Document alpinecountyca_gov_doc_d7d1cbfc81

COUNTY OF ALPINE COMMUNITY DEVELOPMENT DEPARTMENT MARKLEEVILLE, CALIFORNIA NOTICE TO BIDDERS AND SPECIAL PROVISIONS FOR HOT SPRINGS CREEK BRIDGE REPLACEMENT PROJECT FEDERAL AID PROJECT NO. BRLO-5931(030) NEAR MARKLEEVILLE ON HOT SPRINGS ROAD AT HOT SPRINGS CREEK BRIDGE Bid Book dated April 2021 Standard Specifications dated 2018 Project plans approved April 2021 Standard Plans dated 2018 ---PAGE BREAK--- ---PAGE BREAK--- SPECIAL NOTICES • See sections 2 and 3 for contractors' registration requirements. • See section 2 for submittal requirements for DBE quotes, DVBE quotes, and Non–Small Business Subcontractor Preference. • For work plan for local material from a noncommercial source or a source not regulated under California jurisdiction, see section 6-1.03B(1). • The schedules for the submittal of DBE forms have been revised. See section 2-1.33 for the submittal schedules. • The flagging and temporary traffic control requirements have been revised. See sections 7-1.03, 7-1.04 and 12. ---PAGE BREAK--- ---PAGE BREAK--- Hot Springs Creek Bridge Replacement Federal Project No. BRLO-5931(030) The technical special provisions contained herein have been prepared by or under the direction of the following Registered Persons. ROADWAY AND STRUCTURES Kelly Gallagher No. C49076 Exp. 9/30/22 CIVIL REGISTERED CIVIL ENGINEER ---PAGE BREAK--- ---PAGE BREAK--- TOC-i Table of Contents Federal Aid Project No. BRLO-5931(030) COUNTY OF ALPINE, STATE OF CALIFORNIA HOT SPRINGS CREEK BRIDGE REPLACEMENT PROJECT TABLE OF CONTENTS NOTICE TO BIDDERS NTB-1 ORGANIZATION SP-3 DIVISION I GENERAL PROVISIONS SP-3 1 GENERAL SP-3 2 BIDDING SP-4 3 CONTRACT AWARD AND EXECUTION SP-7 4 SCOPE OF WORK SP-9 5 CONTROL OF WORK SP-9 6 CONTROL OF MATERIALS SP-11 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC SP-14 8 PROSECUTION AND PROGRESS SP-19 9 PAYMENT SP-20 DIVISION II GENERAL CONSTRUCTION SP-21 10 GENERAL SP-21 12 TEMPORARY TRAFFIC CONTROL SP-22 13 WATER POLLUTION SP-23 14 ENVIRONMENTAL STEWARDSHIP SP-29 15 EXISTING FACILITIES SP-38 DIVISION III EARTHWORK AND LANDSCAPE SP-38 17 GENERAL SP-38 19 EARTHWORK SP-38 20 LANDSCAPE SP-39 21 EROSION CONTROL SP-41 DIVISION V SURFACINGS AND PAVEMENTS SP-41 39 ASPHALT CONCRETE SP-41 DIVISION VI STRUCTURES SP-42 48 TEMPORARY STRUCTURES SP-42 48-7 TEMPORARY SHORING SP-42 49 PILING SP-43 50 PRESTRESSING CONCRETE SP-45 ---PAGE BREAK--- TOC-ii Table of Contents Federal Aid Project No. BRLO-5931(030) 51 CONCRETE STRUCTURES SP-45 52 REINFORCEMENT SP-45 60 EXISTING STRUCTURES SP-46 DIVISION VIII MISCELLANEOUS SP-47 72 SLOPE PROTECTION SP-47 DIVISION IX TRAFFIC CONTROL DEVICES SP-47 83 RAILINGS AND BARRIERS SP-47 84 SP-49 DIVISION XI MATERIALS SP-50 90 SP-50 REVISED STANDARD SPECIFICATIONS RSS-1 ---PAGE BREAK--- NTB - 1 Notice To Bidders Federal Aid Project No. BRLO-5931(030) COUNTY OF ALPINE COMMUNITY DEVELOPMENT DEPARTMENT NOTICE TO BIDDERS Bids open Wednesday, November 10th, 2021 @ 2:00 PM. General work description: Bridge Replacement on existing alignment with approximately 1050 Feet of roadway reconstruction. You must perform, place, construct, or install other items and details not mentioned that are required of the plans under the Standard Specifications and special provisions. The County will receive sealed bids for HOT SPRINGS CREEK BRIDGE REPLACEMENT PROJECT Federal Aid Project No. BRLO-5931(030) Plans, specifications and bid documents can be obtained at http://lumosinc.com/planroom/ for a nonrefundable download fee of $15. Prospective Bidders must be Contractors presently licensed under the California State Law for the type of work specified. All proposals or bids must be accompanied by qualification statements of the bidder's competency to preform work under these specifications. Any addenda issued for this project will also be available at this website. Bid forms for this work are included in a separate book titled: COUNTY OF ALPINE COMMUNITY DEVELOPMENT DEPARTMENT MARKLEEVILLE, CALIFORNIA BID FOR HOT SPRINGS CREEK BRIDGE REPLACEMENT PROJECT FEDERAL AID PROJECT NO. BRLO-5931(030) Contract Documents may be viewed at the following locations; however, you must purchase the documents from http://lumosinc.com/planroom/ to be added to the plan holders list and be considered a responsible bidder: Construction Bidboard, Inc., San Diego, California Humboldt Builders Exchange, Eureka, California Dodge Data & Analytics, New York, New York North Coast Builders Exchange, Santa Rosa, California Peninsula Builders Exchange, San Carlos, California Placer County Contractors Association and Builders Exchange, Roseville, California Shasta Builders Exchange, Redding, California Valley Contractors Exchange, Chico, California The Contractor must have either a Class A license or a combination of Class C licenses that make up a majority of the work. The DBE Contract goal is (18%) Eighteen percent. Federal-aid project no.: BRLO-5931(030) For the federal training program, the number of trainees or apprentices is 4. ---PAGE BREAK--- NTB - 2 Notice To Bidders Federal Aid Project No. BRLO-5931(030) Bids must be on a unit price basis. Complete work, excluding plant establishment work, within 160 working days. Complete plant establishment work within 5 years. The estimated cost of construction is $3,445,000. An optional pre-bid meeting is scheduled for 10:00 a.m. on Wednesday, October 13, 2021, at the Hot Springs Creek Bridge project location in the County of Alpine, near Markleeville, CA 96120. The pre-bid conference is not mandatory. The County will receive sealed bids until 2:00 p.m. on the bid open date to the clerk at the County’s Board of Supervisors Chambers at 99 Water Street, Markleeville, CA 96120. Bids received after this time will not be accepted. The County will immediately open and publicly read the bids at the mentioned location after the specified closing time. The County reserves the right to reject any and all bids. Questions or comments regarding this project must be submitted via email to Michelle Gamble, Project Manager at [EMAIL REDACTED] no later than 4:00 p.m. local time on Friday October 22, 2021. Questions received after this time will not be accepted. Responses will be communicated via the Lumos plan room through an addendum. Submit your bid with bidder’s security equal to at least 10 percent of the bid. You must take necessary and reasonable steps to