Test panel for dry stack architectural treatment must be full height and at least 10 feet long by 5 inches deep. Dispose of the test panel after all applicable work is complete. Notify the Engineer before disposing of the test panel. Replace the 1st paragraph in section 51-1.03F(5)(b)(i) with: Texture the bridge deck surfaces longitudinally by grinding and grooving. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 10 of 18 CONFORMED Add to section 51-1.03G(1): Added per Bid Addendum No. 1 The dry stack architectural treatment must be prepared and stained where shown under section 59-7. Add to section 51-4.01C(1): Submit a certificate of compliance for oak blocks stating the species of the material including a certified grading report. Add to section 51-4.01C(2): Submit 3 copies of shop drawings for PC PS concrete deck panels. Include the following: 1. Panel materials 2. Handling procedures 3. Method of prestressing 4. Strand arrangements and working stresses, including any addition or rearrangement of reinforcing steel from that shown 5. Method of support and grade adjustment 6. Accommodation for skew 7 Methods of sealing against grout leaks 8. Additional details as required to supplement the Contract plans Replace the 2nd paragraph of section 51-4.01C(2) with: Submit a girder erection work plan with supporting calculations. Girder erection work plan and calculations must be signed by an engineer who is registered as a civil engineer in the State. Include the following: 1. Procedures, details, and sequences for crane and construction equipment setup and removal on partially completed structures 2. Procedures, details, and sequences for unloading, lifting, and erecting girders 3. Procedures, details, and sequences for girder temporary bracing installation and removal 4. Descriptions and values of all loads, including construction equipment loads imposed on partially completed structures 5. Descriptions of equipment to be used 6. Load carrying capacity of partially completed structures 7. Anticipated deflections of partially completed structures 8 Details of the displacement monitoring system, including equipment, location of control points, and methods and schedule of taking measurements 9. Additional details and information for temporary supports Add to section 51-4.01C: 51-4.01C(5) Temporary Supports Submit shop drawings with design calculations for the temporary support system. Shop drawings and calculations must be signed by an engineer who is registered as a civil engineer in the State. Include the following: 1. Descriptions and values of all loads, including construction equipment loads. 2. Descriptions of equipment to be used. 3. Details and calculations for supporting the partially completed structure. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 11 of 18 CONFORMED 4. Stress sheets, anchor bolt layouts, shop details, and erection and removal plans for the temporary supports. 5. Assumed soil bearing values and design stresses for temporary support footings, including anticipated foundation settlement. 6. Details for additional bracing required during erection and removal of temporary supports. Calculations must show a summary of computed stresses in (1) temporary supports, and (2) connections between temporary supports and the partially completed structure. Replace the heading of section 51-4.01D with: 51-4.01D Quality Control and Assurance 51-4.01D(1) General Add to section 51-4.01D(1): Welding, welder qualification, and welding inspection for temporary supports must comply with AWS D1.1. Before girder erection activities, an engineer who is registered as a civil engineer in the State must inspect and certify that (1) the temporary supports, and displacement monitoring system comply with the authorized shop drawings and (2) the materials and workmanship are satisfactory for the work. A copy of this certification must be available at the job site at all times. An engineer who is registered as a civil engineer in the State must: 1. Be present during crane activities. 2. Inspect the temporary supports and partially completed structure, and report daily on the progress of the operation. The daily report must be available at the job site at all times. 3. Immediately submit proposed procedures to correct or remedy unplanned occurrences. Add to section 51-4.01D: 51-4.01D(2) Displacement Monitoring Monitor and record vertical and horizontal displacements of the partially completed structure. Use vandal- resistant displacement monitoring equipment. Perform monitoring continuously during all crane activities and at least weekly while cranes or temporary supports are in place. Make monitoring records available at the job site during normal work hours. Monitoring records must be signed by an engineer or surveyor who is registered in the State. As a minimum, monitor the partially completed structure at the foundation, abutments, piers, midspan, and at the girder splice locations. Locate control points at each location near the center and at both edges of the superstructure. As a minimum, take elevations at the following times: 1. Before starting crane activities 2. During crane placement 3. During girder erection 4. After crane removal Perform an initial survey to record the location of the partially completed structure before starting work. 51-4.01D(3) Design Criteria 51-4.01D(3)(a) General Not Used Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 12 of 18 CONFORMED 51-4.01D(3)(b) Partially Completed Structures Loads from cranes and construction equipment, earth loads, and surcharges imposed on partially completed structures must not exceed the load carrying capacity of the partially complete structure or any portion of the structure as determined by AASHTO LRFD 6th Edition and the California Amendments, preface dated March 2014. The superstructure, piers, abutments, and foundations must be evaluated under the Strength II limit state. The concrete compressive strength to be used in computing the load carrying capacity must be the smaller of the following: 1. Actual compressive strength at the time of loading 2. Compressive strength shown on the plans for that portion of the structure 51-4.01D(3)(c) Temporary Supports The Engineer does not authorize temporary support designs based on allowable stresses greater than those specified in section 48-2.01D(3)(c). If falsework loads are imposed on temporary supports, the temporary supports must also satisfy the deflection criteria in section 48-2.01D(3)(c). Design temporary supports to prevent horizontal movement of the partially completed structure. You may use the permanent piles as part of the temporary support foundation. Do not move or adjust permanent piles from the locations shown. Design temporary support footings to carry the loads imposed without exceeding the estimated soil bearing values or anticipated settlements. You must determine soil bearing values. Where temporary supports for cranes and construction equipment are placed on the deck of the partially completed structure: 1. Temporary supports must bear either (1) directly on girder stems or bent caps of the supporting structure, or (2) on falsework sills that transmit the load to the stems or cap without overstressing any member of the partially completed structure. 2. Temporary supports must not induce permanent forces into the completed structure or produce cracking. Provide additional bracing as required to withstand all imposed loads during each phase of temporary supports erection and removal. Mechanically connect (1) the partially completed structure to the temporary supports and (2) the temporary supports to their foundations. Mechanical connections must be capable of resisting the lateral design forces. Friction forces developed between the partially completed structure and temporary supports (1) are not considered an effective mechanical connection and (2) must not be used to reduce lateral forces. If the concrete is to be prestressed, design temporary supports to accommodate changes to the loads caused by prestressing forces. Add to section 51-4.02A: Oak blocks for temporary blocking must be comprised of Mixed Oak, Red Oak, Northern Red Oak, or White Oak, and must be graded in accordance with the Northeastern Lumber Manufacturers Association. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 13 of 18 CONFORMED Replace "Reserved" in section 51-4.02B(7) with: PC PS concrete deck panels must comply with section 50 except the 2nd paragraph of section 50- 1.03B(3) does not apply. You may use an aggregate grading complying with the specifications for the 1/2-inch maximum combined aggregate grading and the 1/2 inch x No. 4 primary aggregate size in section 90-1.02C(4). You may use alternative panel widths. The number of strands required must equal the minimum number shown for the next greater panel width. Finish top surfaces of the deck panels as shown. Add to section 51-4.02: 51-4.02D Temporary Supports Manufactured assemblies must comply with section 48-2.01D(3)(c)(iv). Replace item 3 in the list in the 4th paragraph of section 51-4.03B with: 3. Except for box girders, a minimum of 1-1/2 inches of deck slab concrete is maintained between deck slab reinforcement and the top of PC girders Add to the list in the 4th paragraph of section 51-4.03B: 5. A minimum of 1/2 inch of deck slab concrete is maintained between deck slab reinforcement and the top of PC deck panels Add to section 51-4.03B: Provide temporary lateral bracing for girders. Install bracing at each end of the girder segments and at the midspan. Bracing must be in place before releasing erection equipment and must remain in place until 48 hours after concrete diaphragms are placed. Design temporary bracing to prevent overturning and resist the lateral pressures shown in the following table. Structure height, H (feet above ground) Lateral pressurea (psf) 0 < H  30 15 30 < H  50 20 50 < H  100 25 H > 100 30 aApply the lateral pressure at the top of the girder in either direction. Secure the oak blocks for temporary blocking in place before erecting girders. Add to section 51-4.03B: Stop crane and construction activities if unanticipated displacements, cracking, or other damage occurs. Apply corrective measures satisfactory to the Engineer before resuming crane and construction activities. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 14 of 18 CONFORMED After erection activities, the monitored control points at supports must not deviate by more than 1/4 inch from the initial vertical survey elevations or other authorized elevations. Replace "Reserved" in section 51-4.03G with: Deck panels must not interfere with movement at deck expansion joints. Clean curing compound and foreign material from the top surfaces and sides of deck panels that will be in contact with CIP concrete. You do not need to expose clean aggregate. You may use twisted wire loop ties to hold concrete forms at closures between deck panel joints. Add to section 51-4.03: 51-4.03H Temporary Supports Construct temporary supports under section 48-2.03C. Remove temporary supports under section 48-2.03D. Remove attachments from the existing structure. Restore concrete surfaces to original conditions except where permanent alterations are shown. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 59 PAINTING Added per Bid Addendum No. 1 Replace "stain" in the 1st paragraph of section 59-7.01A(3) of the RSS for section 59-7 with: stain and sealer Replace "Reserved" in section 59-7.01A(4) of the RSS for section 59-7 with: The final colors of the stained concrete must match color nos. 36099 (gray), 36373 (gray), and 30233 (red brown) of FED-STD-595. Colors must be evenly distributed and applied in a random pattern. Replace "Reserved" in section 59-7.01B(3) of the RSS for section 59-7 with: Sealer must be: 1. From the same manufacturer as that of the stain 2. Compatible with the stain and the concrete or shotcrete surface 3. Clear and colorless and have a matte finish when dry Add to section 59-7.01C(1): Before sealing the stained concrete surface, the surface must be exposed to sunlight for at least 7 days after staining. After the stained surface is authorized, prepare the surface and apply the sealer under the manufacturer's instructions. Apply the sealer uniformly with at least 2 coats or as instructed by the manufacturer. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 15 of 18 CONFORMED DIVISION VIII MISCELLANEOUS CONSTRUCTION 75 MISCELLANEOUS METAL Add to the list in the 2nd paragraph of section 75-1.03A: 6. Utility supports and associated hardware ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION IX TRAFFIC CONTROL FACILITIES 83 RAILINGS AND BARRIERS Replace section 83-1.02H with: Added per Bid Addendum No. 1 83-1.02H ALUMINUM RAILING 83-1.02H(1) General Aluminum railing consists of aluminum rail elements embedded into post pockets. Railing must present a smooth, uniform appearance in its final position. Railing must conform to the curvature by means of a series of short chords, from center to center of rail posts, except that railing described as conforming to the curvature must be shop bent to fit the curvature. Joints must be matchmarked. Railing must be designed and fabricated to prevent manual disassembly. Submit shop drawings for the railing. The shop drawings must include the railing layout, and complete details for the construction of the work including methods of construction, sequence of shop and field assembly, and installation procedures. Field measure controlling dimensions before fabricating. Submit two 6-inch long samples of each aluminum rail element with differing sizes or profiles. 83-1.02H(2) Materials Provide aluminum alloy and temper as recommended by aluminum producer and finisher for the type of use and finish indicated, and with not less than strength and durability properties of alloy and temper designated below for each aluminum form required: 1. Extruded Bar and Tube: ASTM B221; alloy 6063-T6 2. Extruded Structural Pipe and Tube: ASTM B429; alloy 6063-T832 3. Drawn Seamless Tube: ASTM B210; alloy 6063-T832 Aluminum must be black anodized with a minimum anodic coating thickness of 1.0 mils complying with Aluminum Association Designation AA-M12C22A42. Fabricate railing sections in conformance with standard shop practices. Check the completed sections for straightness, alignment and dimensions by assembling in the shop. Changes in direction of railing members must be formed by bending members, insertion of prefabricated elbow fittings, radius bends, or by mitering. Elbow bends must be by using mitered joints. Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 16 of 18 CONFORMED Railing connections are joined as shown by welding, use of fasteners, press-fitting, or structural epoxy. Connections must be made in a manner that will present a smooth exterior surface free of projecting bolts, rivets, fasteners or other protuberances. Welding must comply with AWS D 1.2, "Structural Welding Code - Aluminum," with workmanship requirements for Class 1 Structures. Welding must be by the tungsten inert gas arc welding method or the consumable electrode inert gas method. Welding processes that require the use of flux will not be permitted. Exposed welds must be ground smooth and flush. Fasteners must be the same basic metal as the fastened metal. Corrosive metals and metals that are incompatible with the metals joined must not be used. Exposed fasteners must be tamperproof. Grout for use in setting posts into sockets must be a non-shrink cement-grout mixture comprised of cement and sand. Grout must match the adjacent concrete color of curbs and barriers supporting the railing. 83-1.02H(3) Construction Aluminum surfaces to be in contact with grout or concrete materials must be given a heavy coat of alkali- resistant bituminous paint. The coating must be of sufficient coverage to provide proper protection without exposing the coated surfaces to view. Railings must be carefully erected true to line and grade. Posts and balusters must be vertical within a tolerance not to exceed 0.02 foot in 10 feet. Adjacent railing panels must align with each other within 1/16 inch. Posts must be grouted into place as shown. Remove and reinstall grout if shrinkage at the post pocket areas is visible, or if color does not match the adjacent concrete. The Engineer determines if the finished grout is not acceptable. Finishes of railing systems and handrails must be protected from damage during transportation, handling, installation, and construction by use of temporary protective coverings. Coverings are to be removed upon completion of the work. Damaged finishes must be restored so that no evidence remains of construction work. Paint, dirt, stains and grout must be removed without marring or scratching the aluminum surfaces. Solvents and cleaning compounds must be chemically compatible with the anodic coating and aluminum. Replace damaged railing sections or repair damaged finishes prior to installation. The Engineer determines if damaged sections need to be replaced. 83-1.02H(4) Payment Not used. Replace the 2nd paragraph of section 83-2.02D(2) with: Concrete for concrete barriers other than Type 50 and 60 series must contain not less than 630 pounds of cementitious material per cubic yard and must be air entrained. The air content at the time of mixing and before placing must be 3.0 ± 1.0 percent unless a higher air content is specified. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 17 of 18 CONFORMED STANDARD PLANS LIST The standard plan sheets and revised standard plans (RSPs) through Erratum No. 12 applicable to this Contract include those listed below. ABBREVIATIONS, LINES, SYMBOLS AND LEGEND A10A Abbreviations (Sheet 1 of 2) RSP A10B Abbreviations (Sheet 2 of 2) A10C Lines and Symbols (Sheet 1 of 3) A10D Lines and Symbols (Sheet 2 of 3) A10E Lines and Symbols (Sheet 3 of 3) EXCAVATION AND BACKFILL A62B Limits of Payment for Excavation and Backfill - Bridge Surcharge and Wall A62C Limits of Payment for Excavation and Backfill - Bridge BRIDGE DETAILS B0-1 Bridge Details B0-3 Bridge Details B0-5 Bridge Details B0-13 Bridge Details RETAINING WALLS RSP B3-1A Retaining Wall Type 1 (Case 1) RSP B3-5 Retaining Wall Details No. 1 T-BEAM DETAILS B6-10 Utility Openings, T-Beam JOINT SEALS B6-21 Joint Seals (Maximum Movement Rating = 2") BOX GIRDER DETAILS B7-1 Box Girder Details CAST-IN-PLACE POST-TENSIONED GIRDER RSP B8-5 Cast-In-Place Post-Tensioned Girder Details CHAIN LINK RAILING, CABLE RAILING AND TUBULAR HAND RAILING B11-51 Tubular Hand Railing BRIDGE CONCRETE BARRIERS RSP B11-54 Concrete Barrier Type 26 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Structure Special Provisions 06/16/2015 Structure Special Provisions Page 18 of 18 CONFORMED [Page Intentionally Left Blank] Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page i CONFORMED REVISED STANDARD SPECIFICATIONS TABLE OF CONTENTS DIVISION I GENERAL PROVISIONS ......................................................................................................... 1 1 GENERAL ................................................................................................................................................. 1 5 CONTROL OF WORK .............................................................................................................................. 4 DIVISION II GENERAL CONSTRUCTION ................................................................................................. 7 11 QUALITY CONTROL AND ASSURANCE ............................................................................................. 7 DIVISION III GRADING ............................................................................................................................. 11 19 EARTHWORK ...................................................................................................................................... 11 DIVISION IV SUBBASES AND BASES .................................................................................................... 14 29 TREATED PERMEABLE BASES ......................................................................................................... 