ensure that DBEs have opportunity to participate in the Contract (49 CFR 26). No contractor or subcontractor may be listed on a bid proposal for a public works project (submitted on or after March 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5 [with limited exceptions from this requirement for bid purposes only under Labor Code section 1771.1(a)]. No contractor or subcontractor may be awarded a contract for public work on a public works project (awarded on or after April 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5. This project is subject to compliance monitoring and enforcement by the Department of Industrial Relations. Prevailing wages are required on this Contract. The Director of the California Department of Industrial Relations determines the general prevailing wage rates. Obtain the wage rates at the DIR Web site, http://www.dir.ca.gov, or from the County’s Community Development Department. The federal minimum wage rates for this Contract as determined by the United States Secretary of Labor are included in the Bid Book and are available at modifiedDate&index=wd&is_active=true&page=1. . If the minimum wage rates as determined by the United States Secretary of Labor differs from the general prevailing wage rates determined by the Director of the California Department of Industrial Relations for similar classifications of labor, you and your subcontractors must not pay less than the higher wage rate. The County does not accept lower State wage rates not specifically included in the federal wage determinations. This includes helper, or other classifications based on hours of experience, or any other classification not appearing in the federal wage determinations. Where Federal wage determinations do not contain the State wage rate determination otherwise available for use by you and your subcontractors, you and your subcontractors must pay not less than the Federal minimum wage rate that most closely approximates the duties of the employees in question. Prior to the issuance of the Notice to Proceed, you will attend a pre-construction conference held at the office of the Community Development Department for the purpose of discussing the scope of work, Contract drawings, specifications, existing conditions, material to be ordered, equipment to be used, and all essential ---PAGE BREAK--- NTB - 3 Notice To Bidders Federal Aid Project No. BRLO-5931(030) matters pertaining to the prosecution and the satisfactory completion of the project. You MUST include all major superintendents for the work and major sub-contractors at this conference. You must appoint a superintendent to act as the single point of contact for the duration of the project. In the event a substitution should be made during the project, you will provide this information in writing. The U.S. Department of Transportation (DOT) provides a toll-free hotline to report bid rigging activities. Use the hotline to report bid rigging, bidder collusion, and other fraudulent activities. The hotline number is (800) 424-9071. The service is available 24 hours 7 days a week and is confidential and anonymous. The hotline is part of the DOT’s effort to identify and investigate highway construction contract fraud and abuse and is operated under the direction of the DOT Inspector General. California Department of Transportation has made available Notices of Suspension and Proposed Debarment from the Federal Highway Administration. For a copy of the notices, go to http://www.dot.ca.gov/hq/esc/oe/contractor_info. Additional information is provided in the Excluded Parties List System at http://www.epls.gov. PRELIMINARY QUANTITIES (NOT TO BE USED FOR BIDDING PURPOSES) HOT SPRINGS CREEK BRIDGE REPLACEMENT PROJECT BID Item No. Item Code Description Unit of Measure Estimated Quantity 1 066999 CONSTRUCTION STAKING LS LUMP SUM 2 120090 CONSTRUCTION AREA SIGNS LS LUMP SUM 3 120100 TRAFFIC CONTROL SYSTEM LS LUMP SUM 4 120149 TEMPORARY PAVEMENT MARKING (PAINT) SQFT 70 5 120182 PORTABLE DELINEATOR EA 40 6 129000 TEMPORARY RAILING (TYPE K) LF 2360 7 129090 TEMPORARY ALTERNATIVE CRASH CUSHION EA 4 8 130100 JOB SITE MANAGEMENT LS LUMP SUM 9 130300 PREPARE STORM WATER POLLUTION PREVENTION PLAN LS LUMP SUM 10 130310 RAIN EVENT ACTION PLAN EA 6 11 130320 STORM WATER SAMPLING AND ANALYSIS DAY EA 6 12 130330 STORM WATER ANNUAL REPORT EA 1 13 130640 TEMPORARY FIBER ROLL LF 2250 ---PAGE BREAK--- NTB - 4 Notice To Bidders Federal Aid Project No. BRLO-5931(030) Item No. Item Code Description Unit of Measure Estimated Quantity 14 130680 TEMPORARY SILT FENCE LF 2250 15 130710 TEMPORARY CONSTRUCTION ENTRANCE EA 2 16 130900 TEMPORARY CONCRETE WASHOUT LS LUMP SUM 17 131103 WATER QUALITY SAMPLING AND ANALYSIS DAY EA 6 18 131104 WATER QUALITY MONITORING REPORT EA 6 19 131105 WATER QUALITY ANNUAL REPORT EA 2 20 131201 TEMPORARY CREEK DIVERSION SYSTEMS LS LUMP SUM 21 146002 CONTRACTOR-SUPPLIED BIOLOGIST (LS) LS LUMP SUM 22 146004 FISH PROTECTION LS LUMP SUM 23 146006 FUGITIVE DUST CONTROL PLAN LS LUMP SUM 24 146007 INVASIVE SPECIES CONTROL LS LUMP SUM 25 146008 BAT AND BIRD EXCLUSION DEVICE LS LUMP SUM 26 160110 TEMPORARY HIGH-VISIBILITY FENCE LF 2250 27 170103 CLEARING AND GRUBBING (LS) LS LUMP SUM 28 190101 ROADWAY EXCAVATION CY 1710 29 192003 STRUCTURE EXCAVATION (BRIDGE) CY 112 30 193003 STRUCTURE BACKFILL (BRIDGE) CY 81 31 204015 PLANT (GROUP S) EA 18 32 204036 PLANT (GROUP B) EA 18 33 204039 VEGETATED ROCK SLOPE PROTECTION EA 16 34 204099 PLANT ESTABLISHMENT WORK LS LUMP SUM 35 210270 ROLLED EROSION CONTROL PRODUCT (NETTING) SQFT 19700 36 210300 HYDROMULCH SQFT 19700 ---PAGE BREAK--- NTB - 5 Notice To Bidders Federal Aid Project No. BRLO-5931(030) Item No. Item Code Description Unit of Measure Estimated Quantity 37 210350 FIBER ROLLS LF 3250 38 210420 STRAW SQFT 19700 39 210430 HYDROSEED SQFT 19700 40 260203 CLASS 2 AGGREGATE BASE (CY) CY 1270 41 390132 HOT MIX ASPHALT (TYPE A) TON 980 42 394074 PLACE HOT MIX ASPHALT DIKE (TYPE C) LF 130 43 394077 PLACE HOT MIX ASPHALT DIKE (TYPE F) LF 60 44 397005 TACK COAT TON 1.4 45 480600 TEMPORARY SHORING LS LUMP SUM 46 490520 FURNISH STEEL PILING (HP 12 X 84) LF 896 47 490521 DRIVE STEEL PILE (HP 12 X 84) EA 22 48 500001 PRESTRESSING CAST-IN-PLACE CONCRETE LS LUMP SUM 49 510051 STRUCTURAL CONCRETE, BRIDGE FOOTING CY 60 50 510053 STRUCTURAL CONCRETE, BRIDGE CY 94 51 510054 STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) CY 269 52 510085 STRUCTURAL CONCRETE, APPROACH SLAB (TYPE EQ) CY 24 53 519088 JOINT SEAL (MR LF 74 54 520102 BAR REINFORCING STEEL (BRIDGE) LB 28008 55 520110 BAR REINFORCING STEEL (EPOXY COATED) (BRIDGE) LB 26784 56 600097 BRIDGE REMOVAL LS LUMP SUM 57 723050 ROCK SLOPE PROTECTION (1/4 T, Class V, METHOD B) (CY) CY 340 58 723080 ROCK SLOPE PROTECTION (60 lb, Class II, METHOD B) (CY) CY 140 59 729011 ROCK SLOPE PROTECTION FABRIC (CLASS 8) SQYD 450 ---PAGE BREAK--- NTB - 6 Notice To Bidders Federal Aid Project No. BRLO-5931(030) Item No. Item Code Description Unit of Measure Estimated Quantity 60 810170 DELINEATOR (CLASS 1) EA 51 61 820134 OBJECT MARKER (TYPE P) EA 4 62 820220 REMOVE MARKER EA 4 63 839543 TRANSITION RAILING (TYPE WB-31) EA 4 64 839584 ALTERNATIVE IN-LINE TERMINAL SYSTEM EA 4 65 839746 CONCRETE BARRIER (TYPE 842) LF 223 66 840504 4" THERMOPLASTIC TRAFFIC STRIPE LF 3200 67 872002 TEMPORARY SIGNAL SYSTEMS LS LUMP SUM 68 999990 MOBILIZATION LS LUMP SUM – Denotes Final Pay Item COUNTY OF ALPINE Date: Debbie Burkett Community Development Director ---PAGE BREAK--- SP-1 Special Provisions Federal Aid Project No. BRLO-5931(030) STANDARD PLANS LIST The standard plan sheets applicable to this Contract include those listed below. The applicable revised standard plans (RSPs) listed below are available at the following website specifications ABBREVIATIONS, LINES, SYMBOLS, AND LEGEND A3A Abbreviations (Sheet 1 of 3) A3B Abbreviations (Sheet 2 of 3) A3C Abbreviations (Sheet 3 of 3) A10A Legend - Lines and Symbols (Sheet 1 of 5) A10B Legend - Lines and Symbols (Sheet 2 of 5) A10C Legend - Lines and Symbols (Sheet 3 of 5) A10D Legend - Lines and Symbols (Sheet 4 of 5) A10E Legend - Lines and Symbols (Sheet 5 of 5) PAVEMENT MARKERS, TRAFFIC LINES, AND PAVEMENT MARKINGS A20A Pavement Markers and Traffic Lines - Typical Details RSP A20B Pavement Markers and Traffic Lines - Typical Details EXCAVATION AND BACKFILL A62A Excavation and Backfill - Miscellaneous Details A62C Limits of Payment for Excavation and Backfill - Bridge OBJECT MARKERS, DELINEATORS, CHANNELIZERS, AND BARRICADES RSP A73B Markers A73C Delineators, Channelizers and Barricades MIDWEST GUARDRAIL SYSTEM - STANDARD RAILING SECTIONS RSP A77L1 Midwest Guardrail System - Standard Railing Section (Wood Post with Wood Block) RSP A77M1 Midwest Guardrail System - Standard Hardware RSP A77N1 Midwest Guardrail System - Wood Post and Wood Block Details RSP A77N3 Midwest Guardrail System - Typical Line Post Embedment and Hinge Point Offset Details RSP A77N4 Midwest Guardrail System - Typical Railing Delineation and Dike Positioning Details MIDWEST GUARDRAIL SYSTEM - TYPICAL LAYOUTS FOR STRUCTURES RSP A77Q1 Midwest Guardrail System - Typical Layouts for Structure Approach RSP A77Q4 Midwest Guardrail System - Typical Layouts for Structure Departure MIDWEST GUARDRAIL SYSTEM - CONNECTION DETAILS AND TRANSITION RAILING TO BRIDGE RAILINGS, ABUTMENTS AND WALLS A77U1 Midwest Guardrail System - Connections to Bridge Railings without Sidewalks Details No. 1 A77U2 Midwest Guardrail System - Connections to Bridge Railings without Sidewalks Details No. 2 RSP A77U4 Midwest Guardrail System - Transition Railing (Type WB-31) CURBS, DRIVEWAYS, DIKES, CURB RAMPS, AND ACCESSIBLE PARKING A87B Hot Mix Asphalt Dikes TEMPORARY CRASH CUSHIONS, RAILING AND TRAFFIC SCREEN T1A Temporary Crash Cushion, Sand Filled (Unidirectional) ---PAGE BREAK--- SP-2 Special Provisions Federal Aid Project No. BRLO-5931(030) T1B Temporary Crash Cushion, Sand Filled (Bidirectional) T2 Temporary Crash Cushion, Sand Filled (Shoulder Installations) T3A Temporary Railing (Type K) T3B Temporary Railing (Type K) TEMPORARY TRAFFIC CONTROL SYSTEMS RSP T13 Traffic Control System with Reversible Control on Two Lane Conventional Highways TEMPORARY WATER POLLUTION CONTROL T51 Temporary Water Pollution Control Details (Temporary Silt Fence) T56 Temporary Water Pollution Control Details (Temporary Fiber Roll) T58 Temporary Water Pollution Control Details (Temporary Construction Entrance) T59 Temporary Water Pollution Control Details (Temporary Concrete Washout Facility) T65 Temporary Water Pollution Control Details (Temporary High-Visibility Fence) BRIDGE DETAILS RSP B0-1 Bridge Details B0-3 Bridge Details B0-5 Bridge Details B0-13 Bridge Details JOINT SEALS B6-21 Joint Seals (Maximum Movement Rating = CAST-IN-PLACE POST-TENSIONED GIRDER B8-5 Cast-In-Place Post-Tensioned Girder Details CHAIN LINK RAILING, CABLE RAILING AND TUBULAR HAND RAILING RSP B11-51 Tubular Handrailing ADDITIONAL BRIDGE CONCRETE BARRIERS RSP B11-81 Concrete Barrier Type 842 Details No. 1 RSP B11-82 Concrete Barrier Type 842 Details No. 2 ROADSIDE SIGNS RS1 Roadside Signs - Typical Installation Details No. 1 RS2 Roadside Signs - Wood Post - Typical Installation Details No. 2 RS4 Roadside Signs - Typical Installation Details No. 4 ---PAGE BREAK--- SP-3 Special Provisions Federal Aid Project No. BRLO-5931(030) 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. DIVISION I GENERAL PROVISIONS 1 GENERAL Add to section 1-1.01: Bid Items and Applicable Sections Item code Item description Applicable section 066999 CONSTRUCTION STAKING 5 Add to section 1-1.07B: County: County of Alpine Contract Documents: Plans, Notice to Bidders and Special Provisions, and Bid Book and Contract. Redefine the following definitions in section 1-1.07B to mean: Department/Department of Transportation: County of Alpine (except when referencing a website or manual) District: The Community Development Department, Alpine County Engineer: The Director of Community Development, County of Alpine acting either directly or through properly authorized agent or consultants. State: County of Alpine Replace “The Department's" in the 1st paragraph in section 1-1.08 with: Caltrans' Add to section 1-1.09: This project is in a freeze-thaw area. ---PAGE BREAK--- SP-4 Special Provisions Federal Aid Project No. BRLO-5931(030) 2 BIDDING Replace section 2-1.06A with: 2-1.06A General Locations for obtaining Contract documents are listed in the Notice to Bidders. The County will receive sealed bids until 2:00 p.m. on the bid open date at the County’s Board of Supervisors Chambers at 99 Water Street, Markleeville, CA 96120. Bids received after this time will not be accepted. The County will immediately open and publicly read the bids at the above location after the specified bid opening