14 42 GROOVE AND GRIND CONCRETE ................................................................................................... 14 DIVISION VI STRUCTURES ..................................................................................................................... 16 48 TEMPORARY STRUCTURES ............................................................................................................. 16 50 PRESTRESSING CONCRETE ............................................................................................................ 24 51 CONCRETE STRUCTURES ................................................................................................................ 32 52 REINFORCEMENT .............................................................................................................................. 39 55 STEEL STRUCTURES ......................................................................................................................... 41 59 PAINTING ............................................................................................................................................. 49 DIVISION VII DRAINAGE .......................................................................................................................... 57 64 PLASTIC PIPE ..................................................................................................................................... 57 68 SUBSURFACE DRAINS ...................................................................................................................... 58 70 MISCELLANEOUS DRAINAGE FACILITIES ....................................................................................... 58 DIVISION VIII MISCELLANEOUS CONSTRUCTION ............................................................................... 59 73 CONCRETE CURBS AND SIDEWALKS ............................................................................................. 59 75 MISCELLANEOUS METAL .................................................................................................................. 59 DIVISION IX TRAFFIC CONTROL FACILITIES ....................................................................................... 60 83 RAILINGS AND BARRIERS ................................................................................................................. 60 DIVISION X MATERIALS .......................................................................................................................... 62 88 GEOSYNTHETICS ............................................................................................................................... 62 90 CONCRETE .......................................................................................................................................... 65 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page ii CONFORMED [Page Intentionally Left Blank] Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 1 of 70 CONFORMED REVISED STANDARD SPECIFICATIONS DATED 02-27-15 INTRODUCTION The Revised Standard Specifications in this section apply to structure construction only. Refer to Cornerstone Communities Invitation to Bid for Structure Special Provisions related to structure construction. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ORGANIZATION Revised standard specifications are under headings that correspond with the main-section headings of the Standard Specifications. A main-section heading is a heading shown in the table of contents of the Standard Specifications. A date under a main-section heading is the date of the latest revision to the section. Each revision to the Standard Specifications begins with a revision clause that describes or introduces a revision to the Standard Specifications. For a revision clause that describes a revision, the date on the right above the clause is the publication date of the revision. For a revision clause that introduces a revision, the date on the right above a revised term, phrase, clause, paragraph, or section is the publication date of the revised term, phrase, clause, paragraph, or section. For a multiple-paragraph or multiple-section revision, the date on the right above a paragraph or section is the publication date of the paragraphs or sections that follow. Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the Standard Specifications for any other reference to a paragraph of the Standard Specifications. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION I GENERAL PROVISIONS 1 GENERAL 02-27-15 Replace "current" in the 2nd paragraph of section 1-1.05 with: 04-20-12 most recent Add to the 4th paragraph of section 1-1.05: 04-20-12 Any reference directly to a revised standard specification section is for convenience only. Lack of a direct reference to a revised standard specification section does not indicate a revised standard specification for the section does not exist. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 2 of 70 CONFORMED Replace "MSDS" in the 1st table in section 1-1.06 with: 10-17-14 MSDSb Add to the 1st table in section 1-1.06: 10-17-14 LCS Department's lane closure system POC pedestrian overcrossing QSD qualified SWPPP developer QSP qualified SWPPP practitioner SDS safety data sheet TRO time-related overhead WPC water pollution control Add to the notes of the 1st table in section 1-1.06: 10-17-14 bInterpret a reference to MSDS as a reference to SDS under 29 CFR 1910.1200. 06-20-12 Delete the abbreviation and its meaning for UDBE in the 1st table of section 1-1.06. 10-19-12 Delete "Contract completion date" and its definition in section 1-1.07B. 10-19-12 Delete "critical delay" and its definition in section 1-1.07B. Replace "day" and its definition in section 1-1.07B with: 10-19-12 day: 24 consecutive hours running from midnight to midnight; calendar day. 1. business day: Day on the calendar except a Saturday and a holiday. 2. working day: Time measure unit for work progress. A working day is any 24-consecutive-hour period except: 2.1. Saturday and holiday. 2.2. Day during which you cannot perform work on the controlling activity for at least 50 percent of the scheduled work shift with at least 50 percent of the scheduled labor and equipment due to any of the following: 2.2.1. Adverse weather-related conditions. 2.2.2. Maintaining traffic under the Contract. 2.2.3. Suspension of a controlling activity that you and the Engineer agree benefits both parties. 2.2.4. Unanticipated event not caused by either party such as: 2.2.4.1. Act of God. 2.2.4.2. Act of a public enemy. 2.2.4.3. Epidemic. 2.2.4.4. Fire. 2.2.4.5. Flood. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 3 of 70 CONFORMED 2.2.4.6. Governor-declared state of emergency. 2.2.4.7. Landslide. 2.2.4.8. Quarantine restriction. 2.2.5. Issue involving a third party, including: 2.2.5.1. Industry or area-wide labor strike. 2.2.5.2. Material shortage. 2.2.5.3. Freight embargo. 2.2.5.4. Jurisdictional requirement of a law enforcement agency. 2.2.5.5. Workforce labor dispute of a utility or nonhighway facility owner resulting in a nonhighway facility rearrangement not described and not solely for the Contractor's convenience. Rearrangement of a nonhighway facility includes installation, relocation, alteration, or removal of the facility. 2.3. Day during a concurrent delay. 3. original working days: 3.1. Working days to complete the work shown on the Notice to Bidders for a non–cost plus time based bid. 3.2. Working days bid to complete the work for a cost plus time based bid. Where working days is specified without the modifier "original" in the context of the number of working days to complete the work, interpret the number as the number of original working days as adjusted by any time adjustment. Replace "Contract" in the definition of "early completion time" in section 1-1.07B with: 10-19-12 work Replace "excusable delay" and its definition in section 1-1.07B with: 10-19-12 delay: Event that extends the completion of an activity. 1. excusable delay: Delay caused by the Department and not reasonably foreseeable when the work began such as: 1.1. Change in the work 1.2. Department action that is not part of the Contract 1.3. Presence of an underground utility main not described in the Contract or in a location substantially different from that specified 1.4. Described facility rearrangement not rearranged as described, by the utility owner by the date specified, unless the rearrangement is solely for the Contractor's convenience 1.5. Department's failure to obtain timely access to the right-of-way 1.6. Department's failure to review a submittal or provide notification in the time specified 2. critical delay: Excusable delay that extends the scheduled completion date 3. concurrent delay: Occurrence of at least 2 of the following events in the same period of time, either partially or entirely: 3.1. Critical delay 3.2. Delay to a controlling activity caused by you 3.3. Non–working day Replace "project" in the definition of "scheduled completion date" in section 1-1.07B with: 10-19-12 work Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 4 of 70 CONFORMED Add to section 1-1.07B: 10-19-12 Contract time: Number of original working days as adjusted by any time adjustment. 06-20-12 Disadvantaged Business Enterprise: Disadvantaged Business Enterprise as defined in 49 CFR 26.5. Replace "PO BOX 911" in the District 3 mailing address in the table in section 1-1.08 with: 04-20-12 703 B ST Replace the Web site for the Department of General Services, Office of Small Business and DVBE Services in the table in section 1-1.11 with: 11-15-13 http://www.dgs.ca.gov/dgs/ProgramsServices/BusServices.aspx Replace "--" for the telephone number for the Office Engineer in the table in section 1-1.11 with: 02-27-15 (916) 227-6299 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 5 CONTROL OF WORK 01-23-15 Add between the 2nd and 3rd paragraphs of section 5-1.23A: 10-19-12 Submit action and informational submittals to the Engineer. Add between the 5th and 6th paragraphs of section 5-1.23B(1): 07-19-13 For a revised submittal, allow the same number of days for review as for the original submittal. 07-19-13 Delete the 1st sentence in the 10th paragraph of section 5-1.23B(2). ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 6 CONTROL OF MATERIALS 07-19-13 Replace section 6-2.05C with: 04-19-13 6-2.05C Steel and Iron Materials Steel and iron materials must be melted and manufactured in the United States except: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 5 of 70 CONFORMED 1. Foreign pig iron and processed, pelletized, and reduced iron ore may be used in the domestic production of the steel and iron materials 2. If the total combined cost of the materials does not exceed the greater of 0.1 percent of the total bid or $2,500, materials produced outside the United States may be used if authorized Furnish steel and iron materials to be incorporated into the work with certificates of compliance and certified mill test reports. Mill test reports must indicate where the steel and iron were melted and manufactured. All melting and manufacturing processes for these materials, including an application of a coating, must occur in the United States. Coating includes all processes that protect or enhance the value of the material to which the coating is applied. Replace "Precast concrete members specified section 11-2" in the table in section 6-3.05B with: 07-19-13 Precast concrete members specified as tier 1 or tier 2 in section 90-4.01D(1) ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 9 PAYMENT 01-23-15 Add to the list in the 1st paragraph of section 9-1.03: 07-19-13 3. Any royalties and costs arising from patents, trademarks, and copyrights involved in the work Replace item 1 in the 3rd paragraph of section 9-1.03 with: 01-18-13 1. Full compensation for all work involved in each bid item shown on the Bid Item List by the unit of measure shown for that bid item Replace "10" in the last paragraph of section 9-1.03 with: 01-23-15 7 Replace "in" in the 3rd paragraph of section 9-1.04A with: 10-19-12 for Add to the end of section 9-1.04A: 10-19-12 For nonsubcontracted work paid by force account for a contract with a TRO bid item, the markups are those shown in the following table instead of those specified in sections 9-1.04B–D: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 6 of 70 CONFORMED Cost Percent markup Labor 30 Materials 10 Equipment rental 10 Replace the heading and the 1st paragraph of section 9-1.04D(3) with: 01-23-15 9-1.04D(3) Equipment Not On the Job Site and Not Required for Original Contract Work For equipment not on the job site at the time required to perform work paid by force account and not required for original Contract work, the time paid is the time the equipment is operated to perform work paid by force account and the time to return the equipment to its source when the work paid by force account is completed. Replace item 2 in the 3rd paragraph of section 9-1.04D(3) with: 01-23-15 2. Operated less than 4 hours is paid as 1/2 day Replace section 9-1.04D(4) with: 01-23-15 9-1.04D(4) Equipment Not On the Job Site and Required for Original Contract Work For equipment not on the job site at the time required to perform work paid by force account and required for original Contract work, the time paid is the time: 1. To move the equipment to the location of work paid by force account plus an equal amount of time to move the equipment to a location on the job site or its source when the work paid by force account is completed 2. Equipment is operated to perform work paid by force account 10-19-12 Delete "revised Contract" in item 1 of the 1st paragraph of section 9-1.16E(2). Replace "3179" in the 1st paragraph of section 9-1.16E(4) with: 01-23-15 9000 Replace "2014" in the 1st paragraph of section 9-1.16F with: 10-19-12 2020 Replace the 2nd paragraph of section 9-1.17C with: 10-19-12 Submit either a written acceptance of the proposed final estimate or a claim statement postmarked or hand delivered before the 31st day after receiving the proposed final estimate. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 7 of 70 CONFORMED Add between "the" and "final estimate" in the 1st sentence in the 3rd paragraph of section 9- 1.17C: 10-19-12 proposed Replace the 1st sentence in the 6th paragraph of section 9-1.17D(2)(b) with: 07-19-13 The CPA's audit must be performed as an examination-level engagement under the attestation engagements in the Government Auditing Standards published by the Comptroller General of the United States. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION II GENERAL CONSTRUCTION ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 11 QUALITY CONTROL AND ASSURANCE 07-19-13 Replace section 11-2 with: 07-19-13 11-2 RESERVED Replace the table in the 3rd paragraph of section 11-3.01A with: 07-19-13 AWS code Year of adoption D1.1 2010 D1.3 2008 D1.4 2011 D1.5 2010 D1.6 2007 D1.8 2009 Replace "does" in the definition of "continuous inspection" in section 11-3.01B with: 07-19-13 do Replace "gross nonconformance" and its definition in section 11-3.01B with: 07-19-13 gross nonconformance: Rejectable indications are present in more than 20 percent of the tested weld length. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 8 of 70 CONFORMED Replace the introductory clause in the 1st paragraph of section 11-3.01C with: 07-19-13 Replace clause 6.1.3 of AWS D1.1, the 1st paragraph of clause 7.1.2 of AWS D1.4, and clause 6.1.2 of AWS D1.5 with: Replace the 3rd paragraph of section 11-3.01C with: 07-19-13 For each inspection, including fit-up, WPS verification, and final weld inspection, the QC Inspector must confirm and document compliance with the specifications, AWS welding codes, and any referenced drawings. Replace the paragraphs in section 11-3.01D with: 07-19-13 The Engineer has the authority to verify the qualifications or certifications of any welder, QC Inspector, or NDT personnel to specified levels by retests or other means determined by the Engineer. If welding will be performed without gas shielding, then qualification must also include welding without gas shielding. Replace clause 6.14.6.1 of AWS D1.1, clause 7.8 of AWS D1.4, and clause 6.1.3.4 of AWS D1.5 with: Personnel performing NDT must be qualified and certified under American Society for Nondestructive Testing (ASNT) Recommended Practice No. SNT-TC-1A and the written practice of the NDT firm. The written practice of the NDT firm must comply with or exceed the guidelines of the ASNT Recommended Practice No. SNT-TC-1A. Individuals who perform NDT, review the results, and prepare the written reports must be one of the following: 1. Certified NDT Level II technicians 2. Level III technicians certified to perform the work of Level II technicians Replace the heading and the 1st through 3rd paragraphs of section 11-3.01E with: 07-19-13 11-3.01E Weld Joint Details If weld joint details proposed for use in the work are not prequalified under clause 3 of AWS D1.1 or figure 2.4 or 2.5 of AWS D1.5, submit the proposed WPS and the intended weld joint locations. Upon authorization of the proposed joint detail locations and qualification of the proposed joint details, welders and welding operators using these details must weld an additional qualification test plate using the WPS variables and the weld joint detail to be used in production. The test plate must: 1. Have the maximum thickness to be used in production and a minimum length of 18 inches. 2. Be mechanically and radiographically tested. Mechanical and radiographic testing and acceptance criteria must comply with the applicable AWS codes. If a nonprequalified weld joint configuration is proposed using a combination of WPSs for work welded under AWS D1.1, you may conduct a single test combining the WPSs to be used in production, if the essential variables, including weld bead placement, of each process are limited to those established in table 4.5 of AWS D1.1. Replace the 1st paragraph of section 11-3.01F with: 07-19-13 Replace paragraph 3 of clause 6.26.3.2 of AWS D1.5 with: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 9 of 70 CONFORMED 3. If indications that exhibit these planar characteristics are present at scanning sensitivity, or other evidence exists to suggest the presence of transverse cracks, a more detailed evaluation of the discontinuity by other means must be performed (e.g., alternate UT techniques, RT, grinding, or gouging for visual inspection or MT of the excavated areas.). For welds that have transverse cracks, excavate the full length of the crack plus 2 inches of weld metal on each side adjacent to the crack and reweld. Replace "section" in the 2nd paragraph of section 11-3.01F with: 07-19-13 clause Replace the 1st paragraph of section 11-3.02A with: 07-19-13 Except for stud welding, section 11-3.02 applies to (1) work welded under sections 49, 52, 55, and 75- 1.03E and (2) work in section 99 that must comply with an AWS welding code. Replace the 4th through 6th paragraphs of section 11-3.02C(2) with: 07-19-13 Submit an amended welding QC plan or an addendum to the welding QC plan for any changes to: 1. WPSs 2. NDT firms 3. QC personnel or procedures 4. NDT personnel or procedures 5. Systems for tracking and identifying welds 6. Welding personnel Allow 15 days for the Engineer's review of an amended welding QC plan or an addendum to the welding QC plan. Submit 7 copies of each authorized QC plan and any authorized addendums. Make 1 copy available at each location where work is performed. Replace the 1st paragraph of section 11-3.02C(3) with: 07-19-13 Submit a welding report within 7 days following the performance of any welding. The welding report must include: 1. Daily production log for welding for each day that welding is performed 2. Reports of all visual weld inspections and NDT performed, whether specified, additional, or informational 3. Radiographs and radiographic reports, and other required NDT reports 4. Summary of welding and NDT activities that occurred during the reporting period 5. Reports of each application of heat straightening 6. Summarized log listing the rejected lengths of weld by welder, position, process, joint configuration, and piece number 7. Documentation that you have: 7.1. Evaluated all radiographs and radiograph reports and NDT and NDT reports 7.2. Corrected all rejectable deficiencies and that all repaired welds have been reexamined using the required NDT and found acceptable Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 10 of 70 CONFORMED 8. Reports or chart recordings of each application of any stress relieving used 9. Reports and chart recordings for any electroslag welding used Add between "radiographic" and "envelopes" in the introductory clause in the 3rd paragraph of section 11-3.02C(3): 07-19-13 film 07-19-13 Delete the 3rd sentence in the 5th paragraph of section 11-3.02C(3). Replace the introductory clause in the 1st paragraph of section 11-3.02D with: 07-19-13 Clauses 6.1.4.1 and 6.1.4.3 of AWS D1.1, the 2nd paragraph of clause 7.1.2 of AWS D1.4, clauses 6.1.3.1 through 6.1.3.3 of AWS D1.5, and clause 7.2.3 of AWS D1.8 are replaced with: Replace items 1 and 2 in the list in the 2nd paragraph of section 11-3.02D with: 07-19-13 1. Work is welded at a permanent fabrication or manufacturing plant that is certified under the AISC Certification Program for Steel Bridge Fabricators, Intermediate Bridges, and Fracture-Critical Member endorsement if required. 