time. The Bid book includes bid forms and certifications. The Notice to Bidders and Special Provisions includes the Notice to Bidders, revised standard specifications, and special provisions. The CONTRACT DOCUMENTS contain the provisions required for the construction of the PROJECT. Information obtained from an officer, agent, or employee of the County or any other person will not affect the risks or obligations assumed by you or relieve you from fulfilling any of the conditions of the Contract. A Non-Collusion Affidavit is included in the bid book (Pub Cont Code § 7106). Signing the bid also constitutes signature of the Non-Collusion Affidavit. Add between the 1st and 2nd paragraphs of section 2-1.06B: The Department makes the following supplemental project information available: Supplemental Project Information Means Description Included in the Information Handout • Geotechnical Engineering Report - Hot Springs Creek Bridge Replacement • Addendum to the Geotechnical Engineering Report • Hot Springs Road Bridge Mitigation Monitoring and Reporting Plan (October 2016) • Lahontan 401 Water Quality Certification and Basin Plan Prohibition Exemption • Army Corp of Engineers 404 • California Department of Fish and Wildlife 1600 Available for viewing Cross Sections Included with the project plans Log of Test Borings The Information Handout is available at the same location as the bid documents. Add to section 2-1.07: Check with local contractors regarding local site, surface, subsurface and material conditions and variability. Failure to do so will not relieve your obligation to enter into a contract and complete the contemplated work under the Contract Documents. ---PAGE BREAK--- SP-5 Special Provisions Federal Aid Project No. BRLO-5931(030) Examine all of the various parts of these Documents if contemplating the submission of a bid, and should there be any doubt as to the meaning or intent of the Contract Documents, you must request an interpretation, in writing, at least six working days before BID opening. Any interpretation or change in the Contract Documents will be made, in the form of addenda to the Documents and will be furnished to all Bidders receiving a set of the Documents. The County is not responsible for any other explanation or interpretations of the Documents. Request for interpretation must be submitted via email to Michelle Gamble, Project Manager at [EMAIL REDACTED] no later than 4:00 p.m. local time on Friday October 22, 2021. Questions received after this time will not be accepted. Responses will be communicated via the Lumos plan room through an addendum Delete “for a non-federal-aid contract” from Item #2 of the 2nd paragraph in section 2-1.10. Add to section 2-1-12B: 2-1.12B(4) DBE Running Tally of Attainments After submitting an invoice for reimbursement that includes a payment to a DBE, but no later than the 10th of the following month, the prime contractor/consultant shall complete and email the Exhibit 9- F: Disadvantaged Business Enterprise Running Tally of Payments to [EMAIL REDACTED] with a copy to the Agency. Replace section 2-1.33A with: Complete the forms in the Bid Book. Submit the forms with your bid. Do not fax forms. except for the copies of forms with the public works contractor registration number submitted after the time of bid. Fax these copies to (530) 694-2149, Attention: Jeff Schwein. Failure to submit the forms and information as specified may result in a nonresponsive bid. All blank spaces in the Bid form must be filled in, in ink, in both words and figures, where required. No changes will be made in the phraseology of the forms. Written amounts will govern in cases of discrepancy between the amounts stated in writing and the amounts stated in figures. In case of discrepancy between unit prices and totals, unit prices will prevail. Indicate receipt of all addenda. Any Bid will be deemed nonresponsive if it contains any of the following: 1. omissions, erasures, alterations, or additions of any kind 2. prices uncalled for 3. prices that are obviously unbalanced 4. fails to conform to the conditions of the published Advertisement for Bid in any manner. Sign your bid in ink in the space provided. If you are: 1. corporation, the legal name of the corporation must be stated, together with the signature of the officer or officers authorized to sign contracts on behalf of the corporation 2. co-partnership, the true name of the firm must be stated, together with the signature of the partner or partners authorized to sign contracts on behalf of the co-partnership If an agent other than the authorized corporate officer or a partnership member signs the bid, file a Power of Attorney with the County either before opening bids or with the bid. Otherwise, the bid may be nonresponsive. ---PAGE BREAK--- SP-6 Special Provisions Federal Aid Project No. BRLO-5931(030) State and local sales and use taxes required by State statues and laws will be paid by you. Prices quoted in the Bid must include sales tax. Submit Bids in a sealed envelope to the Clerk at the County’s Board of Supervisors Chambers at 99 Water Street, Markleeville, CA 96120. Each sealed BID must be plainly marked on the outside as “BID for Hot Springs Creek Bridge Replacement Project Federal Aid Project No. BRLO-5931(030), to be opened at 2:00 p.m., Wednesday, November 10, 2021.”, and must bear on the outside the name of the BIDDER, his address, and his license number. All BIDS must be made on the required BID form. All blank spaces for BID prices must be filled in, in ink or typewritten, and the BID form must be fully completed and executed when submitted. Only one copy of the BID form is required. You must satisfy yourself of the accuracy of the estimated quantities in the BID Schedule by examination of the site and a review of the drawings and specifications including ADDENDA. After BIDS are submitted, you will not assert that there was a misunderstanding concerning the quantities of WORK or of the nature of the WORK to be done. You may modify your bid by telegraphic or written communication provided such communication is received by the County before bid opening time. The telegraphic or written communication should not reveal the bid price but should state the addition or subtraction or other modification so that the final prices or terms will not be known by the County until the sealed bid is opened. A BID