2. Structural steel for building construction work is performed at a permanent fabrication or manufacturing plant that is certified under the AISC Quality Certification Program, Category STD, Standard for Steel Building Structures. 07-19-13 Delete the 3rd paragraph of section 11-3.02D. Replace the 1st sentence in the 4th paragraph of section 11-3.02D with: 07-19-13 Except for the exempt facilities identified above, an authorized independent third party must witness the qualification tests for welders or welding operators. Replace the paragraph in section 11-3.02F with: 07-19-13 Welding procedures qualification for work welded under AWS D1.5 must comply with clause 5.12 or 5.12.4 of AWS D1.5 and the following: 1. Unless considered prequalified, qualify fillet welds in each position. Conduct the fillet weld soundness test using the essential variables of the WPS as established by the PQR. 2. For qualifying joints that do not comply with figures 2.4 and 2.5 of AWS D1.5, conduct the test complying with figure 5.3 using the welding parameters that were established for the test conducted complying with figure 5.1. 3. Macroetch tests are required for WPS qualification tests, and acceptance must comply with clause 5.19.3 of AWS D1.5. 4. If a nonstandard weld joint is to be made using a combination of WPSs, you may conduct a test under figure 5.3, combining the qualified or prequalified WPSs to be used in production, if the essential Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 11 of 70 CONFORMED variables, including weld bead placement, of each process are limited to those established in table 5.3 of AWS D1.5. 5. Before preparing mechanical test specimens, inspect the PQR welds by visual and radiographic tests. The backing bar must be 3 inches in width and must remain in place during NDT. Results of the visual and radiographic tests must comply with clause 6.26.2 of AWS D1.5 excluding clause 6.26.2.2. All other requirements for clause 5.17 are applicable. Add to the list in the 3rd paragraph of section 11-3.02G: 07-19-13 3. Repairs not included in the welding QC plan Replace the 1st sentence of the 4th paragraph of section 11-3.02G with: 07-19-13 Requests to perform 3rd-time excavations, repairs of cracks, or repairs not included in the welding QC plan must include an engineering evaluation. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION III GRADING 19 EARTHWORK 10-17-14 Replace "20-3.03B(4)" in the 2nd paragraph of section 19-1.01A with: 07-19-13 20-2.02C(2) Replace the 3rd paragraph in section 19-2.01A with: 07-19-13 Pavement removal within the limits of roadway excavation must comply with section 15-2.02B. 07-19-13 Delete the 2nd paragraph in section 19-2.03A. Add to the 2nd paragraph of section 19-2.03D: 10-17-14 Topsoil must comply with section 21. Replace the 2nd paragraph of section 19-3.01A(2)(b) with: 07-01-11 For cofferdams on or affecting railroad property, allow 85 days for review. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 12 of 70 CONFORMED Add to the list in the 1st paragraph of section 19-3.01A(2)(d): 01-20-12 9. Provisions for discontinuous rows of soil nails Replace "sets" in the 3rd and 4th paragraphs of section 19-3.01A(2)(d) with: 04-19-13 copies Add to section 19-3.01A(3)(b): 01-20-12 For soil nail walls, wall zones are specified in the special provisions. For ground anchor walls, a wall zone is the entire wall unless otherwise specified in the special provisions. 01-20-12 Delete the 2nd sentence in the 4th paragraph of section 19-3.01A(3)(b). Replace "90" in the paragraph of section 19-3.02G with: 01-18-13 90-1 Add to section 19-3.02: 07-19-13 19-3.02I Filter Fabric Filter fabric must be Class A. Replace the heading of section 19-3.03C with: 04-19-13 19-3.03B(4) Cofferdams Replace the heading of section 19-3.03D with: 04-19-13 19-3.03B(5) Water Control and Foundation Treatment Replace the 1st paragraph of section 19-3.03E(3) with: 01-20-12 Compact structure backfill behind lagging of soldier pile walls by hand tamping, mechanical compaction, or other authorized means. Add to the end of section 19-3.03E(3): 07-19-13 If filter fabric is shown behind the lagging: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 13 of 70 CONFORMED 1. Immediately before placing the filter fabric, remove any loose or extraneous material and sharp objects from the surface to receive the filter fabric. 2. Handle and place the filter fabric under the manufacturer's instructions. Stretch, align, and place the fabric without wrinkling. 3. Stitch the adjacent borders of filter fabric or overlap the adjacent borders by 12 to 18 inches. If stitching the border, use yarn of a contrasting color. Yarn size and composition must be as recommended by the fabric manufacturer. Use 5 to 7 stitches per inch of seam. 4. Repair any damaged filter fabric by placing a piece of filter fabric large enough to cover the damaged area and comply with the overlapping or stitching requirements. Replace the 2nd paragraph of section 19-3.03F with: 01-20-12 Do not backfill over or place material over slurry cement backfill until 4 hours after placement. When concrete sand is used as aggregate and the in-place material is free draining, you may start backfilling as soon as the surface water is gone. Add between the 2nd and 3rd paragraphs of section 19-3.03K: 01-20-12 Before you excavate for the installation of ground anchors in a wall zone: 1. Complete stability testing 2. Obtain authorization of test data Replace the 2nd sentence of the 7th paragraph of section 19-3.03K: 01-20-12 Stop construction in unstable areas until remedial measures have been taken. Remedial measures must be submitted and authorized. Add between the 8th and 9th paragraphs of section 19-3.03K: 01-20-12 When your excavation and installation methods result in a discontinuous wall along any soil nail row, the ends of the structurally completed wall section must extend beyond the ends of the next lower excavation lift by a distance equal to twice the lift height. Maintain temporary slopes at the ends of each wall section to ensure slope stability. Replace the 9th paragraph of section 19-3.03K: 01-20-12 Do not excavate to the next underlying excavation lift until the following conditions have been attained for the portion of the soil nail or ground anchor wall in the current excavation lift: 1. Soil nails or ground anchors are installed and grouted. 2. Reinforced shotcrete facing is constructed. 01-18-13 3. Grout and shotcrete have cured for at least 72 hours. 01-20-12 4. Specified tests are complete for that portion of wall and the results are authorized. 5. Soil nail facing anchorages are attached or ground anchors are locked off. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 14 of 70 CONFORMED Replace the 2nd sentence in the 7th paragraph of section 19-3.04 with: 01-18-13 Structure excavation more than 0.5 foot from the depth shown is paid for as a work-character change if you request an adjustment or the Engineer orders an adjustment. Replace "Contract completion time" in the 8th paragraph of section 19-6.03D with: 10-19-12 work completion date Add to section 19: 01-18-13 19-10–19-20 RESERVED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION IV SUBBASES AND BASES 29 TREATED PERMEABLE BASES 07-19-13 Replace "section 68-4.02C" in the 6th paragraph of section 29-1.03A with: 04-20-12 section 64-4.03 Replace "3rd" in the 4th paragraph of section 29-1.03C with: 07-19-13 4th ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 42 GROOVE AND GRIND CONCRETE 07-19-13 Replace the paragraph of section 42-1.01A with: 07-19-13 Section 42-1 includes general specifications for grooving and grinding concrete. Replace the headings and paragraphs in section 42-3 with: 07-19-13 42-3.01 GENERAL 42-3.01A Summary Section 42-3 includes specifications for grinding the surfaces of pavement, bridge decks, and approach slabs. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 15 of 70 CONFORMED 42-3.01B Definitions Reserved 42-3.01C Submittals Reserved 42-3.01D Quality Control and Assurance Reserved 42-3.02 MATERIALS Not Used 42-3.03 CONSTRUCTION 42-3.03A General Grind surfaces in the longitudinal direction of the traveled way and grind the full lane width. Begin and end grinding at lines perpendicular to the roadway centerline. Grinding must result in a parallel corduroy texture with grooves from 0.08 to 0.12 inch wide and from 55 to 60 grooves per foot of width. Grooves must be from 0.06 to 0.08 inch from the top of the ridge to the bottom of the groove. Grind with abrasive grinding equipment using diamond cutting blades mounted on a self-propelled machine designed for grinding and texturing concrete pavements. 42-3.03B Pavement Grind existing concrete pavement that is adjacent to an individual slab replacement. Grind the replaced individual slab and all the existing slabs immediately surrounding it. Grind after the individual slab is replaced. Grind existing concrete pavement that is adjacent to new lanes of concrete pavement. Grind before paving. After grinding, the existing pavement must comply with requirements for smoothness and coefficient of friction in section 40 except: 1. At the midpoint of a joint or crack, test smoothness with a straightedge. Both sides must have uniform texture. 2. Straightedge and inertial profiler requirements do not apply to areas abnormally depressed from subsidence or other localized causes. End smoothness testing 15 feet before and resume 15 feet after these areas. 3. Cross-slope must be uniform and have positive drainage across the traveled way and shoulder. As an alternative to grinding existing concrete pavement, you may replace the existing pavement. The new concrete pavement must be the same thickness as the removed pavement. Replace existing pavement between longitudinal joints or pavement edges and transverse joints. Do not remove portions of slabs. Replacement of existing concrete pavement must comply with requirements for individual slab replacement in section 41-9. 42-3.03C Bridge Decks, Approach Slabs, and Approach Pavement Grind bridge decks, approach slabs, and approach pavement only if described. The following ground areas must comply with the specifications for smoothness and concrete cover over reinforcing steel in section 51-1.01D(4): 1. Bridge decks Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 16 of 70 CONFORMED 2. Approach slabs 3. Adjacent 50 feet of approach pavement After grinding, the coefficient of friction must comply with section 51-1.01D(4). 42-3.04 PAYMENT Grinding existing approach slabs and adjacent 50 feet of approach pavement is paid for as grind existing bridge deck. The Department does not pay for grinding replacement concrete pavement or for additional grinding to comply with smoothness requirements. Add to section 42: 07-19-13 42-4–42-9 RESERVED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION VI STRUCTURES ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 48 TEMPORARY STRUCTURES 07-19-13 Replace "previously welded splice" and its definition in section 48-2.01B with: 04-19-13 previously welded splice: Splice made in a falsework member in compliance with AWS D1.1 or other recognized welding standard before contract award. Add to section 48-2.01B: 07-19-13 independent support system: Support system that is in addition to the falsework removal system employing methods of holding falsework from above by winches, hydraulic jacks with prestressing steel, HS rods, or cranes. 04-19-13 Delete "field" in the 1st sentence of the 5th paragraph of section 48-2.01C(1). Replace item 1 in the list in the 6th paragraph of section 48-2.01C(1) with: 04-19-13 1. Itemize the testing, inspection methods, and acceptance criteria used Replace "sets" at each occurrence in the 4th paragraph of section 48-2.01C(2) with: 07-19-13 copies Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 17 of 70 CONFORMED Replace the 7th paragraph of section 48-2.01C(2) with: 09-16-11 If you submit multiple submittals at the same time or additional submittals before review of a previous submittal is complete: 1. You must designate a review sequence for submittals 2. Review time for any submittal is the review time specified plus 15 days for each submittal of higher priority still under review Add to section 48-2.01C(2): 07-19-13 Shop drawings and calculations for falsework removal systems employing methods of holding falsework from above by winches, hydraulic jacks with prestressing steel, HS rods, or cranes must include: 1. Design code used for the analysis of the structural members of the independent support system 2. Provisions for complying with current Cal/OSHA requirements 3. Load tests and ratings within 1 year of intended use of hydraulic jacks and winches 4. Location of the winches, hydraulic jacks with prestressing steel, HS rods, or cranes 5. Analysis showing that the bridge deck and overhang are capable of supporting all loads at all time 6. Analysis showing that winches will not overturn or slide during all stages of loading 7. Location of deck and soffit openings if needed 8. Details of repair for the deck and soffit openings after falsework removal Replace the 1st paragraph of section 48-2.01D(2) with: 04-19-13 Welding must comply with AWS D1.1 or other recognized welding standard, except for fillet welds where the load demands are 1,000 lb or less per inch for each 1/8 inch of fillet weld. Replace the 1st through 3rd sentences in the 2nd paragraph of section 48-2.01D(2) with: 04-19-13 Perform NDT on welded splices using UT or RT. Each weld and any repair made to a previously welded splice must be tested. Replace the 3rd paragraph of section 48-2.01D(2) with: 04-19-13 For previously welded splices, perform and document all necessary testing and inspection required to certify the ability of the falsework members to sustain the design stresses. Add to section 48-2.01D(3)(a): 07-19-13 Falsework removal system employing methods of holding falsework from above and members of the independent support system must support the sum of the actual vertical and horizontal loads due to falsework materials, equipment, construction sequence or other causes, and wind loading. Identifiable mechanical devices used in the falsework removal plan must meet applicable industry standards and manufacturer instructions for safe load carrying capacity. Unidentifiable winches must be capable of carrying twice the design load. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 18 of 70 CONFORMED The load used for the analysis of overturning moment and sliding of the winch system must be 150 percent of the design load. Add to section 48-2.03D: 07-19-13 Falsework removal employing methods of holding falsework by winches, hydraulic jacks with prestressing steel, HS rods, or cranes must also be supported by an independent support system when the system is not actively lowering the falsework at vehicular, pedestrian, or railroad traffic openings. Bridge deck openings used to facilitate falsework removal activities must be formed and located away from the wheel path. The formed openings must be wedge shaped with a 5-inch maximum diameter at the top and a 3-inch maximum diameter at the bottom. Anchor 10-inch-square aluminum or galvanized steel wire, 1/4-inch-mesh hardware cloth with a 0.025- inch minimum wire diameter firmly to the inside of the soffit openings. Construct a 1/2-inch drip groove to the outside of soffit openings. Clean and roughen openings made in the bridge deck. Fill the deck openings with rapid setting concrete complying with section 15-5.02. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 49 PILING 07-18-14 Replace "sets" in the 1st paragraph of section 49-1.01C(2) with: 04-19-13 copies Replace "set" in the 2nd paragraph of section 49-1.01C(2) with: 04-19-13 copy Replace "Load Applied to Pile by Hydraulic Jack(s) Acting at One End of Test Beam(s) Anchored to the Pile" in the 5th paragraph of section 49-1.01D(2) with: 07-20-12 "Tensile Load Applied by Hydraulic Jack(s) Acting Upward at One End of Test Beam(s)" Add to section 49-1.03: 04-20-12 Dispose of drill cuttings under section 19-2.03B. Replace the paragraph of section 49-2.01A(1) with: 07-19-13 Section 49-2.01 includes general specifications for fabricating and installing driven piles. Epoxy-coated bar reinforcing steel used for pile anchors must comply with section 52-2.02. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 19 of 70 CONFORMED Replace the 2nd paragraph of section 49-2.01D with: 01-20-12 Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the plane of pile cutoff. Replace the paragraph of section 49-2.02A(1) with: 07-19-13 Section 49-2.02 includes specifications for fabricating and installing steel pipe piles. Replace the definitions in section 49-2.02A(2) with: 07-19-13 shop welding: Welding performed at a plant on the Department's Authorized Facility Audit List. field welding: Welding not performed at a plant on the Department's Authorized Facility Audit List. Replace item 2 in the list in the paragraph of section 49-2.02A(3)(b) with: 07-19-13 2. Certified mill test reports for each heat number of steel used in pipe piles being furnished. Replace the paragraph of section 49-2.02A(4)(a) with: 07-19-13 Section 11-3.02 does not apply to shop welds in steel pipe piles fabricated at a facility on the Department's Authorized Facility Audit List. For groove welds using submerged arc welding from both sides without backgouging, qualify the WPS under Table 4.5 of AWS D1.1. Replace "0.45" in the 2nd paragraph of section 49-2.02B(1)(a) with: 07-19-13 0.47 Replace the 1st paragraph of section 49-2.02B(1)(b) with: 07-19-13 Welds must comply with AWS D1.1. Circumferential welds must be CJP welds. 07-19-13 Delete the 5th paragraph of section 49-2.02B(1)(b). Add to section 49-2.02B(1): 07-19-13 49-2.02B(1)(d) Reserved Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 20 of 70 CONFORMED Replace "4.8.4" in item 2.3 in the list in the 2nd paragraph of section 49-2.02B(2) with: 07-19-13 4.9.4 07-19-13 Delete the 3rd paragraph of section 49-2.02C(2). Replace the paragraph of section 49-2.03A(1) with: 07-19-13 Section 49-2.03 includes specifications for fabricating and installing structural shape steel piles. Replace the paragraph of section 49-2.03A(3) with: 07-19-13 Submit a certified material test report and a certificate of compliance that includes a statement that all materials and workmanship incorporated in the work and all required tests and inspections of this work have been performed as described. Replace the 1st paragraph of section 49-2.03B with: 07-19-13 Structural shape steel piles must comply with ASTM A 36/A 36M, ASTM A 572/A 572M, ASTM A 709/A 709M, or ASTM A 992/A 992M. Replace "sets" in the 1st paragraph of section 49-2.04A(3) with: 04-19-13 copies 07-19-13 Delete the 1st paragraph of section 49-2.04A(4). Replace the 3rd and 4th paragraphs of section 49-2.04B(2) with: 10-19-12 Piles in a corrosive environment must be steam or water cured under section 90-4.03. If piles in a corrosive environment are steam cured, either: 1. Keep the piles continuously wet for at least 3 days. The 3 days includes the holding and steam curing periods. 