will not be accepted if it modifies the Plans or Specifications or method of work. Replace section 2-1.34 with: Each BID must be accompanied by a BID bond payable to the County for ten percent (10%) of the total amount of the BID. Once BID prices have been compared, the County will return the BID bonds of all except the three lowest responsible BIDDERS. When the Agreement is executed, the BID bonds of the two remaining unsuccessful BIDDERS will be returned. The BID BOND of the successful BIDDER will be retained until the PAYMENT BOND and PERFORMANCE BOND have been executed and approved. A certified check or cashier's check may be used instead of a BID BOND, made payable to the County of Alpine. The form of Bidder's Bond will be found following the signature page of the Bid book. Replace section 2-1.40 with: The County may waive any informalities or minor defects or reject all BIDS. Any BID may be withdrawn before the BID opening or authorized postponement date. No BIDDER may withdraw a BID within sixty (60) days after the bid opening date. If the contract cannot be awarded within the specified period, the time may be extended by mutual agreement between the County and the BIDDER. Add to section 2-1.46: The County may make such investigations necessary to determine your ability to perform the WORK, and you will furnish to the County all requested information and data for this purpose. The County reserves the right to reject any BID if it is determined you are unqualified to carry out the obligations of the Agreement and to complete the work. Add to section 2-1.49: Failure to fulfill the requirements of these Contract documents may subject you to a determination of bidder's responsibility if you are the apparent low bidder on future public works contracts. ---PAGE BREAK--- SP-7 Special Provisions Federal Aid Project No. BRLO-5931(030) 3 CONTRACT AWARD AND EXECUTION Add to section 3-1.02A: All bids will be compared on the basis of the Engineer’s Estimate of the quantities of work to be done. The estimated quantities listed in the Bid are approximate and for the basis of award of Contract. Payment will be made on the measurement of the work actually performed by you. The County reserves the right to increase or decrease the amount of any class of work as may be deemed necessary and as stated in Section 9-1.06. When the Bid for the work is to be submitted on a lump sum basis, a single lump sum price must be submitted in the appropriate place. The total amount to be paid you must be the amount of the lump sum in the Bid, as adjusted for additions or deletions resulting from changes in construction. After award of Contract, you will break down and submit the lump sum Bid into unit prices for the various portions to be completed. Replace section 3-1.02B with: The Department breaks a tied bid with a coin toss Replace section 3-1.04 with: Any party with a direct financial interest adversely affected by any alleged bid irregularity at the bid opening may file a PROTEST with the COUNTY based on alleged violations of Federal, State, or local law or ordinance, or alleged bid irregularity. A protest must: 1. be written, 2. state the specific basis of the appeal, 3. request a determination of the protest issue, 4. be filed no later than 72 hours before the scheduled AWARD OF CONTRACT by COUNTY, as determined by the published agenda of the Board of Supervisors of the County of Alpine. Any protest filed after this time will not be considered. The party filing the protest must transmit a copy of all protest documents and any attachments to all other parties with a direct financial interest which may be adversely affected by the determination of the protest appeal concurrently. The COUNTY will review the protest and make a determination. The NOTICE TO PROCEED will be issued within fifteen (15) days of the execution of the Agreement by the COUNTY. Should there be reasons why the NOTICE TO PROCEED cannot be issued within such period; the time may be extended by mutual agreement between the COUNTY and YOU. If the NOTICE TO PROCEED has not been issued within the ten (10) day period or within the period mutually agreed upon, YOU may terminate the Agreement without further liability on the part of either party. If the County awards the contract, the award is made to the lowest responsible bidder within 60 days. This period may be subject to extension for such further period as agreed upon in writing between the Department and you. ---PAGE BREAK--- SP-8 Special Provisions Federal Aid Project No. BRLO-5931(030) Replace section 3-1.05 with: The successful bidder must furnish 2 bonds with a corporate surety approved by the County: 1. Payment bond to secure the claim payments of laborers, workers, mechanics, or materialmen providing goods, labor, or services under the Contract. This bond must be equal to at least 100 percent of the total bid. 2. Performance bond to guarantee the faithful performance of the Contract. This bond must be equal to at least 100 percent of the total bid. The bond forms are in the Bid Book. Attorneys-in-fact who sign BONDS must file with each a certified and effective dated copy of their power of attorney. File BONDS within ten (10) days from the date when NOTICE OF AWARD is delivered to you. The NOTICE OF AWARD must be accompanied by the necessary Agreement and BOND forms. Your failure to execute the Agreement may be considered as a default by the County and the BID BOND will become the property of the County. Within fifteen (15) days of receipt of acceptable performance BOND, payment BOND and Agreement signed by you, the COUNTY will sign the Agreement and return an executed duplicate of the Agreement. Should the COUNTY not execute the Agreement within such period, you may withdraw your signed Agreement with WRITTEN NOTICE. Such notice of withdrawal will be effective upon receipt of the notice by the COUNTY. Replace section 3-1.08 with: Caltrans has established an overall 25 percent small business participation goal. Caltrans is tracking small business participation on all contracts to determine whether the goal is achieved. Complete and sign the Small Business (SB) Participation Report form if requested by the County. Replace section 3-1.11 with: Complete and deliver to the Engineer a Payee Data Record when requested by the County. Replace section 3-1.18 with: The successful bidder must sign the Contract form. Deliver to the Community Development Department, 50 Diamond Valley Road, Markleeville, CA 96120. Attention: Brian Peters.: 1. Signed Contract form 2. Contract bonds 3. Documents identified in section 3-1.07 The County must receive these documents before the 10th business day after the bidder receives the contract. The bidder's security may be forfeited for failure to execute the contract within the time specified (Pub Cont Code 10181, 10182, and 10183). ---PAGE BREAK--- SP-9 Special Provisions Federal Aid Project No. BRLO-5931(030) 4 SCOPE OF WORK Replace section 4-1.06B with: Provide notification in writing and before disturbing affected area for any of the following: 1. subsurface or latent physical conditions are encountered at the site differing materially from those indicated in the contract 2. unknown physical conditions of an unusual nature differing materially from those ordinarily encountered and generally recognized as included in the work provided for in the contract are encountered at the site Upon written notification the Engineer will investigate the conditions, and if the Engineer determines the conditions materially differ and cause an increase or decrease in the cost or item required for the performance of any work under the contract, an adjustment, excluding loss of anticipated profits, will be made and the contract modified. The Engineer will notify you of his determination whether or not an adjustment of the contract is warranted. You will be allowed 15 days from notification of determination to file a notice of potential claim as allowed under Section 5-1.43, otherwise the Engineer's determination will be deemed to have been accepted by you as correct. The notice of potential claim must state how your position differs from the Engineer's determination and you must provide any additional information obtained by you, including but not limited to additional geotechnical data. Supplementary information, obtained by you subsequent to the filing of the notice of potential claim, must be submitted to the Engineer in an expeditious manner. The notice of potential claim must be accompanied by your certification that the following were made in preparation of the bid: 1. review of the contract, 2. review of the " Information Handout," 3. review of the log of test borings and other records of geotechnical data to the extent they were made available to you prior to the opening of bids, 4. examination of the conditions above ground at the site No contract adjustment which results in a benefit to you will be allowed unless you provide the required written notice. No contract adjustment will be allowed under the provisions in Section 4 for any effects caused on unchanged work. Any contract adjustment warranted due to differing site conditions will be made under the provisions in Section 4-1.05. 5 CONTROL OF WORK Replace the 9th paragraph of section 5-1.01 with: Use contract administration forms designated by the County. ---PAGE BREAK--- SP-10 Special Provisions Federal Aid Project No. BRLO-5931(030) Add to section 5-1.02: Your subcontract and any lower tier subcontract must include the "Required Contract Provisions Federal- Aid Construction Contracts" under Section 7-1.11 of the Standard Specifications. Noncompliance must be corrected. Payment for subcontracted work involved will be withheld from progress payments due, or that become due, until correction is made. Failure to comply may result in termination of the contract. Add to section 5-1.13A: Your subcontractors will perform the work and supply the materials they are listed for unless you have prior written authorization to perform the work with other forces or obtain the materials from other sources. Notify the Engineer of any changes to the DBE participation before start of the DBE contractor’s work. Replace “Reserved” section 5-1.20G with: 5-1.20G Relations with US Forest Service An encroachment permit has been issued to the County by the US Forest Service for work within their right of way. You must be fully informed of and comply with the requirements of this encroachment permit as well as rules, regulations, and conditions that may govern your activities within the US Forest Service right-of-way and should conduct the work accordingly. Replace section 5-1.26 with: 5-1.26 CONSTRUCTION SURVEYS 5-1.26A General 5-1.26A(1) Summary Section 5-1.26 includes specifications for furnishing and setting construction stakes and markers to establish the lines and grades required for the completion of the work and as necessary for the Engineer to check lines, grades, alignment and elevations. You must perform construction staking as necessary to control the work. Furnish and set construction stakes and marks with accuracy adequate to assure that the completed work conforms to the lines, grades, and section. You must follow all procedures, methods, and typical stake markings under Chapter 12, Construction Surveys, of the Caltrans publication “Surveys Manual.” Copies of the “Survey Manual” may be purchased from Caltrans Publications Unit 1900 Royal Oaks Drive, Sacramento, California 95815, (916) 445-3520. 5-1.26A(2) Definitions Not Used 5-1.26A(3) Submittals You must submit all computations necessary to establish the exact position of the work from control points. All computations, survey notes, and other records necessary to accomplish the work must be neat, legible, and accurate. Copies of such computation, notes and other records must be furnished to the Engineer before beginning work that requires their use. Upon completion of construction staking and before acceptance of the contract, all computations, survey notes, and other data used to accomplish the work must be submitted to the Engineer and will become the property of the County. 5-1.26A(4) Quality Assurance Not Used 5-1.26B Materials Not Used ---PAGE BREAK--- SP-11 Special Provisions Federal Aid Project No. BRLO-5931(030) 5-1.26C Construction Construction stakes and mark (including paint marks) must be removed from the site of work when no longer needed. 5-1.26D Payment The Department pays you for construction staking as follows: 1. A total of 90 percent of the item total over the life of the contract. 