2. Apply curing compound under section 90-1.03B(3) after steam curing. Replace the 1st paragraph of section 49-3.01A with: 07-19-13 Section 49-3.01 includes general specifications for constructing CIP concrete piles. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 21 of 70 CONFORMED Add to section 49-3.01A: 01-20-12 Concrete must comply with section 51. Replace the 1st paragraph of section 49-3.01C with: 01-20-12 Except for CIDH concrete piles constructed under slurry, construct CIP concrete piles such that the excavation methods and the concrete placement procedures provide for placing the concrete against undisturbed material in a dry or dewatered hole. Replace "Reserved" in section 49-3.02A(2) with: 01-20-12 dry hole: 1. Except for CIDH concrete piles specified as end bearing, a drilled hole that: 1.1. Accumulates no more than 12 inches of water in the bottom of the drilled hole during a period of 1 hour without any pumping from the hole during the hour. 1.2. Has no more than 3 inches of water in the bottom of the drilled hole immediately before placing concrete. 2. For CIDH concrete piles specified as end bearing, a drilled hole free of water without the use of pumps. Replace "Reserved" in section 49-3.02A(3)(a) with: 01-20-12 If plastic spacers are proposed for use, submit the manufacturer's data and a sample of the plastic spacer. Allow 10 days for review. Replace item 5 in the list in the 1st paragraph of section 49-3.02A(3)(b) with: 10-19-12 5. Methods and equipment for determining: 5.1. Depth of concrete 5.2. Theoretical volume of concrete to be placed, including the effects on volume if casings are withdrawn 5.3. Actual volume of concrete placed Add to the list in the 1st paragraph of section 49-3.02A(3)(b): 01-18-13 8. Drilling sequence and concrete placement plan. Replace item 2 in the list in the 1st paragraph of section 49-3.02A(3)(g) with: 01-20-12 2. Be sealed and signed by an engineer who is registered as a civil engineer in the State. This requirement is waived for either of the following conditions: 2.1. The proposed mitigation will be performed under the current Department-published version of ADSC Standard Mitigation Plan 'A' - Basic Repair without exception or modification. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 22 of 70 CONFORMED 2.2. The Engineer determines that the rejected pile does not require mitigation due to structural, geotechnical, or corrosion concerns, and you elect to repair the pile using the current Department-published version of ADSC Standard Mitigation Plan 'B' - Grouting Repair without exception or modification. Replace "49-2.03A(4)(d)" in the 1st paragraph of section 49-3.02A(4)(d)(i) with: 07-19-13 49-3.02A(4)(d) Add to the beginning of section 49-3.02A(4)(d)(ii): 07-19-13 If the drilled hole is dry or dewatered without the use of temporary casing to control ground water, installation of inspection pipes is not required. Replace item 1 in the list in the 1st paragraph of section 49-3.02A(4)(d)(ii) with: 01-20-12 1. Inspection pipes must be schedule 40 PVC pipe complying with ASTM D 1785 with a nominal pipe size of 2 inches. Watertight PVC couplers complying with ASTM D 2466 are allowed to facilitate pipe lengths in excess of those commercially available. Log the location of the inspection pipe couplers with respect to the plane of pile cutoff. Add to section 49-3.02A(4)(d)(iv): 01-20-12 If the Engineer determines it is not feasible to use one of ADSC's standard mitigation plans to mitigate the pile, schedule a meeting and meet with the Engineer before submitting a nonstandard mitigation plan. The meeting attendees must include your representatives and the Engineer's representatives involved in the pile mitigation. The purpose of the meeting is to discuss the type of pile mitigation acceptable to the Department. Provide the meeting facility. The Engineer conducts the meeting. Replace the 1st paragraph of section 49-3.02B(5) with: 07-19-13 Grout must consist of cementitious material and water, and may contain an admixture if authorized. Do not exceed 5 gallons of water per 94 lb of cement. Cementitious material must comply with section 90-1.02B, except SCMs are not required. Water must comply with section 90-1.02D. If municipally supplied potable water is used, the testing specified in section 90-1.02D is waived. Admixtures must comply with section 90, except admixtures must not contain chloride ions in excess of 0.25 percent by weight. Use aggregate to extend the grout as follows: 1. Aggregate must consist of at least 70 percent fine aggregate and approximately 30 percent pea gravel, by weight. 2. Fine aggregate must comply with section 90-1.02C(3). Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 23 of 70 CONFORMED 3. Size of pea gravel must be such that 100 percent passes the 1/2-inch sieve, at least 85 percent passes the 3/8-inch sieve, and not more than 5 percent passes the no. 8 sieve. 4. Minimum cementitious material content of the grout must not be less than 845 lb/cu yd of grout. Mix the grout as follows: 1. Add water to the mixer followed by cementitious material, aggregates, and any admixtures. 2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout. 3. Agitate the grout continuously until the grout is pumped. 4. Do not add water after initial mixing. Replace section 49-3.02B(8) with: 01-20-12 49-3.02B(8) Spacers Spacers must comply with section 52-1.03D, except you may use plastic spacers. Plastic spacers must: 1. Comply with sections 3.4 and 3.5 of the Concrete Reinforcing Steel Institute's Manual of Standard Practice 2. Have at least 25 percent of their gross plane area perforated to compensate for the difference in the coefficient of thermal expansion between the plastic and concrete 3. Be of commercial quality Add between the 1st and 2nd paragraphs of section 49-3.02C(2): 07-19-13 For CIDH concrete piles with a pile cap, the horizontal tolerance at the center of each pile at pile cut-off is the larger of 1/24 of the pile diameter or 3 inches. The horizontal tolerance for the center-to-center spacing of 2 adjacent piles is the larger of 1/24 of the pile diameter or 3 inches. Add between the 3rd and 4th paragraphs of section 49-3.02C(2): 07-18-14 If drilling slurry is used during excavation, maintain the slurry level at least 10 feet above the piezometric head. Add to section 49-3.02C(4): 01-20-12 Unless otherwise shown, the bar reinforcing steel cage must have at least 3 inches of clear cover measured from the outside of the cage to the sides of the hole or casing. Place spacers at least 5 inches clear from any inspection tubes. Place plastic spacers around the circumference of the cage and at intervals along the length of the cage, as recommended by the manufacturer. 07-19-13 For a single CIDH concrete pile supporting a column: 1. If the pile and the column share the same reinforcing cage diameter, this cage must be accurately placed as shown Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 24 of 70 CONFORMED 2. If the pile reinforcing cage is larger than the column cage and the concrete is placed under dry conditions, maintain a clear horizontal distance of at least 3.5 inches between the two cages 3. If the pile reinforcing cage is larger than the column cage and the concrete is placed under slurry, maintain a clear horizontal distance of at least 5 inches between the two cages Replace section 49-3.02C(6) with: 07-19-13 49-3.02C(6) Construction Joint Section 49-3.02C(6) applies to CIDH concrete piles where a construction joint is shown. If a permanent steel casing is not shown, you must furnish and install a permanent casing. The permanent casing must: 1. Be watertight and of sufficient strength to prevent damage and to withstand the loads from installation procedures, drilling and tooling equipment, lateral concrete pressures, and earth pressures. 2. Extend at least 5 feet below the construction joint. If placing casing into rock, the casing must extend at least 2 feet below the construction joint. 3. Not extend above the top of the drilled hole or final grade whichever is lower. 4. Not increase the diameter of the CIDH concrete pile more than 2 feet. 5. Be installed by impact or vibratory hammers, oscillators, rotators, or by placing in a drilled hole. Casings placed in a drilled hole must comply with section 49-3.02C(5). Section 49-2.01A(4)(b) does not apply to permanent casings specified in this section. Replace item 3 in the list in the 11th paragraph of section 49-3.02C(8) with: 07-18-14 3. Maintain the slurry level at least10 feet above the piezometric head Add to section 49-4.01: 07-19-13 Steel soldier piles must comply with section 49-2.03. Replace the headings and paragraphs in section 49-4.02 with: 07-19-13 Concrete anchors must comply with the specifications for studs in clause 7 of AWS D1.1. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 50 PRESTRESSING CONCRETE 07-19-13 Replace "sets" at each occurrence in the 2nd and 3rd paragraphs of section 50-1.01C(3) with: 04-19-13 copies Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 25 of 70 CONFORMED Add to section 50-1.01C(3): 07-19-13 Include a grouting plan with your shop drawing submittal. The grouting plan must include: 1. Detailed grouting procedures 2. Type, quantity, and brand of materials to be used 3. Type of equipment to be used including provisions for backup equipment 4. Types and locations of grout inlets, outlets, and vents 5. Methods to clean ducts before grouting 6. Methods to control the rate of flow within ducts 7. Theoretical grout volume calculations for each duct 8. Duct repair procedures due to an air pressure test failure 9. Mixing and pumping procedures 10. Direction of grouting 11. Sequence of use of inlets and outlets 12. Procedure for handling blockages 13. Proposed forms for recording grouting information 14. Procedure for secondary grouting 15. Names of people who will perform grouting activities including their relevant experience and certifications Add to section 50-1.01C: 07-19-13 50-1.01C(5) Grout Submit a daily grouting report for each day grouting is performed. Submit the report within 3 days after grouting. The report must be signed by the technician supervising the grouting activity. The report must include: 1. Identification of each tendon 2. Date grouting occurred 3. Time the grouting started and ended 4. Date of placing the prestressing steel in the ducts 5. Date of stressing 6. Type of grout used 7. Injection end and applied grouting pressure 8. Actual and theoretical quantity of grout used to fill duct 9. Ratio of actual to theoretical grout quantity 10. Records of air, grout, and structure surface temperatures during grouting. 11. Summary of tests performed and results, except submit compressive strength and chloride ion test results within 48 hours of test completion 12. Names of personnel performing the grouting activity 13. Summary of problems encountered and corrective actions taken 14. Summary of void investigations and repairs made Replace the introductory clause in the 1st paragraph of section 50-1.01C(4) with: 07-19-13 Submit test samples for the materials shown in the following table to be used in the work: Add between "the" and "test samples" in the 1st paragraph of section 50-1.01D(2): 07-19-13 prestressing steel Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 26 of 70 CONFORMED Replace the 3rd paragraph of section 50-1.01D(2) with: 10-19-12 The Department may verify the prestressing force using the Department's load cells. Replace the 3rd paragraph in section 50-1.01D(3) with: 07-19-13 Each pressure gage must be fully functional and have an accurately reading, clearly visible dial or display. The dial must be at least 6 inches in diameter and graduated in 100 psi increments or less. Add between the 5th and 6th paragraphs of section 50-1.01D(3): 07-19-13 Each jack and its gages must be calibrated as a unit. Replace the 6th paragraph in section 50-1.01D(3) with: 07-19-13 Each jack used to tension prestressing steel permanently anchored at 25 percent or more of its specified minimum ultimate tensile strength must be calibrated by METS within 1 year of use and after each repair. You must: 1. Schedule the calibration of the jacking equipment with METS 2. Mechanically calibrate the gages with a dead weight tester or other authorized means before calibration of the jacking equipment by METS 3. Verify that the jack and supporting systems are complete, with proper components, and are in good operating condition 4. Provide labor, equipment, and material to (1) install and support the jacking and calibration equipment and (2) remove the equipment after the calibration is complete 5. Plot the calibration results Each jack used to tension prestressing steel permanently anchored at less than 25 percent of its specified minimum ultimate tensile strength must be calibrated by an authorized laboratory within 6 months of use and after each repair. Add to section 50-1.01D: 07-19-13 50-1.01D(4) Pressure Testing Ducts For post-tensioned concrete bridges, pressure test each duct with compressed air after stressing. To pressure test the ducts: 1. Seal all inlets, outlets, and grout caps. 2. Open all inlets and outlets on adjacent ducts. 3. Attach an air compressor to an inlet at 1 end of the duct. The attachment must include a valve that separates the duct from the air source. 4. Attach a pressure gage to the inlet at the end of the duct. 5. Pressurize the duct to 50 psi. 6. Lock-off the air source. 7. Record the pressure loss after 1 minute. 8. If there is a pressure loss exceeding 25 psi, repair the leaks with authorized methods and retest. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 27 of 70 CONFORMED Compressed air used to clear and test the ducts must be clean, dry, and free of oil or contaminants. 50-1.01D(5) Duct Demonstration of Post-Tensioned Members Before placing forms for deck slabs of box girder bridges, demonstrate that any prestressing steel placed in the ducts is free and unbonded. If no prestressing steel is in the ducts, demonstrate that the ducts are unobstructed. If prestressing steel is installed after the concrete is placed, demonstrate that the ducts are free of water and debris immediately before installing the steel. Before post-tensioning any member, demonstrate that the prestressing steel is free and unbonded in the duct. The Engineer must witness all demonstrations. 50-1.01D(6) Void Investigation In the presence of the Engineer, investigate the ducts for voids between 24 hours and 72 hours after grouting completion. As a minimum, inspect the inlet and outlet ports at the anchorages and at high points in the tendons for voids after removal. Completely fill any voids found with secondary grout. 50-1.01D(7) Personnel Qualifications Perform post-tensioning field activities, including grouting, under the direct supervision of a technician certified as a level 2 Bonded PT Field Specialist through the Post-Tensioning Institute. Grouting activities may be performed under the direct supervision of a technician certified as a Grouting Technician through the American Segmental Bridge Institute. Replace the 6th paragraph of section 50-1.02B with: 07-19-13 Package the prestressing steel in containers or shipping forms that protect the steel against physical damage and corrosion during shipping and storage. Replace the 13th paragraph of section 50-1.02B with: 07-19-13 Prestressing steel is rejected if surface rust either: 1. Cannot be removed by hand-cleaning with a fine steel wool pad 2. Leaves pits visible to the unaided eye after cleaning Replace the 4th paragraph of section 50-1.02C with: 07-19-13 Admixtures must comply with section 90, except admixtures must not contain chloride ions in excess of 0.25 percent by weight. 07-19-13 Delete the 5th paragraphs of section 50-1.02C. Add to section 50-1.02C: 07-19-13 Secondary grout must: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 28 of 70 CONFORMED 1. Comply with ASTM C 1107 2. Not have a deleterious effect on the steel, concrete, or bond strength of the steel to concrete Replace item 9 including items 9.1 and 9.2 in the list in the 1st paragraph of section 50-1.02D with: 07-19-13 9. Have an inside cross-sectional area of at least 2.5 times the net area of the prestressing steel for multistrand tendons Replace "3/8" in item 10 in the list in the 1st paragraph of section 50-1.02D with: 07-19-13 1/2 07-19-13 Delete the 2nd sentences in the 1st paragraph of section 50-1.02E. Replace section 50-1.02F with: 07-19-13 50-1.02F Permanent Grout Caps Permanent grout caps for anchorage systems of post-tensioned tendons must: 1. Be glass-fiber-reinforced plastic with antioxidant additives. The environmental stress-cracking failure time must be at least 192 hours under ASTM D 1693, Condition C. 2. Completely cover and seal the wedge plate or anchorage head and all exposed metal parts of the anchorage against the bearing plate using neoprene O-ring seals. 3. Have a grout vent at the top of the cap. 4. Be bolted to the anchorage with stainless steel complying with ASTM F 593, alloy 316. All fasteners, including nuts and washers, must be alloy 316. 5. Be pressure rated at or above 150 psi. Add to section 50-1.02: 09-16-11 50-1.02G Sheathing Sheathing for debonding prestressing strand must: 1. Be split or un-split flexible polymer plastic tubing 2. Have a minimum wall thickness of 0.025 inch 3. Have an inside diameter exceeding the maximum outside diameter of the strand by 0.025 to 0.14 inch Split sheathing must overlap at least 3/8 inch. Waterproofing tape used to seal the ends of the sheathing must be flexible adhesive tape. The sheathing and waterproof tape must not react with the concrete, coating, or steel. Replace the 2nd paragraph of section 50-1.03A(3) with: 07-19-13 After installation, cover the duct ends and vents to prevent water or debris from entering. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 29 of 70 CONFORMED Add to section 50-1.03A(3): 07-19-13 Support ducts vertically and horizontally during concrete placement at a spacing of at most 4 feet. 07-19-13 Delete "at least" in the 1st paragraph of section 50-1.03B(1). Add to section 50-1.03B(1): 01-20-12 After seating, the maximum tensile stress in the prestressing steel must not exceed 75 percent of the minimum ultimate tensile strength shown. 07-19-13 Delete the 1st through 4th paragraphs of section 50-1.03B(2)(a). Replace "temporary tensile strength" in the 7th paragraph of section 50-1.03B(2)(a) with: 07-19-13 temporary tensile stress Add to section 50-1.03B(2)(a): 07-19-13 If prestressing strand is installed using the push-through method, use guide caps at the front end of each strand to protect the duct from damage. Add to the list in the 2nd paragraph of section 50-1.03B(2)(c): 07-19-13 3. Be equipped with permanent grout caps Replace section 50-1.03B(2)(d) with: 07-19-13 50-1.03B(2)(d) Bonding and Grouting 50-1.03B(2)(d)(i) General Bond the post-tensioned prestressing steel to the concrete by completely filling the entire void space between the duct and the prestressing steel with grout. Ducts, vents, and grout caps must be clean and free from water and deleterious materials that would impair bonding of the grout or interfere with grouting procedures. Compressed air used for cleaning must be clean, dry, and free of oil or contaminants. Prevent the leakage of grout through the anchorage assembly by positive mechanical means. Before starting daily grouting activities, drain the pump system to remove any water from the piping system. Break down and thoroughly clean the pump and piping system after each grouting session. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 30 of 70 CONFORMED After completing duct grouting activities: 1. Abrasive blast clean and expose the aggregate of concrete surfaces where concrete is to be placed to cover and encase the anchorage assemblies 2. Remove the ends of vents 1 inch below the roadway surface 50-1.03B(2)(d)(ii) Mixing and Proportioning Proportion solids by weight to an accuracy of 2 percent. Proportion liquids by weight or volume to an accuracy of 1 percent. Mix the grout as follows: 1. Add water to the mixer followed by the other ingredients. 2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout without an excessive temperature increase or loss of properties of the mixture. 3. Do not exceed 5 gal of water per 94 lb of cement or the quantity of water in the manufacturer's instructions, whichever is less. 4. Agitate the grout continuously until the grout is pumped. Do not add water after the initial mixing. 50-1.03B(2)(d)(iii) Placing Pump grout into the duct within 30 minutes of the 1st addition of the mix components. Inject grout from the lowest point of the duct in an uphill direction in 1 continuous operation maintaining a one-way flow of the grout. You may inject from the lowest anchorage if complete filling is ensured. Before injecting grout, open all vents. Continuously discharge grout from the vent to be closed. Do not close any vent until free water, visible slugs of grout, and entrapped air have been ejected and the consistency of the grout flowing from the vent is equivalent to the injected grout. Pump the grout at a rate of 16 to 50 feet of duct per minute. Conduct grouting at a pressure range of 10 to 50 psi measured at the grout inlet. Do not exceed maximum pumping pressure of 150 psi at the grout inlet. As grout is injected, close the vents in sequence in the direction of flow starting with the closest vent. Before closing the final vent at the grout cap, discharge at least 2 gal of grout into a clean receptacle. Bleed all high point vents. Lock a pressure of 5 psi into the duct by closing the grout inlet valve. 50-1.03B(2)(d)(iv) Weather Conditions If hot weather conditions will contribute to quick stiffening of the grout, cool the grout by authorized methods as necessary to prevent blockages during pumping activities. If freezing weather conditions are anticipated during and following the placement of grout, provide adequate means to protect the grout in the ducts from damage by freezing. 50-1.03B(2)(d)(v) Curing During grouting and for a period of 24 hours after grouting, eliminate vibration from contractor controlled sources within 100 feet of the span in which grouting is taking place, including from moving vehicles, jackhammers, large compressors or generators, pile driving activities, soil compaction, and falsework removal. Do not vary loads on the span. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 31 of 70 CONFORMED For PC concrete members, do not move or disturb the members after grouting for 24 hours. If ambient temperature drops below 50 degrees F, do not move or disturb the members for 48 hours. Do not remove or open valves until grout has cured for at least 24 hours. 50-1.03B(2)(d)(vi) Grouting Equipment Grouting equipment must be: 1. Capable of grouting at a pressure of at least 100 psi 2. Equipped with a pressure gage having a full-scale reading of not more than 300 psi 3. Able to continuously grout the longest tendon on the project in less than 20 minutes Grout must pass through a screen with clear openings of 1/16 inch or less before entering the pump. Fit grout injection pipes, ejection pipes, and vents with positive mechanical shutoff valves capable of withstanding the pumping pressures. Do not remove or open valves until the grout has set. If authorized, you may substitute mechanical valves with suitable alternatives after demonstrating their effectiveness. Provide a standby grout mixer and pump. 50-1.03B(2)(d)(vii) Grout Storage Store grout in a dry environment. 50-1.03B(2)(d)(viii) Blockages If the grouting pressure reaches 150 psi, close the inlet and pump the grout at the next vent that has just been or is ready to be closed as long as a one-way flow is maintained. Do not pump grout into a succeeding outlet from which grout has not yet flowed. When complete grouting of the tendon cannot be achieved by the steps specified, stop the grouting operation. 50-1.03B(2)(d)(ix) Secondary Grouting Perform secondary grouting by vacuum grouting under the direct supervision of a person who has been trained and has experience in the use of vacuum grouting equipment and procedures. The vacuum grouting process must be able to determine the size of the void and measure the volume of grout filling the void. Vacuum grouting equipment must consist of: 1. Volumeter for the measurement of void volume 2. Vacuum pump with capacity of at least 10 cfm and equipped with a flow meter capable of measuring the amount of grout being injected 50-1.03B(2)(d)(x) Vertical Tendon Grouting Provide a standpipe at the upper end of the tendon to collect bleed water and allow it to be removed from the grout. The standpipe must be large enough to prevent the grout elevation from dropping below the highest point of the upper anchorage device. If the grout level drops to the highest point of the upper anchorage device, immediately add grout to the standpipe. Remove the standpipe after the grout has hardened. For vertical tendons in excess of 100 feet high or if grouting pressure exceeds 145 psi, inject grout at a higher vent from which grout has already flowed to maintain one-way flow. 50-1.03B(2)(d)(xi) Vents Place vents at the following locations: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 32 of 70 CONFORMED 1. Anchorage areas at both ends of the tendon 2. Each high point 3. 4 feet upstream and downstream of each crest of a high point 4. Each change in the cross section of duct Add to section 50-1.03B(2): 09-16-11 50-1.03B(2)(e) Debonding Prestressing Strands Where shown, debond prestressing strands by encasing the strands in plastic sheathing along the entire length shown and sealing the ends of the sheathing with waterproof tape. Distribute the debonded strands symmetrically about the vertical centerline of the girder. The debonded lengths of pairs of strands must be equal. Do not terminate debonding at any one cross section of the member for more than 40 percent of the debonded strands or 4 strands, whichever is greater. Thoroughly seal the ends with waterproof tape to prevent the intrusion of water or cement paste before placing the concrete. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 51 CONCRETE STRUCTURES 07-18-14 Replace the paragraphs of section 51-1.01A with: 10-19-12 Section 51-1 includes general specifications for constructing concrete structures. Earthwork for the following concrete structures must comply with section 19-3: 1. Sound wall footings 2. Sound wall pile caps 3. Culverts 4. Barrier slabs 5. Junction structures 6. Minor structures 7. Pipe culvert headwalls, endwalls, and wingwalls for a pipe with a diameter of 5 feet or greater Falsework must comply with section 48-2. Joints must comply with section 51-2. Elastomeric bearing pads must comply with section 51-3. Reinforcement for the following concrete structures must comply with section 52: 1. Sound wall footings 2. Sound wall pile caps 3. Barrier slabs 4. Junction structures 5. Minor structures 6. PC concrete members Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 33 of 70 CONFORMED You may use RSC for a concrete structure only where the specifications allow the use of RSC. Replace "sets" in the 1st paragraph of section 51-1.01C(2) with: 07-19-13 copies Replace the heading of section 51-1.01D(4) with: 04-19-13 Testing Concrete Surfaces Add to section 51-1.01D(4)(a): 04-19-13 The Engineer tests POC deck surfaces for smoothness and crack intensity. Add to the list in the 1st paragraph of section 51-1.01D(4)(b): 04-19-13 3. Completed deck surfaces, including ramps and landings of POCs Replace the 4th paragraph in section 51-1.01D(4)(b) with: 04-19-13 Except for POCs, surface smoothness is tested using a bridge profilograph under California Test 547. Two profiles are obtained in each lane approximately 3 feet from the lane lines and 1 profile is obtained in each shoulder approximately 3 feet from the curb or rail face. Profiles are taken parallel to the direction of traffic. Add between the 5th and 6th paragraphs of section 51-1.01D(4)(b): 04-19-13 POC deck surfaces must comply with the following smoothness requirements: 1. Surfaces between grade changes must not vary more than 0.02 foot from the lower edge of a 12-foot- long straightedge placed parallel to the centerline of the POC 2. Surface must not vary more than 0.01 foot from the lower edge of a 6-foot-long straightedge placed perpendicular to the centerline of the POC Add to section 51-1.01D(4)(d): 04-19-13 The Engineer measures crack intensity of POC deck surfaces after curing, before prestressing, and before falsework release. Clean the surface for the Engineer to measure surface crack intensity. In any 100 sq ft portion of a new POC deck surface, if there are more than 10 feet of cracks having a width at any point of over 0.02 inch, treat the deck with methacrylate resin under section 15-5.05. Treat the entire deck width between the curbs to 5 feet beyond where the furthest continuous crack emanating from the 100 sq ft section is 0.02 inch wide. Treat the deck surface before grinding. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 34 of 70 CONFORMED Replace the 2nd paragraph of section 51-1.02B with: 07-19-13 Except for minor structures, the minimum required 28-day compressive strength for concrete in structures or portions of structures is the compressive strength described or 3,600 psi, whichever is greater. Add to section 51-1.03C(2)(c)(i): 04-20-12 Permanent steel deck forms are only allowed where shown or if specified as an option in the special provisions. Replace the 3rd paragraph of section 51-1.03C(2)(c)(ii) with: 04-20-12 Compute the physical design properties under AISI's North American Specification for the Design of Cold- Formed Steel Structural Members. Replace the 8th paragraph of section 51-1.03D(1) with: 10-19-12 Except for concrete placed as pipe culvert headwalls and endwalls, slope paving and aprons, and concrete placed under water, consolidate concrete using high-frequency internal vibrators within 15 minutes of placing concrete in the forms. Do not attach vibrators to or hold them against forms or reinforcing steel. Do not displace reinforcement, ducts, or prestressing steel during vibrating. Add to section 51-1.03E(5): 08-05-11 Drill the holes without damaging the adjacent concrete. If reinforcement is encountered during drilling before the specified depth is attained, notify the Engineer. Unless coring through the reinforcement is authorized, drill a new hole adjacent to the rejected hole to the depth shown. Add to section 51-1.03F(5)(a): 04-19-13 For approach slabs, sleeper slabs, and other roadway surfaces of concrete structures, texture the roadway surface as specified for bridge deck surfaces in section 51-1.03F(5)(b). Replace "Reserved" in section 51-1.03F(5)(b) with: 07-18-14 51-1.03F(5)(b)(i) General Except for bridge widenings, texture roadway surfaces of bridge decks, approach slabs, and sleeper slabs, and other roadway surfaces of concrete structures longitudinally by grinding and grooving or by longitudinal tining. For bridge widenings, texture the roadway surfaces longitudinally by longitudinal tining. 04-20-12 In freeze-thaw areas, do not texture PCC surfaces of bridge decks. 51-1.03F(5)(b)(ii) Grinding and Grooving When texturing the deck surface by grinding and grooving, place a 1/4 inch of sacrificial concrete cover on the bridge deck above the finished grade shown. Place items to be embedded in the concrete based Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 35 of 70 CONFORMED on the final profile grade elevations shown. Construct joint seals after completing the grinding and grooving. Before grinding and grooving, deck surfaces must comply with the smoothness and deck crack treatment requirements. Grind and groove the deck surface as follows: 1. Grind the surface to within 18 inches of the toe of the barrier under section 42-3. Grinding must not reduce the concrete cover on reinforcing steel to less than 1-3/4 inches. 2. Groove the ground surfaces longitudinally under section 42-2. The grooves must be parallel to the centerline. 51-1.03F(5)(b)(iii) Longitudinal Tining When texturing the deck surface by longitudinal tining, perform initial texturing with a burlap drag or broom device that produces striations parallel to the centerline. Perform final texturing with spring steel tines that produce grooves parallel with the centerline. The tines must: 1. Be rectangular in cross section 2. Be from 3/32 to 1/8 inch wide on 3/4-inch centers 3. Have enough length, thickness, and resilience to form grooves approximately 3/16 inch deep Construct grooves to within 6 inches of the layout line of the concrete barrier toe. Grooves must be from 1/8 to 3/16 inch deep and 3/16 inch wide after concrete has hardened. For irregular areas and areas inaccessible to the grooving machine, you may hand construct grooves. Hand-constructed grooves must comply with the specifications for machine-constructed grooves. Tining must not cause tearing of the deck surface or visible separation of coarse aggregate at the surface. Add to section 51-1.03F: 04-19-13 51-1.03F(6) Finishing Pedestrian Overcrossing Surfaces Construct deck surfaces, including ramps and landings of POCs to the grade and cross section shown. Surfaces must comply with the specified smoothness, surface texture, and surface crack requirements. The Engineer sets deck elevation control points for your use in establishing the grade and cross section of the deck surface. The grade established by the deck elevation control points includes all camber allowances. Except for landings, elevation control points include the beginning and end of the ramp and will not be closer together than approximately 8 feet longitudinally and 4 feet transversely to the POC centerline. Landing elevation control points are at the beginning and the end of the landing. Broom finish the deck surfaces of POCs. Apply the broom finish perpendicular to the path of travel. You may apply water mist to the surface immediately before brooming. Clean any discolored concrete by abrasive blast cleaning or other authorized methods. Replace the paragraphs of section 51-1.04 with: 10-19-12 If concrete involved in bridge work is not designated by type and is not otherwise paid for under a separate bid item, the concrete is paid for as structural concrete, bridge. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 36 of 70 CONFORMED The payment quantity for structural concrete includes the volume in the concrete occupied by bar reinforcing steel, structural steel, prestressing steel materials, and piling. The payment quantity for seal course concrete is the actual volume of seal course concrete placed except the payment quantity must not exceed the volume of concrete contained between vertical planes 1 foot outside the neat lines of the seal course shown. The Department does not adjust the unit price for an increase or decrease in the seal course concrete quantity. Structural concrete for pier columns is measured as follows: 1. Horizontal limits are vertical planes at the neat lines of the pier column shown. 2. Bottom limit is the bottom of the foundation excavation in the completed work. 3. Upper limit is the top of the pier column concrete shown. The payment quantity for drill and bond dowel is determined from the number and depths of the holes shown. Replace section 51-2.01B(2) with: 04-19-13 51-2.01B(2) Reserved 04-19-13 Delete the 4th paragraph of section 51-2.01C. Replace "SSPC-QP 3" in the 1st paragraph of section 51-2.02A(2) with: 10-19-12 AISC-420-10/SSPC-QP 3 Replace the 2nd and 3rd paragraphs of section 51-2.02B(3)(b) with: 04-20-12 Concrete saws for cutting grooves in the concrete must have diamond blades with a minimum thickness of 3/16 inch. Cut both sides of the groove simultaneously for a minimum 1st pass depth of 2 inches. The completed groove must have: 1. Top width within 1/8 inch of the width shown or ordered 2. Bottom width not varying from the top width by more than 1/16 inch for each 2 inches of depth 3. Uniform width and depth Cutting grooves in existing decks includes cutting any conflicting reinforcing steel. Replace "sets" in the 1st and 2nd paragraphs of section 51-2.02D(1)(c)(ii) with: 04-19-13 copies Replace "set" in the 7th paragraph of section 51-2.02D(1)(c)(ii) with: 04-19-13 copy Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 37 of 70 CONFORMED Add to the 1st paragraph of section 51-2.02D(3): 04-19-13 POC deck surfaces must comply with section 51-1.03F(6) before placing and anchoring joint seal assemblies. Replace "sets" in the 2nd paragraph of section 51-2.02E(1)(c) with: 04-19-13 copies Replace "set" in the 6th paragraph of section 51-2.02E(1)(c) with: 04-19-13 copy Replace the 2nd paragraph of section 51-2.02E(1)(e) with: 08-05-11 Except for components in contact with the tires, the design loading must be the AASHTO LRFD Bridge Design Specifications Design Truck with 100 percent dynamic load allowance. Each component in contact with the tires must support a minimum of 80 percent of the AASHTO LRFD Bridge Design Specifications Design Truck with 100 percent dynamic load allowance. The tire contact area must be 10 inches measured normal to the longitudinal assembly axis by 20 inches wide. The assembly must provide a smooth-riding joint without slapping of components or tire rumble. Replace "sets" in the 1st and 2nd paragraphs of section 51-2.02F(1)(c) with: 04-19-13 copies Add between the 1st and 2nd paragraphs of section 51-4.01A: 10-19-12 Prestressing concrete members must comply with section 50. 04-20-12 Delete the 2nd paragraph of section 51-4.01A. Replace the 3rd paragraph of section 51-4.01C(2) with: 04-20-12 For segmental or spliced-girder construction, shop drawings must include the following additional information: 1. Details showing construction joints or closure joints 2. Arrangement of bar reinforcing steel, prestressing tendons, and pressure-grouting pipe 3. Materials and methods for making closures 4. Construction joint keys and surface treatment 5. Other requested information For segmental girder construction, shop drawings must include concrete form and casting details. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 38 of 70 CONFORMED Replace "sets" in the 1st paragraph of section 51-4.01C(3) with: 04-19-13 copies 10-19-12 Delete the 1st and 2nd paragraphs of section 51-4.02A. Replace the 3rd paragraph of section 51-4.02B(2) with: 04-20-12 For segmental or spliced-girder construction, materials for construction joints or closure joints at exterior girders must match the color and texture of the adjoining concrete. Add to section 51-4.02B(2): 04-20-12 At spliced-girder closure joints: 1. If shear keys are not shown, the vertical surfaces of the girder segment ends must be given a coarse texture as specified for the top surface of PC members. 2. Post-tensioning ducts must extend out of the vertical surface of the girder segment closure end sufficiently to facilitate splicing of the duct. For spliced girders, pretension strand extending from the closure end of the girder segment to be embedded in the closure joint must be free of mortar, oil, dirt, excessive mill scale and scabby rust, and other coatings that would destroy or reduce the bond. Add to section 51-4.03B: 04-20-12 The specifications for prestressing force distribution and sequencing of stressing in the post-tensioning activity in 50-1.03B(2)(a) do not apply if post-tensioning of spliced girders before starting deck construction is described. The composite deck-girder structure must be post-tensioned in a subsequent stage. Temporary spliced-girder supports must comply with the specifications for falsework in section 48-2. Before post-tensioning of spliced girders, remove the forms at CIP concrete closures and intermediate diaphragms to allow inspection for concrete consolidation. Add to section 51-5.01A: 07-19-13 Structure excavation and backfill must comply with section 19-3. Treated permeable base must comply with section 29. Replace the paragraph in section 51-5.02G with: 04-18-14 HMA for a temporary roadway structural section must comply with the specifications for minor HMA in section 39. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 39 of 70 CONFORMED 07-19-13 Delete the 1st paragraph of section 51-5.03B(3). 07-19-13 Delete the 2nd paragraph of section 51-5.03D(1). Add between the 1st and 2nd paragraphs of section 51-7.01A: 10-19-12 Minor structures include: 1. Pipe culvert headwalls and endwalls for a pipe with a diameter less than 5 feet 2. Drainage inlets 3. Other structures described as minor structures 10-19-12 Delete the 4th paragraph of section 51-7.01A. Replace the 1st and 2nd paragraphs of section 51-7.01B with: 10-19-12 Concrete must comply with the specifications for minor concrete. Add to section 51: 10-19-12 51-8–51-15 RESERVED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 52 REINFORCEMENT 07-18-14 Add to section 52-1.01A: 07-20-12 Splicing of bar reinforcement must comply with section 52-6. Replace the 1st and 2nd paragraphs of section 52-1.02B with: 10-19-12 Reinforcing bars must be deformed bars complying with ASTM A 706/A 706M, Grade 60, except you may use: 1. Deformed bars complying with ASTM A 615/A 615M, Grade 60, in: 1.1. Junction structures 1.2. Sign and signal foundations 1.3. Minor structures 1.4. Concrete crib members 1.5. Mechanically-stabilized-embankment concrete panels 1.6. Masonry block sound walls 2. Deformed or plain bars complying with ASTM A 615/A 615M, Grade 40 or 60, in: 2.1. Slope and channel paving Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 40 of 70 CONFORMED 2.2. Concrete barriers Type 50 and 60 3. Plain bars for spiral or hoop reinforcement in structures and concrete piles Add to the list in the 3rd paragraph of section 52-1.02B: 04-20-12 9. Shear reinforcement stirrups in PC girders Replace the 9th paragraph of section 52-1.03D with: 07-18-14 Terminate each unit of spiral reinforcement at both ends by lapping the spiral reinforcement on itself for at least 80 diameters followed by (1) a 135-degree hook with a 6-inch tail hooked around an intersecting longitudinal bar or (2) a mechanical lap splice coupler. Discontinuities in spiral reinforcement may be made only where shown or authorized. The spiral on each side of a discontinuity or a lap splice is a separate unit. Where discontinuities in spiral reinforcement are not allowed, splice the spiral reinforcement. Lap splices in spiral reinforcement must be lapped at least 80 diameters followed by (1) a 135-degree hook with a 6-inch tail hooked around an intersecting longitudinal bar or (2) a mechanical lap splice coupler. Add to section 52-5.01D: 07-18-14 52-5.01D(4) Quality Assurance Testing Secure, identify, and transport QA headed bar reinforcement test samples to METS as specified for splice test samples in section 52-5.01D(3)(b). The Department tests headed bar reinforcement as specified for QC testing in section 52-5.01D(3)(b). The Department will notify you of the QA test results for each bundle of 4 test samples of splices within 3 business days after METS receives the bundle unless more than 1 bundle is received on the same day, in which case allow 2 additional business days for each additional bundle received. Replace the 6th paragraph of section 52-6.01D(4)(a) with: 01-18-13 Before performing service splice or ultimate butt splice testing, perform total slip testing on the service splice or ultimate butt splice test samples under section 52-6.01D(4)(b). Replace section 52-6.02D with: 10-21-11 52-6.02D Ultimate Butt Splice Requirements When tested under California Test 670, ultimate butt splice test samples must demonstrate necking as either of the following: 1. For "Necking (Option I)," the test sample must rupture in the reinforcing bar outside of the affected zone and show visible necking. 2. For "Necking (Option II)," the largest measured strain must be at least: 2.1. Six percent for no. 11 and larger bars 2.2. Nine percent for no. 10 and smaller bars Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 41 of 70 CONFORMED Replace the 2nd and 3rd paragraphs of section 52-6.03B with: 01-18-13 Do not splice the following by lapping: 1. No. 14 bars 2. No. 18 bars 3. Hoops 4. Reinforcing bars where you cannot provide a minimum clear distance of 2 inches between the splice and the nearest adjacent bar ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 55 STEEL STRUCTURES 07-19-13 07-19-13 Delete the 3rd paragraph in section 55-1.01C(1). Replace the 3rd sentence of the 4th paragraph in section 55-1.01C(1) with: 07-19-13 For ASTM F 1554 anchor bolts, include chemical composition and carbon equivalence for each heat of steel. Add to section 55-1.01C(1): 07-19-13 For HS connections, submit a record of which lots are used in each joint as an informational submittal. Replace "sets" at each occurrence in the 1st paragraph of section 55-1.01C(2) with: 04-19-13 copies Replace the list in the 2nd paragraph of section 55-1.01C(2) with: 07-19-13 1. Sequence of shop and field assembly and erection. For continuous members, include proposed steel erection procedures with calculations that show girder capacity and geometry will be correct. 2. Welding sequences and procedures. 3. Layout drawing of the entire structure with locations of butt welded splices. 4. Locations of temporary supports and welds. 5. Vertical alignment of girders at each stage of erection. 6. Match-marking diagrams. 7. Details for connections not shown or dimensioned on the plans. 8. Details of allowed options incorporated in the work. 9. Direction of rolling of plates where orientation is specified. 10. Distortion control plan. 11. Dimensional tolerances. Include measures for controlling accumulated error to meet overall tolerances. 12. Material specification and grade listed on the bill of materials. 13. Identification of tension members and fracture critical members. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 42 of 70 CONFORMED 14. Proposed deviations from plans, specifications, or previously submitted shop drawings. 15. Contract plan sheet references for details. Replace items 2 and 3 in the list in the 1st paragraph of section 55-1.01C(3) with: 07-19-13 2. Tension flanges and webs of horizontally curved girders 3. Hanger plates Replace the 2nd paragraph of section 55-1.01C(3) with: 07-19-13 Furnish plates, shapes, or bars with extra length to provide for removal of check samples. 07-19-13 Delete the 1st and 2nd sentences in the 3rd paragraph of section 55-1.01C(3). Replace the 4th paragraph of section 55-1.01C(3) with: 07-19-13 Remove material for test samples in the Engineer's presence. Test samples for plates over 24 inches wide must be 10 by 12 inches with the long dimension transverse to the direction of rolling. Test samples for other products must be 12 inches long taken in the direction of rolling with a width equal to the product width. Replace the 1st sentence of the 6th paragraph in section 55-1.01C(3) with: 07-19-13 Results of check testing are delivered to you within 20 days of receipt of samples at METS. 07-19-13 Delete the 2nd paragraph of section 55-1.01D(1). Replace the 2nd sentence of the 4th paragraph in section 55-1.01D(1) with: 07-19-13 The calibration must be performed by an authorized repair and calibration center approved by the tool manufacturer. Add to section 55-1.01D(1): 07-19-13 For bolts installed as snug tight, rotational capacity testing and installation tension testing are not required. In addition to NDT requirements in AWS D1.5, ultrasonically test 25 percent of all main member tension butt welds in material over 1/2 inch thick. Perform NDT on 100 percent of each pin as follows: 1. MT under ASTM A 788, S 18, with no linear indication allowed exceeding 3 mm 2. UT under ASTM A 788, S 20, level S and level DA in two perpendicular directions Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 43 of 70 CONFORMED The Engineer determines the location of all NDT testing for welding. 07-19-13 Delete the 2nd paragraph of section 55-1.01D(3)(a). Replace section 55-1.01D(4)(b) with: 07-19-13 Perform rotational capacity testing on each rotational capacity lot under section 55-1.01D(3)(b) at the job site before installation. Replace the 1st sentence of the 2nd paragraph in section 55-1.01D(4)(c) with: 07-19-13 Test 3 representative HS fastener assemblies under section 8 of Specification for Structural Joints Using High-Strength Bolts of the RCSC. Replace the 1st paragraph in section 55-1.01D(4)(d) with: 07-19-13 Perform fastener tension testing to verify minimum tension in HS bolted connections no later than 48 hours after all fasteners in a connection have been tensioned. Replace the 3rd paragraph in section 55-1.01D(4)(d) with: 07-19-13 Test 10 percent of each type of fastener assembly in each HS bolted connection for minimum tension using the procedure described in section 10 of Specification for Structural Joints Using High-Strength Bolts of the RCSC. Check at least 2 assemblies per connection. For short bolts, determine the inspection torque using steps 1 through 7 of "Arbitration of Disputes, Torque Method-Short Bolts" in Structural Bolting Handbook of the Steel Structures Technology Center. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 44 of 70 CONFORMED Replace the 1st table in the 1st paragraph of section 55-1.02A(1) with: 07-19-13 Structural Steel Material Specification Carbon steel ASTM A 709/A 709M, Grade 36 or ASTM A36/A36Ma HS low alloy columbium vanadium steel ASTM A 709/A 709M, Grade 50 or ASTM A 992/A 992M or ASTM A 572/A 572M, Grade 50a HS low alloy structural steel ASTM A 709/A 709M, Grade 50W or Grade HPS 50W, or ASTM A 588/A 588Ma HS low alloy structural steel plate ASTM A 709/A 709M, Grade HPS 70W High-yield strength quenched and tempered alloy steel plate suitable for welding ASTM A 709/A 709M, Grade 100, Grade 100W, or Grade HPS 100W, or ASTM A 514/A 514Ma aGrades you may substitute for the equivalent ASTM A 709 steel subject to the modifications and additions specified and to the requirements of ASTM A 709. Replace the 2nd table in the 1st paragraph of section 55-1.02A(1) with: 07-19-13 Fasteners Material Specification Steel fastener components for general applications: Bolts and studs ASTM A 307 Anchor bolts ASTM F 1554a HS bolts and studs ASTM A 449, Type 1a HS threaded rods ASTM A 449, Type 1 a HS nonheaded anchor bolts ASTM F 1554, Grade 105, Class 2Aa Nuts ASTM A 563, including appendix X1b Washers ASTM F 844 Hardened Washers ASTM F 436, Type 1, including S1 supplementary requirements Components of HS steel fastener assemblies for use in structural steel joints: Bolts ASTM A 325, Type 1 Tension control bolts ASTM F 1852, Type 1 Nuts ASTM A 563, including appendix X1b Hardened washers ASTM F 436, Type 1, Circular, including S1 supplementary requirements Direct tension indicators ASTM F 959, Type 325, zinc-coated aUse hardened washers.bZinc-coated nuts tightened beyond snug or wrench tight must be furnished with a dry lubricant complying with supplementary requirement S2 in ASTM A 563. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 45 of 70 CONFORMED Replace the 3rd table in the 1st paragraph of section 55-1.02A(1) with: 07-19-13 Other Materials Material Specification Carbon steel for forgings, pins, and rollers ASTM A 668/A 668M, Class D Alloy steel for forgings ASTM A 668/A 668M, Class G Pin nuts ASTM A 709/A 709M or ASTM A 563, including appendix X1a Carbon-steel castings ASTM A 27/A 27M, Grade 65-35, Class 1 Malleable iron castings ASTM A 47/A 47M, Grade 32510 Gray iron castings ASTM A 48, Class 30B Carbon steel structural tubing ASTM A 500/A 500M, Grade B, ASTM A 501, ASTM A 847/A 847M, or ASTM A 1085 Steel pipeb ASTM A 53, Type E or S, Grade B; ASTM A 106, Grade B; or ASTM A 139, Grade B Stud connectors ASTM A 108 aZinc-coated nuts tightened beyond snug or wrench tight must be furnished with a dry lubricant complying with supplementary requirement S2 in ASTM A 563. bHydrostatic testing will not apply. Replace the table in the 1st paragraph in section 55-1.02A(2) with: 07-19-13 Material complying with ASTM A 709/A 709M CVN impact value (ft-lb at temperature) Grade 36 15 at 40 ºF Grade 50a (Thickness up to 2 inches) 15 at 40 ºF Grade 50Wa (Thickness up to 2 inches) 15 at 40 ºF Grade 50a (Thickness over 2 inches up to 4 inches ) 20 at 40 ºF Grade 50Wa (Thickness over 2 inches up to 4 inches) 20 at 40 ºF Grade HPS 50Wa (Thickness up to 4 inches) 20 at 10 ºF Grade HPS 70W (Thickness up to 4 inches) 25 at -10 ºF Grade 100 (Thickness of 2-1/2 inches or less) 25 at 0 ºF Grade 100W (Thickness over 2-1/2 inches up to 4 inches) 35 at 0 ºF Grade HPS 100W (Thickness of 2-1/2 inches or less) 25 at -30 ºF Grade HPS 100W (Thickness over 2-1/2 inches up to 4 inches) 35 at -30 ºF aIf the material yield strength is more than 65,000 psi, reduce the temperature for the CVN impact value 15 degrees F for each increment of 10,000 psi above 65,000 psi. Replace the 1st sentence of the 1st paragraph in section 55-1.02A(5) with: 07-19-13 Steel, gray iron, and malleable iron castings must have continuous fillets cast in place in reentrant angles. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 46 of 70 CONFORMED 07-19-13 Delete the 3rd and 4th sentences in the 2nd paragraph in section 55-1.02A(5). Replace the 1st paragraph of section 55-1.02B(1) with: 07-19-13 Section 55-1.02B(1) applies to work performed at the source and at the job site. Replace the 4th paragraph in section 55-1.02B(1) with: 07-19-13 Ends of girder stiffeners shown as tight-fit must bear on the girder flange with at least point bearing. Local clearances between the end of the stiffener and the girder flange must be at most 1/16 inch. Replace the 1st sentence of the 5th paragraph in section 55-1.02B(1) with: 07-19-13 Fabricate floor beams, stringers, and girders having end connection angles to exact length back to back of connection angles. Add to the 7th paragraph in section 55-1.02B(1): 07-19-13 Use low-stress stamps for fracture critical members and tension members. Replace the 2nd sentence of the 9th paragraph in section 55-1.02B(1) with: 07-19-13 Slightly round edges and sharp corners, including edges marred, cut, or roughened during handling or erection. Replace the 3rd paragraph in section 55-1.02B(2) with: 07-19-13 Instead of machining, you may heat straighten steel not in contact with other metal bearing surfaces if the above tolerances are met. Replace item 2 in the list in the 1st paragraph of section 55-1.02B(3) with: 07-19-13 2. Radius of bend measured to the concave face must comply with Manual of Steel Construction of the AISC Replace the 1st sentence of the 2nd paragraph in section 55-1.02B(3) with: 07-19-13 Plates to be bent to a smaller radius than specified in Manual of Steel Construction of the AISC must be bent hot. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 47 of 70 CONFORMED Replace the introductory clause of the 2nd paragraph of section 55-1.02B(4) with: 07-19-13 Threads for pin ends and pin nuts 1-1/2 inches or more in diameter must comply with the following: Replace the 3rd paragraph in section 55-1.02B(5) with: 07-19-13 Holes for pins must be: 1. True to the diameter specified. 2. At right angles to the member axis. 3. Parallel with each other except for pins where nonparallel holes are required. 4. Smooth and straight with the final surface produced by a finishing cut. Replace the 1st paragraph in section 55-1.02B(6)(c) with: 07-19-13 Bolted connections using HS fastener assemblies must comply with Specification for Structural Joints Using High-Strength Bolts of the RCSC. Replace the 7th paragraph in section 55-1.02B(6)(c) with: 07-19-13 For all bolts, thread stickout after tensioning must be at least flush with the outer nut face. At least 3 full threads must be located within the grip of the connection. 07-19-13 Delete the 3rd paragraph in section 55-1.02B(7)(a). Add to section 55-1.02B(7)(a): 07-19-13 For welds indicated to be subject to tensile forces that are to receive RT, grind smooth and flush on both sides of welds before testing. For groove weld surface profiles that interfere with NDT procedures, grind welds smooth and blend with the adjacent material. For fillet weld surface profiles that interfere with NDT procedures, grind welds and blend the toes smoothly with the adjacent base metal. Add to section 55-1.02B(7): 07-19-13 55-1.02B(7)(c) Steel Pedestrian Bridges Reserved Replace the 1st paragraph in section 55-1.02B(9) with: 07-19-13 Prepare and paint contact surfaces of HS bolted connections before assembly. Thoroughly clean all other surfaces of metal in contact to bare metal before assembly. Remove all rust, mill scale, and foreign material. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 48 of 70 CONFORMED Replace the 1st sentence of the 4th paragraph in section 55-1.02B(9) with: 07-19-13 Preassemble truss work in lengths of at least 3 abutting panels and adjust members for line and camber. Replace the 1st sentence of the 5th paragraph in section 55-1.02B(9) with: 07-19-13 Preassemble bolted splice joints for plate girders in lengths of at least 3 abutting sections and adjust abutting sections for line and camber. Replace the 6th paragraph in section 55-1.02B(9) with: 07-19-13 Preassemble prepared splice joints for welded girders with abutting members and adjust for line and camber. Replace the paragraphs in section 55-1.03C(1) with: 07-19-13 Reserved Replace the 3rd sentence of the 1st paragraph in section 55-1.03C(2) with: 07-19-13 Attain full bearing on the concrete under bearing assemblies. Replace the 3rd paragraph in section 55-1.03C(2) with: 07-19-13 During welding, protect bearings and bearing surfaces using authorized methods. Replace section 55-1.03C(4) with: 07-19-13 55-1.03C(4) Continuous Members Unless otherwise shown, structural steel girders are designed for continuity in supporting girder dead load. If erection procedures provide girder continuity for dead load, preassemble members with field joints in a no-load condition in a horizontal or an upright condition. You may erect structural steel girders such that dead load girder continuity is not provided. If erection procedures do not provide girder continuity for dead load: 1. You may increase cross-sectional areas or change grades of steel to provide the specified capacity if authorized. 2. After erection, the erected structure must have a load-carrying capacity at least equal to the structure shown. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 49 of 70 CONFORMED 59 PAINTING 11-15-13 Replace "SSPC-SP 10" at each occurrence in section 59 with: 10-19-12 SSPC-SP 10/NACE no. 2 Replace "SSPC-SP 6" at each occurrence in section 59 with: 10-19-12 SSPC-SP 6/NACE no. 3 Replace "SSPC-CS 23.00" at each occurrence in section 59 with: 10-19-12 SSPC-CS 23.00/AWS C 2.23M/NACE no. 12 Replace "Specification for Structural Joints Using ASTM A325 or A 490 Bolts" in the 1st paragraph of section 59-2.01C(1) with: 07-19-13 Specification for Structural Joints Using High-Strength Bolts Replace "SSPC-QP 3 or AISC SPE, Certification P-1 Enclosed" in item 3 in the list in the 1st paragraph of section 59-2.01D(1) with: 10-19-12 AISC-420-10/SSPC-QP 3 (Enclosed Shop) Replace "Specification for Structural Joints Using ASTM A325 or A 490 Bolts" in the 1st paragraph of section 59-2.02 with: 07-19-13 Specification for Structural Joints Using High-Strength Bolts Replace the paragraphs in section 59-2.03A with: 10-19-12 Clean and paint all exposed structural steel and other metal surfaces. You must provide enclosures for cleaning and painting structural steel. Cleaning and painting of new structural steel must be performed in an Enclosed Shop as defined in AISC-420-10/SSPC-QP 3. Maintain atmospheric conditions inside enclosures within specified limits. Except for blast cleaning within closed buildings, perform blast cleaning and painting during daylight hours. Add to section 59-2.03B: 07-19-13 59-2.03B(3) Containment Systems 59-2.03B(3)(a) General Construct containment systems when disturbing existing paint systems during bridge rehabilitation. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 50 of 70 CONFORMED The containment system must be one of the following: 1. Ventilated containment system 2. Vacuum-shrouded surface preparation equipment and drapes and ground covers 3. Equivalent containment system if authorized The containment system must contain all water, resulting debris, and visible dust produced when the existing paint system is disturbed. Properly maintain the containment system while work is in progress and do not change the containment system unless authorized. Containment systems over railroad property must provide the minimum clearances as specified in section 5-1.20C for the passage of railroad traffic. 59-2.03B(3)(b) Ventilated Containment Systems 59-2.03B(3)(b)(i) General If flexible framing is used, support and fasten it to (1) prevent the escape of abrasive and blast materials due to whipping from traffic or wind and (2) maintain clearances. If the wind speed reaches 50 mph or greater, relieve the wind pressure on the containment system using an authorized method. 59-2.03B(3)(b)(ii) Design Criteria Scaffolding or supports for the ventilated containment system must not extend below the vertical clearance level nor to the ground line at locations within the roadbed. For truss-type bridges, all connections of the ventilated containment system to the existing structure must be made through the deck, girder, stringer, or floor beam system. No connections are allowed that will cause bending stresses in a truss member. The ventilated containment system must comply with section 7-1.02K(6)(e). The minimum total design load for the ventilated containment system must consist of the sum of the dead and live vertical loads. Dead and live loads are as follows: 1. Dead load must consist of the actual load of the ventilated containment system 2. Live loads for bridges with only spot blast cleaning work must consist of: 2.1. Uniform load of at least 25 psf applied over the supported area 2.2. Moving concentrated load of 1000 lb to produce maximum stress in the main supporting elements of the ventilated containment system 3. Live loads for bridges with 100 percent blast cleaning to bare metal must consist of: 3.1. Uniform load of at least 45 psf, which includes 20 psf of sand load, applied over the supported area 3.2. Moving concentrated load of 1000 lb to produce maximum stress in the main supporting elements of the ventilated containment system Assumed horizontal loads do not need to be included in the design of the ventilated containment system. Maximum allowable stresses must comply with section 48-2.01D(3)(c). 59-2.03B(3)(b)(iii) Ventilation The ventilation system in the ventilated containment system must be of the forced input airflow type with fans or blowers. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 51 of 70 CONFORMED Negative air pressure must be employed within the ventilated containment system and will be verified by visual methods by observing the concave nature of the ventilated containment system while taking into account wind effects or by using smoke or other visible means to observe airflow. The input airflow must be properly balanced with the exhaust capacity throughout the range of operations. The exhaust airflow of the ventilation system in the ventilated containment system must be forced into wet or dry dust collectors or bag houses. Replace item 1 in the list in the 2nd paragraph of section 59-2.03C(1) with: 10-19-12 1. Apply a stripe coat of undercoat paint on all edges, corners, seams, crevices, interior angles, junctions of joining members, weld lines, and similar surface irregularities. The stripe coat must completely hide the surface being covered. If spot blast cleaning portions of the bridge, apply the stripe coat of undercoat paint before each undercoat and follow with the undercoat as soon as practical. If removing all existing paint from the bridge, apply the undercoat first as soon as practical and follow with the stripe coat of undercoat paint for each undercoat. Replace the heading of section 59-2.03C(2) with: 04-19-13 Zinc Coating System Add to section 59-2.03C(2)(a): 04-19-13 Coatings for new structural steel and connections between new and existing structural steel must comply with the requirements shown in the following table: Zinc Coating System Description Coating Dry film thickness (mils) All new surfaces: Undercoat Inorganic zinc primer, AASHTO M 300 Type I or II 4–8 Finish coata Exterior grade latexb, 2 coats 2 minimum each coat, 4–8 total Total thickness, all coats 8–14 Connections to existing structural steel:c Undercoat Inorganic zinc primer, AASHTO M 300 Type I or II 4–8 Finish coata Exterior grade latexb, 2 coats 2 minimum each coat, 4–8 total Total thickness, all coats 8–14 aIf no finish coats are described, a final coat of inorganic zinc primer is required. bExterior grade latex must comply with section 91-2.02 unless otherwise specified. cIncludes the following locations: 1. New and existing contact surfaces 2. Existing member surfaces under new HS bolt heads, nuts, or washers 3. Bare surfaces of existing steel after trimming, cutting, drilling, or reaming 4. Areas within a 4-inch radius from the point of application of heat for welding or flame cutting Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 52 of 70 CONFORMED Replace "Specification for Structural Joints Using ASTM A325 or A 490 Bolts" in the 7th paragraph of section 59-2.03C(2)(b)(i) with: 07-19-13 Specification for Structural Joints Using High-Strength Bolts Add to section 59-2.03C: 04-19-13 59-2.03C(3) Moisture-Cured Polyurethane Coating System Reserved 59-2.03C(4) State Specification Paint Waterborne Coating System 59-2.03C(4)(a) General The State Specification PWB coating system for existing structural steel must comply with the requirements shown in the following table: State Specification PWB Coating System Surface Description State Specification PWB Coating Dry film thickness (mils) Surfaces cleaned to bare metala: 1st undercoat 145 2–3 2nd undercoat 146 2–3 1st finish coat 171 1.5–3 2nd finish coat 172 1.5–3 Total thickness, all coats -- 7–12 Existing painted surfaces to be topcoated: Undercoat 146 2–3 1st finish coat 171 1.5–3 2nd finish coat 172 1.5–3 Total thickness, new coats -- 5–9 aIncludes locations of spot blast cleaning 59-2.03C(4)(b) Finish Coats 11-15-13 Reserved Add to section 59-5.01: 04-19-13 Where specified, prepare and paint sign structures under sections 59-2 and 59-3. Instead of submitting proof of the certification complying with SSPC-QP 1, you may submit documentation with the painting quality work plan showing compliance with the requirements in section 3 of SSPC-QP 1. Instead of submitting proof of the certification complying with SSPC-QP 2, you may submit documentation with the painting quality work plan showing compliance with the requirements in sections 4.2 through 4.4 of SSPC-QP 2, Category A. Instead of submitting proof of the certification complying with AISC-420-10/SSPC-QP 3 (Enclosed Shop), you may submit documentation with the painting quality work plan showing compliance with the requirements in sections 5 through 18 of AISC-420-10/SSPC-QP3. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 53 of 70 CONFORMED Replace the paragraphs of section 59-5.03 with: 04-19-13 59-5.03A General You may prepare and paint sign structures before or after erection. After erection, repair damaged paint to the satisfaction of the Engineer. The total dry film thickness of finish coats on contact surfaces of galvanized HS bolted connections (1) must be from 1 to 4 mils and (2) may be applied in 1 application. 59-5.03B Undercoating of Ungalvanized Surfaces Blast-cleaned surfaces must receive a single undercoat consisting of an inorganic zinc coating as specified in AASHTO M 300, Type I or Type II, except: 1. The first 2 sentences of section 5.6 do not apply 2. Section 5.6.1 does not apply If you propose to use a coating that is not on the Authorized Material List, submit the required documentation specified in section 5.6 of AASHTO M 300. Allow 30 days for the Engineer's review. 59-5.03C Testing of Inorganic Zinc Coating Perform adhesion and hardness testing no sooner than 72 hours after application of the single undercoat of inorganic zinc coating. 59-5.03D Finish Coating The exposed area of inorganic zinc coating must receive a minimum of 2 finish coats of exterior grade latex paint. The 1st finish coat color must match no. 24558 of FED-STD-595. The 2nd finish coat color must match no. 24491 of FED-STD-595. The total dry film thickness of the applications of the 2nd finish coat must be not less than 2 mils. Replace section 59-7 with: 07-19-13 59-7 STAINING CONCRETE AND SHOTCRETE 59-7.01 GENERAL 59-7.01A General 59-7.01A(1) Summary Section 59-7.01 includes specifications for preparing and staining concrete and shotcrete surfaces using an acid stain. 59-7.01A(2) Definitions Reserved 59-7.01A(3) Submittals Submit stain manufacturer's product data and application instructions at least 7 days before starting staining activities. 59-7.01A(4) Quality Control and Assurance Reserved 59-7.01B Materials 59-7.01B(1) General Reserved Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 54 of 70 CONFORMED 59-7.01B(2) Stain Stain must: 1. Be a water-based solution of inorganic metallic salts 2. Contain dilute acid that penetrates and etches the concrete or shotcrete surface 3. Be a commercial quality product designed specifically for exterior applications 4. Produce abrasion-resistant color deposits 59-7.01B(3) Sealer Reserved 59-7.01B(4) Joint Sealing Compound Reserved 59-7.01C Construction 59-7.01C(1) General Seal joints between concrete and shotcrete surfaces to be stained and adjacent metal with joint sealing compound before applying the stain. Test surfaces for acceptance of the stain before applying the stain. Clean surfaces that resist accepting the stain and retest until passing. Apply the stain under the manufacturer's instructions. Before staining, the concrete or shotcrete surfaces must be: 1. At least 28 days old 2. Prepared under SSPC-SP 13/NACE no. 6 3. Thoroughly dry Apply the stain uniformly to avoid excessive rundown. Work the stain into the concrete using a nylon bristle brush in a circular motion. After the last coat of stain has dried, rinse stained surfaces with water and wet scrub with a stiff bristle nylon brush until the rinse water runs clear. Collect all rinse water. Protect adjacent surfaces during staining. Thoroughly cure each application of the stain and correct skips, holidays, thin areas, or other deficiencies before the next application. Drips, puddles, or other irregularities must be worked into the concrete or shotcrete surface. 59-7.01C(2) Test Panel For staining concrete or shotcrete, stain a test panel complying with section 51-1.01D(3). For staining sculpted shotcrete, stain a test panel complying with section 53-3.01D(3). The test panel must be: 1. Stained using the same personnel, materials, equipment and methods to be used in the work 2. Accessible for viewing 3. Displayed in an upright position near the work 4. Authorized for staining before starting the staining work If ordered, construct additional test panels until a satisfactory color is attained. The Engineer uses the authorized stained test panel to determine the acceptability of the stained surface. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 55 of 70 CONFORMED Dispose of the test panels after the staining work is complete and authorized. Notify the Engineer before disposing of the test panels. 59-7.01D Payment Not Used 59-7.02 SCULPTED SHOTCRETE AND TEXTURED CONCRETE 59-7.02A General 59-7.02A(1) Summary Section 59-7.02 includes specifications for preparing and staining sculpted shotcrete and textured concrete surfaces using an acid stain. 59-7.02A(2) Definitions Reserved 59-7.02A(3) Submittals 59-7.02A(3)(a) General Reserved 59-7.02A(3)(b) Experience Qualifications Submit the following documentation of the staining subcontractor's experience at least 10 days before the preconstruction meeting: 1. Summary of the staining subcontractor's experience that demonstrates compliance with section 59- 7.02A(4)(b). 2. List of at least 3 projects completed in the last 5 years that demonstrate the staining subcontractor's ability to stain textured concrete or sculpted shotcrete surfaces similar to the textured concrete or sculpted shotcrete for this project. For each project include: 2.1. Project description 2.2. Name and phone number of the owner 2.3. Staining completion date 2.4. Color photos of the completed stained surface 59-7.02A(3)(c) Installation Plan Submit an installation plan at least 10 days before the preconstruction meeting. The installation plan must include details for preparing and staining the textured concrete or sculpted shotcrete to achieve the required color, including: 1. Number of applications that will be used to apply the stain 2. For each application of the stain, a description of: 2.1. Manufacturer, color, finish, and percentage strength mixture of the stain that will be applied 2.2. Methods and tools that will be used to apply the stain 3. Methods for protecting adjacent surfaces during staining 4. Rinse water collection plan for containing all liquid, effluent, and residue resulting from preparing and staining textured concrete or sculpted shotcrete 59-7.02A(4) Quality Control and Assurance 59-7.02A(4)(a) General Reserved 59-7.02A(4)(b) Contractor Qualifications The staining subcontractor must: 1. Have experience in staining textured concrete or sculpted shotcrete surfaces to simulate the appearance of natural rock formations or stone masonry Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 56 of 70 CONFORMED 2. Have successfully completed at least 3 projects in the past 5 years involving staining of concrete or sculpted shotcrete surfaces similar to the textured concrete or sculpted shotcrete for this project 59-7.02A(4)(c) Preconstruction Meeting Before starting staining activities, conduct a meeting to discuss the installation plan. Meeting attendees must include the Engineer and all staining subcontractors. 59-7.02B Materials Not Used 59-7.02C Construction Not Used 59-7.02D Payment Prepare and stain concrete and prepare and stain shotcrete are measured by the area of the vertical or sloped wall face stained. Replace "solider" in the 5th paragraph of section 59-9.03 with: 04-19-13 soldier Replace section 59-11 with: 07-19-13 59-11 STAINING GALVANIZED SURFACES Reserved Replace section 59-12 with: 07-19-13 59-12 ROCK STAINING 59-12.01 GENERAL 59-12.01A Summary Section 59-12 includes specifications for applying stain to the exterior surface of landscape boulders, native rock that has been damaged or scarred, rock energy dissipaters, rock slope protection and gabion surfaces. 59-12.01B Submittals Submit the following: 1. Work plan showing methods to control overspray and spillage, and to protect adjacent surfaces 2. Product data including the manufacturer's product sheet and the instructions for the application of the stain 59-12.01C Quality Control and Assurance 59-12.01C(1) General Reserved 59-12.01C(2) Test Plot Apply the stain to a test plot rock area of at least 3 by 3 feet at a location designated by the Engineer. Notify the Engineer at least 7 days before staining the test plot. Prepare and stain the test plot with the Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 57 of 70 CONFORMED same materials, tools, equipment, and methods to be used in staining the final surfaces. Separate test plots are required for staining rock slope protection and native rock. If ordered, prepare additional test plots. Additional test plots are change order work. Obtain authorization of the test plot before starting the staining work. Use the authorized test plot as the standard for comparison in determining acceptability of staining. If the test plot is not incorporated into the work and the Engineer determines it is no longer needed, dispose of it. 59-12.02 MATERIALS 59-12.02A General Reserved 59-12.02B Stain Reserved 59-12.03 CONSTRUCTION 59-12.03A General Reserved 59-12.03B Preparation Before applying the stain: 1. Identify and obtain authorization for the areas to be stained 2. Remove oils, dirt, and other contaminants from the surfaces to be stained 3. Dry all surfaces to be stained 59-12.03C Application After the areas to be stained have been identified, prepared, and the test plot authorized, stain the exposed surfaces under the manufacturer's instructions to achieve a color consistent with, or as close as possible to, the authorized test area color. Control overspray and protect adjacent surfaces. Keep stained surfaces dry for at least 20 days following the application of the stain. 59-12.04 PAYMENT Rock stain areas are measured along the slope face. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION VII DRAINAGE 64 PLASTIC PIPE 07-19-13 Replace the 2nd paragraph of section 64-1.01A with: 10-19-12 Plastic pipe includes all necessary elbows, wyes, tees, other branches, fittings, coupling systems, concrete collars or tees, and reinforcement. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 58 of 70 CONFORMED Replace item 1 in the list in the 3rd paragraph of section 64-1.02E with: 07-19-13 1. If watertight joints are shown, use Type S corrugated polyethylene pipe with gaskets. If watertight joints are not shown, use gasketed joints when specified. Gaskets for Type C corrugated polyethylene pipe must be installed on each side of the joint. Gaskets must comply with ASTM F477 and be factory-installed. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 68 SUBSURFACE DRAINS 04-18-14 Replace the 5th paragraph of section 68-4.02E with: 04-18-14 HMA for backfilling trenches must comply with HMA for miscellaneous areas as specified in section 39. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 70 MISCELLANEOUS DRAINAGE FACILITIES 07-19-13 Replace section 70-5.02A(2) with: 01-20-12 70-5.02A(2) Plastic Flared End Sections Plastic flared end sections must comply with ASTM D 3350. Replace "40-1.03N" in item 2.4 of the 1st paragraph of section 70-5.06C with: 07-19-13 40-1.03K Replace the 2nd, 3rd, and 4th paragraphs of section 70-7.02B with: 01-18-13 Before shipping, the exterior surfaces of the casing must be cleaned, primed, and coated to comply with ANSI/AWWA C213 or ANSI/AWWA C214. Wrapping tape for repairing damaged coating and wrapping field joints and fittings must be a pressure- sensitive PVC or polyethylene tape with a minimum thickness of 50 mils, 2 inches wide. Add to section 70-7.03: 01-18-13 Repair damaged coating on the casing and wrap field joints and fittings with wrapping tape as follows: 1. Before wrapping, thoroughly clean and prime the pipe casing, joints, and fittings under the tape manufacturer's instructions. 2. Wrap the tape tightly with 1/2 uniform lap, free from wrinkles and voids to provide not less than a 100- mil thickness. 3. Wrapping at joints must extend at least 6 inches over adjacent pipe casing coverings. Apply tension such that the tape will conform closely to contours of the joint. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 59 of 70 CONFORMED Add to section 70: 07-19-13 70-8–70-15 RESERVED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ DIVISION VIII MISCELLANEOUS CONSTRUCTION 73 CONCRETE CURBS AND SIDEWALKS 07-19-13 Replace the paragraph in section 73-1.01A with: 07-19-13 Section 73-1 includes general specifications for constructing minor concrete items including concrete curbs, sidewalks, gutter depressions, driveways, island paving, and curb ramps; for installing detectable warning surfaces and precast parking bumpers; and for texturing and coloring concrete surfaces. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 75 MISCELLANEOUS METAL 07-19-13 Add between 2nd and 3rd paragraphs of section 75-1.03A: 07-19-13 Fabricate expansion joint armor from steel plates, angles, or other structural shapes. Shape the armor to the section of the concrete deck and match-mark it in the shop. Straighten warped sections of expansion joint armor before placing. Secure the expansion joint armor in the correct position during concrete placement. Replace "SSPC-QP 3" in the 3rd paragraph of section 75-1.03E(4) with: 10-19-12 AISC-420-10/SSPC-QP3 Replace "metal beam guard railing" in the table in the 1st paragraph of section 75-1.05 with: 07-19-13 guardrail ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 60 of 70 CONFORMED DIVISION IX TRAFFIC CONTROL FACILITIES 83 RAILINGS AND BARRIERS 07-18-14 Replace "metal beam guard railing" at each occurrence in sections 83-1.02 and 83-1.03 with: 07-19-13 midwest guardrail system Replace "guard rail" and "guard railing" at each occurrence in sections 83-1.02A and 83-1.02B with: 07-19-13 guardrail Replace the heading of section 83-1.02B with: 07-19-13 Midwest Guardrail System Add between "splices at" and "posts" in the 5th paragraph of section 83-1.02B: 07-19-13 midspan between Replace "Metal rail posts, box spacers, and" in item 1 in the list in the 25th paragraph of section 83-1.02B with: 07-19-13 Metal box spacers and Replace item 4 in the list in the 25th paragraph of section 83-1.02B with: 07-18-14 4. For the connection of guard railing to new bridge railing or barriers, anchor bolt holes must be drilled in the concrete parapet or formed using metal or PVC sleeves. 07-19-13 Delete items 6 and 7 in the list in the 25th paragraph of section 83-1.02B. Replace "Type WB" at each occurrence in section 83-1.02B(2) with: 07-19-13 Type WB-31 Replace the heading of section 83-1.02B(3) with: 07-19-13 Temporary Midwest Guardrail System Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 61 of 70 CONFORMED Replace the 2nd sentence of the 9th paragraph of section 83-1.02D(1) with: 07-18-14 Posts and balusters must be normal to the profile grade. Transverse to the profile grade, railings must be plumb within a tolerance not to exceed 0.02 foot in 10 feet. Replace "80-2.02" in the 2nd paragraph of section 83-1.02E with: 10-19-12 80-3.02B Replace the 3rd paragraph of section 83-1.02G(2) with: 07-18-14 Stud bolts must comply with the specifications for studs in clause 7 of AWS D1.1. Replace "horizontal" in the 8th paragraph of section 83-1.02G(2) with: 07-18-14 vertical Replace "sets" in the 10th paragraph of section 83-1.02G(2) with: 07-19-13 copies Replace the 1st sentence of the 1st paragraph of section 83-1.03 with: 11-15-13 Except for guardrail within the pay limits of a terminal system, a transition railing (Type WB-31), an end anchor assembly, or a rail tensioning assembly, midwest guardrail system is measured along the face of the rail element from end post to end post of the completed railing. Add to section 83-2.02D(1): 10-21-11 For a concrete barrier transition: 1. Remove portions of the existing concrete barrier where shown under section 15-3 2. Roughen the contact surface of the existing concrete barrier 3. Drill and bond dowels into the existing concrete barrier under section 51-1 Add to section 83-2.02: 10-19-12 83-2.02H–83-2.02M Reserved ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 62 of 70 CONFORMED DIVISION X MATERIALS 88 GEOSYNTHETICS 07-19-13 Add to section 88-1.01C: 07-19-13 Geosynthetics must be on the DataMine list for geotextiles and geosynthetics at the National Transportation Product Evaluation Program Web site. The product name, manufacturing source, and date of manufacture must be printed every 5 meters along the edge of the material. Exceptions are: 1. Paving mat 2. Paving grid, Class 2 and 3 3. Biaxial geogrid Replace the row for hydraulic bursting strength in the table in the 2nd paragraph of section 88- 1.02B with: 10-19-12 Puncture strength, lb min ASTM D 6241 310 Trapezoid tearing strength, lb min ASTM D 4533 56 Replace the 3rd paragraph in section 88-1.02C with: 10-19-12 Geocomposite wall drain must be from 0.25 to 2 inches thick. Replace the value for permittivity of woven fabric in the table in the 1st paragraph of section 88- 1.02E with: 01-20-12 0.05 Replace the value for apparent size opening of nonwoven fabric in the table in the 1st paragraph of section 88-1.02E with: 01-20-12 0.012 Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 63 of 70 CONFORMED Replace the table in the 1st paragraph of section 88-1.02G with: 01-20-12 Sediment Filter Bag Property Test Values Woven Nonwoven Grab breaking load, lb, 1-inch grip min, in each direction ASTM D 4632 200 250 Apparent elongation, percent min, in each direction ASTM D 4632 10 50 Water flow rate, gal per minute/sq ft min and max average roll value ASTM D 4491 100-200 75-200 Permittivity, sec-1 min ASTM D 4491 1.0 1.0 Apparent opening size, inches max average roll value ASTM D 4751 0.023 0.012 Ultraviolet resistance, % min retained grab breaking load, 500 hr. ASTM D 4355 70 70 Replace the table in the 1st paragraph of section 88-1.02H with: 01-20-12 Temporary Cover Property Test Values Woven Nonwoven Grab breaking load, lb, 1-inch grip min, in each direction ASTM D 4632 200 200 Apparent elongation, percent min, in each direction ASTM D 4632 15 50 Water flow rate, gal per minute/sq ft min and max average roll value ASTM D 4491 4-10 80-120 Permittivity, sec-1 min ASTM D 4491 0.05 1.0 Apparent opening size, inches max average roll value ASTM D 4751 0.023 0.012 Ultraviolet resistance, % min retained grab breaking load, 500 hr.ASTM D 4355 70 70 Replace section 88-1.02P with: 01-18-13 88-1.02P Biaxial Geogrid Geosynthetics used for biaxial geogrid must be a punched and drawn polypropylene material formed into an integrally formed biaxial grid. When tested under the referenced test methods, properties of biaxial geogrid must have the values shown in the following table: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 64 of 70 CONFORMED Biaxial Geogrid Property Test Value Aperture size, incha min and max Calipered 0.8-1.3 x 1.0-1.6 Rib thickness, inch min Calipered 0.04 Junction thickness, inch min Calipered 0.150 Tensile strength, 2% strain, lb/fta min ASTM D 6637 410 x 620 Tensile strength at ultimate, lb/fta min ASTM D 6637 1,310 x 1,970 Ultraviolet resistance, percent min retained tensile strength, 500 hours ASTM D 4355 100 Junction strength, lb/fta min ASTM D 7737 1,220 x 1,830 Overall flexural rigidity, mg-cm min ASTM D 7748 750,000 Torsional rigidity at 20 cm-kg, mm-kg/degb min GRI:GG9 0.65 aMachine direction x cross direction bGeosynthetic Research Institute, Test Method GG9, Torsional Behavior of Bidirectional Geogrids When Subjected to In-Plane Rotation Replace section 88-1.02Q with: 07-19-13 88-1.02Q Geosynthetic Bond Breaker Geosynthetic bond breaker must be nonwoven; needle punched; not heat treated; polypropylene, polyethylene material. When tested under the referenced test methods, properties of geosynthetic bond breaker material must have the values shown in the following table: Geosynthetic Bond Breaker Property Test Value Mass per unit area, oz/sq yd min ASTM D 5261 14.7 Thickness at 29 psi, mm min ASTM D 5199 1.0 Tensile strength at ultimate, lbs/ft min ASTM D 4595 685 Elongation, percent max ASTM D 4595 130 Permittivity at 2.9 psi, m/s min ASTM D 5493 0.0001 Hydraulic transmissivity at 29 psi, m/s min ASTM D 6574 0.0002 Ultraviolet resistance, percent min retained grab breaking load, 500 hours ASTM D 4355 60 Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 65 of 70 CONFORMED ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 90 CONCRETE 07-19-13 Replace the 3rd paragraph of section 90-1.01C(7) with: 08-05-11 Submit weighmaster certificates in printed form or, if authorized, in electronic media. Present electronic media in a tab-delimited format on a CD or DVD. Captured data for the ingredients represented by each batch must be line feed carriage return and one line separate record with sufficient fields for the specified data. Replace the 3rd paragraph of section 90-3.01C(5) with: 08-05-11 Production data must be input by hand into a pre-printed form or captured and printed by the proportioning device. Present electronic media containing recorded production data in a tab-delimited format on a CD or DVD. Each capture of production data must be followed by a line feed carriage return with sufficient fields for the specified data. Replace the 1st paragraph of section 90-4.01A with: 07-19-13 Section 90-4 includes specifications for fabricating PC concrete members. Replace the paragraphs in section 90-4.01C with: 07-19-13 90-4.01C(1) General For reports and logs, type or clearly print the name next to the signature of the person signing the report or log. Submit expansion test data under section 90-4.02, if required. 90-4.01C(2) Certificates of Compliance Submit a certificate of compliance for the cementitious material used in PC concrete members. The certificate must be signed by the PC concrete product manufacturer. Submit a certificate of compliance for each PC concrete member. The certificate of compliance for tier 1 and tier 2 members must be signed by the QC manager. The certificate of compliance for tier 3 members must be signed by the QC Inspector. 90-4.01C(3) Precast Concrete Quality Control Plan Before performing any precasting activities for tier 1 and tier 2 PC concrete members, submit 3 copies of the project-specific QC plan for the PC plant. The QC plan must supplement the information from the authorized facility audit. Submit a separate QC plan for each plant. Allow 25 days for review. Each project-specific QC plan must include: 1. Name of the precasting plant, concrete plants, and any testing laboratory to be used. 2. Manual prepared by the precasting plant that includes: 2.1. Equipment description 2.2. Testing procedures 2.3. Safety plan 2.4. Personnel names, qualifications, and copies of certifications Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 66 of 70 CONFORMED 3. QC manager and QC inspector names, qualifications, and copies of certifications. 4. Organizational chart showing QC personnel and their assigned QC responsibilities. 5. Methods and frequencies for performing QC procedures including inspections, material testing, and any survey performed for all components of PC concrete members. Components include prestressing, concrete, grout, reinforcement, steel, miscellaneous metal, and formwork. 6. System for reporting noncompliant PC concrete members to the Engineer. 7. System for identification and tracking repairs and repair methods. 8. Procedure for the reinspection of repaired PC concrete members. 9. Forms for certificates of compliance, daily production logs, and daily reports. Submit a revised QC plan for any changes to: 1. Concrete plants 2. Material sources 3. Material testing procedures 4. Testing laboratory 5. Procedures and equipment 6. Updated systems for tracking and identifying PC concrete members 7. QC personnel After authorization, submit 7 copies of each authorized QC plan and make 1 copy available at each location where work is performed. Allow 7 days for review of a revised QC plan. 90-4.01C(4) Daily Production Log The QC inspector must provide reports to the QC manager for each day that precasting activities are performed. The QC manager must maintain a daily production log of PC activities for each day's precasting. PC activities include setting forms, placing reinforcement, setting prestressing steel, casting, curing, post tensioning, and form release. This daily log must be available at the precasting plant. The daily log must include: 1. Plant location 2. Specific description of casting or related activities 3. Any problems or deficiencies discovered 4. Any testing or repair work performed 5. Names of QC inspectors and the specific QC inspections they performed that day 6. Reports for that day's precasting activities from each QC inspector including before, during, and after precast inspections Immediately notify the Engineer when any precasting problems or deficiencies are discovered, and submit the proposed repair or process changes necessary to correct them. 90-4.01C(5) Precast Concrete Report Before shipping PC concrete members, submit a PC concrete report. The report must include: 1. Reports of all material tests and any survey checks 2. Documentation that: 2.1. You have evaluated all tests 2.2. You corrected all rejected deficiencies 2.3. Repairs have been reexamined with the required tests and found acceptable 3. Daily production logs 4. Certificates of compliance 5. Documentation of inspections Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 67 of 70 CONFORMED Each person who performs a material test or survey check must sign the corresponding report and submit the report directly to the QC manager. Replace the paragraphs in section 90-4.01D with: 07-19-13 90-4.01D(1) General Quality control and assurance for PC concrete includes: 1. Your QC program 2. Department's acceptance of PC concrete members PC concrete members are categorized into the following 4 tiers: 1. Tier 1 consists of: 1.1. Components of bridge structures, including girders, deck panels, bent caps, abutments, slabs, closure wall panels, and piling 1.2. Prestressed pavement 2. Tier 2 consists of: 2.1. Components of earth retaining systems 2.2. Wingwalls 2.3. Types A, B, and C pipe culvert headwalls, endwalls, and wingwalls 2.4. Pavement 2.5. Box culverts 2.6. Sound wall panels and supports 3. Tier 3 consists of: 3.1. Pipes 3.2. Pipe drainage facilities 3.3. Straight and "L" pipe culvert headwalls except those listed under tier 2 3.4. Drainage Inlets 3.5. Flared end sections 4. Tier 4 consists of any member not described as tier 1, tier 2, or tier 3 90-4.01D(2) Quality Control 90-4.01D(2)(a) General For tier 1 and tier 2 PC concrete members: 1. Fabricate PC concrete members at a plant on the Authorized Facility Audit List 2. Assign a PC concrete QC manager to the plant 3. Assign a QC inspector who is either registered as a civil engineer in the State or: 3.1. For tier 1, has a Plant Quality Personnel Level II certification from the Precast/Prestressed Concrete Institute 3.2. For tier 2, has a Plant Quality Personnel Level I certification from the Precast/Prestressed Concrete Institute 4. Prepare a PC concrete QC plan 5. Perform PC concrete materials testing 6. Maintain a daily production log 7. Prepare a PC concrete report 8. Prepare a certificate of compliance For tier 3 PC concrete members: 1. Assign a QC inspector who has one of the following qualifications: 1.1. Registration as a civil engineer in the State. 1.2. Plant Quality Personnel, Level I certification from the Precast/Prestressed Concrete Institute. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 68 of 70 CONFORMED 1.3. Competency to perform inspection of PC operations. An inspector is competent if the individual has completed training or has experience in PC operations and inspection. 2. Prepare a certificate of compliance For tier 4 PC concrete members, prepare a certificate of compliance. For each ASTM test method specified in this section, the material's test result must comply with the requirement specified for the comparable test in section 90 unless otherwise specified. If curing compound is used, provide certificate of compliance as specified in section 90-1.01C(5). If PC concrete is manufactured at an established PC concrete plant, a trial batch and prequalification of the materials, mix proportions, mixing equipment, and procedures under section 90-1.01D(5)(b) are not required. 90-4.01D(2)(b) Quality Control Meeting After submitting the PC concrete QC plan, hold a meeting to discuss the requirements for PC concrete QC. The meeting attendees must include the Engineer, the PC concrete QC manager, and a representative from each plant performing PC concrete activities for the Contract. 90-4.01D(2)(c) Sampling, Testing, and Inspecting The QC laboratory testing personnel or the QC inspector must witness sampling. The QC laboratory testing personnel must perform testing. QC laboratory testing personnel must have the following certifications, as applicable: 1. ACI Strength Testing Technician 2. ACI Concrete Laboratory Testing Technician Level 1 3. ACI Aggregate Testing Technician Level 2 The QC Inspector must perform inspections before, during, and after casting is complete. QC field testing and inspection personnel must have an ACI Concrete Field Testing Technician, Grade I certification. For each mix design used for tier 1 and tier 2 PC concrete members, perform sampling and testing at the minimum frequencies shown in the following tables: Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 69 of 70 CONFORMED Aggregate QC Tests Property Test method Minimum testing frequency Aggregate gradation ASTM C136 Once per 400 cu yd of concrete cast or once a week, whichever is more frequent Sand equivalent ASTM D2419 Percent fines under 75 micronsa ASTM C117 Moisture content of fine aggregate ASTM C566, or electronically actuated moisture meterb 1–2 times per each day of pour, depending on conditions aPercent fines under 75 microns test replaces the cleanness test in section 90-1.02C with the requirements of 1.5 percent maximum for "Operating Range" and 2.0 percent maximum for "Contract Compliance." The 5th paragraph of section 90- 1.02C(2) does not apply. bElectronically actuated moisture meter must be calibrated once per week per ASTM C566. Concrete QC Tests Property Test method Minimum testing frequency Compressive strengthb ASTM C172/C172M, ASTM C31/C31M, and ASTM C39/C39M Once per 100 cu yd of concrete cast, or every day of casting, whichever is more frequent Slump ASTM C143/C143M Temperature ASTM C1064/C1064M Density ASTM C138 Once per 600 cu yd of concrete cast or each week of batching, whichever is more frequent Air content ASTM C231/C231M or ASTM C173/C173Ma If concrete is air entrained, once for each set of cylinders, and when conditions warrant aASTM C173/C173M must be used for lightweight concrete. bCylinders must be 6 by 12 inches. If concrete is batched at more than 1 plant, perform the tests at each plant. Cure test cylinders for determining time of prestressing loading in the same manner as the concrete in the member. Quarry Creek Bridge Revised Standard Specifications 06/16/2015 Revised Standard Specifications Page 70 of 70 CONFORMED Cure test cylinders for determining compliance with 28-day strength requirements in the same manner as the member until completion of the steam curing process followed by a water bath or moist room at 60 to 80 degrees F until tested. For PC concrete that is steam cured, concrete designated by compressive strength is acceptable if its compressive strength reaches the described 28-day compressive strength in no more than the maximum number of days specified or allowed after the concrete is cast. 90-4.01D(3) Quality Assurance For PC concrete that is steam cured, the Engineer evaluates the compressive strength based on individual tests representing specific portions of production. Add between the 1st and 2nd paragraphs of section 90-4.02: 07-19-13 PC portland cement based repair material must be on the Authorized Material List. If municipally supplied potable water is used for PC concrete, the testing specified in section 90-1.02D is waived unless requested. Add to section 90-4.03: 07-19-13 For dimensional tolerances of PC concrete members, comply with the Precast/Prestressed Concrete Institute Concrete Institute's Tolerance Manual for Precast and Prestressed Concrete Construction, MNL 135-00. For tier 1 and tier 2 PC concrete members, apply curing compound using power-operated spraying equipment. You may request application by hand spraying for small quantities of PC concrete members. For tier 3 and tier 4 PC concrete members, the application of curing compound may be hand sprayed. Replace the item 2 in the list in the 2nd paragraph of section 90-4.03 with: 07-19-13 2. To prevent moisture loss on the exposed surfaces during the presteaming period, cover the concrete as soon as possible after casting or keep the exposed surfaces wet by fog spray, curing compound, or wet blankets. ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^