2. A total of 100 percent of the item total upon submission of final computations, notes and other data. Add to the end of section 5-1.32: Personal vehicles of your employees must not be parked on the traveled way or shoulders, including sections closed to traffic. Add to section 5-1.33: Maintain all construction equipment in proper tune according to manufacturer's specifications and check it daily to make sure it is in proper running condition before it is operated. Vehicle speed for all construction equipment is limited to 15 miles per hour on any unpaved surface at the construction site. Equip internal combustion engines with the manufacturer-recommended muffler. Do not operate an internal combustion engine on the job site without the appropriate muffler. Avoid diesel fuel equipment idling to the greatest extent feasible throughout the duration of construction activities. Idling in excess of 5 minutes is not permitted. Post signs in designated queuing areas and on jobsite to remind drivers and operators of 5-minute idling limit. Replace the 1st paragraph of section 5-1.45 with: Guarantee all materials and equipment furnished and Work performed for a period of one year from the date of Completion. You must warrant and guarantee for a period of one year from the date of Completion of the project that the completed project is free from all defects due to faulty materials or workmanship and you will make such corrections as may be necessary by reason of such defects including the repairs of any damage to other parts of the project resulting from such defects. The County will give notice of observed defects with reasonable promptness. Should you fail to make such repairs, adjustments, or other Work that may be made necessary by such defects, the County may do so and bill you. Your performance bond remains in effect through the guarantee period. 6 CONTROL OF MATERIALS Add to section 6-1.03 of the RSS: 6-1.03B Submittals 6-1.03B(1) General Not Used ---PAGE BREAK--- SP-12 Special Provisions Federal Aid Project No. BRLO-5931(030) 6-1.03B(2) Work Plan For local material, such as rock, gravel, earth, structure backfill, pervious backfill, imported borrow, and culvert bedding, obtained from a noncommercial source, or source not regulated under California jurisdiction, submit a local material plan for each material at least 60 days before placing the material. The local material plan must include: 1. Certification signed by you and an engineer who is registered as a civil engineer in the State or a professional geologist licensed as a professional geologist by the State stating: I am aware local material from a noncommercial source or a source not regulated under CA jurisdiction must be sampled and analyzed for pH and lead and may require sampling and analysis under section 6-1.03B(3) for other constituents of concern based on the land use history. I am aware that local material sources must not contain ADL at concentrations greater than 80 mg/kg total lead or equal to or greater than 5 mg/L soluble lead as determined by the Waste Extraction Test (WET) Procedures, 22 CA Code of Regs § 66261.24(a)(2) App II. I am aware that a maximum quantity of material may be excavated at the site based on the minimum number of samples taken before excavating at the site under section 6-1.03B(3). 2. Land use history of the local material location and surrounding property 3. Sampling protocol 4. Number of samples per volume of local material 5. QA and QC requirements and procedures 6. Qualifications of sampling personnel 7. Stockpile history 8. Name and address of the analytical laboratory that will perform the chemical analyses 9. Analyses that will be performed for lead and pH 10. Other analyses that will be performed for possible hazardous constituents based on: 10.1. Source property history 10.2. Land use adjacent to source property 10.3. Constituents of concern in the ground water basin where the job site is located The plan must be sealed and signed by an engineer who is registered as a civil engineer in the State or a professional geologist licensed as a professional geologist by the State. If the plan requires revisions, the Engineer provides comments. Submit a revised plan within 7 days of receiving comments. Allow 7 days for the review. 6-1.03B(3) Analytical Test Results At least 15 days before placing local material, submit analytical test results for each local material obtained from a noncommercial source or a source not regulated under CA jurisdiction. The analytical test results must include: 1. Certification signed by an engineer who is registered as a civil engineer in the State or a professional geologist licensed as a professional geologist by the State stating: The analytical testing described in the local material plan has been performed. I performed a statistical analysis of the test results using the US EPA's ProUCL software with the applicable 95 percent upper confidence limit. I certify that the material from the local material source is suitable for unrestricted use at the job site, it has a pH above 5.0, does not contain soluble lead in concentrations equal to or greater than 5mg/l as determined by the Waste Extraction Test (WET) Procedures, 22 CA Code of Regs § 66261.24(a)(2) App II, does not contain lead in concentrations above 80 mg/kg total lead, is free from all other contaminants identified in the local material plan, and will comply with the job site's basin plan and water quality objectives of the 2. Chain of custody of samples 3. Analytical results no older than 1 year ---PAGE BREAK--- SP-13 Special Provisions Federal Aid Project No. BRLO-5931(030) 4. Statistical analysis of the data using US EPA’s ProUCL software with a 95 percent upper confidence limit 5. Comparison of sample results to hazardous waste concentration thresholds and the basin plan requirements and water quality objectives for the job site location 6-1.03B(4) Sample and Analysis Sample and analyze local material from a noncommercial source or source not regulated under CA jurisdiction: 1. Before bringing the local material to the job site 2. As described in the local material plan 3. Under US EPA Test Methods for Evaluating Solid Waste, Physical/Chemical Methods (SW-846) The sample collection must be designed to generate a data set representative of the entire volume of proposed local material. Before excavating at the noncommercial material source or a source not regulated under CA jurisdiction, collect the minimum number of samples and perform the minimum number of analytical tests for the corresponding maximum volume of local material as shown in the following table: Minimum Number of Samples and Analytical Tests for Local Material Maximum volume of imported borrow (cu yd) Minimum number of samples and analytical tests < 5,000 8 5,000–10,000 12 for the first 5,000 cu yd plus 1 for each additional 1,000 cu yd or portion thereof 10,000–20,000 17 for the first 10,000 cu yd plus 1 for each additional 2,500 cu yd or portion thereof 20,000-40,000 21 for the first 20,000 cu yd plus 1 for each additional 5,000 cu yd or portion thereof 40,000–80,000 25 for the first 40,000 cu yd plus 1 for each additional 10,000 cu yd or portion thereof > 80,000 29 for the first 80,000 cu yd plus 1 for each additional 20,000 cu yd or portion thereof Do not collect composite samples or mix individual samples to form a composite sample. Analyze the samples using the US EPA's ProUCL software with a 95 percent upper confidence limit. All chemical analysis must be performed by a laboratory certified by the Environmental Laboratory Accreditation Program (ELAP). The analytical test results must demonstrate that the local material: 1. Is not a hazardous waste 2. Has a pH above 5.0 3. Has an average total lead concentration, based upon the 95 percent upper confidence limit, at or below 80 mg/kg 4. Is free of possible contaminants identified in the local material plan 5. Complies with the basin plan for the job site location 6 Complies with the water quality objectives for the job site location 6-1.03C Local Material Management Do not place local material until authorized. If the Engineer determines the appearance, odor, or texture of any delivered local material suggests possible contamination, sample and analyze the material. The sampling and analysis is change order work unless hazardous waste is discovered or the analytical test results indicate the material does not comply with section 6-1.03B(3). ---PAGE BREAK--- SP-14 Special Provisions Federal Aid Project No. BRLO-5931(030) Dispose of noncompliant local material at an appropriately permitted CA Class I, CA Class II or CA Class III facility. You are the generator of noncompliant local material. 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC Add after the 1st sentence of the 1st paragraph of section 7-1.02A: This requirement includes, but is not limited to, applicable regulations concerning employment of labor, protection of public and employee safety and health, environmental protection, the protection of natural resources, fire protection, burning and non-burning requirements, permits, fees, and similar subjects. Replace the 2nd paragraph of section 7-1.02K(2) with: The general prevailing wage rates determined by the Director of Industrial Relations, for the county or counties in which the work is to be done, are available at the Department of Industrial Relations' website and the County of Alpine office. These wage rates are not included in the Contract Documents. Changes in general prevailing wage determinations apply to the Contract when the Director of Industrial Relations has issued them at least 10 days before advertisement.(Labor Code § 1773.6 and 8 CA Code of Regs 16204). Add to section 7-1.02K(2): All labor will be paid at not less than the minimum wage rates established by the State of California's Director of Industrial Relations (State Wage Rates). The minimum Federal Wage Rates applicable to this project are in the book issued for bidding purposes entitled "Bid”. Replace the 4th paragraph of section 7-1.02K(3): Submit certified payroll and your signed contractor’s acknowledgement to the Engineer. Delete 5th, thru 8th paragraphs of section 7-1.02K(3). Add to section 7-1.02M(2) of the RSS: Obtain the emergency phone numbers of the California Department of Forestry and Fire Protection unit headquarters, United States Forest Service ranger district office, and U.S. Department of Interior Bureau of Land Management field offices. Submit these phone numbers to the Engineer before the start of job site activities. Post the agencies names and emergency phone numbers at a prominent place at the job site. Hydrocarbon-fueled engines, both stationary and mobile, must be equipped with spark arresters pursuant to Pub Res Code § 4442 except for either of the following: 1. Motor trucks, truck tractors, buses, or passenger vehicles 2. Equipment powered by properly maintained exhaust-driven turbo-charged engines or equipped with scrubbers with properly maintained water levels Each toilet must have a metal ashtray at least 6 inches in diameter by 8 inches deep, half-filled with sand, and within easy reach of anyone accessing the facility. Locate flammable materials at least 50 feet away from equipment service, parking, and gas or oil storage areas. Each small mobile or stationary engine site must be cleared of flammable material for a radius of at least 15 feet from the engine. ---PAGE BREAK--- SP-15 Special Provisions Federal Aid Project No. BRLO-5931(030) Before clearing and grubbing, clear a fire break at the outer limits of the areas to be cleared and grubbed. Where clearing and grubbing limits allow, use a minimum fire break width of 20 feet. Each area to be cleared and grubbed must be cleared and kept clear of flammable material such as dry grass, weeds, brush, downed trees, oily rags and waste, paper, cartons, and plastic waste. Furnish the following fire tools: 1. 1 shovel and 1 fully charged fire extinguisher UL rated at 4B:C or more on each truck, personnel vehicle, tractor, grader, or other heavy equipment. 2. 1 shovel and one 5-gallon water-filled backpack fire pump for each welder. 3. 1 shovel or 1 chemical pressurized fire extinguisher, fully charged, for each gasoline-powered tool, including chain saws, soil augers, and rock drills. The fire tools must always be within 25 feet from the point of operation of the power tool. Each fire extinguisher must be of the type and size required by the Pub Res Code § 4431 and 14 CA Code of Regs § 1234. Each shovel must be size O or larger and at least 46 inches long. Furnish a pickup truck and driver that will be available for fire control during working hours. The pickup truck and operator must patrol the area of construction for at least 1/2 hour after job site activities have ended. Cal Fire, USFS, and BLM have established the following adjective class ratings for 5 levels of fire danger for use in public information releases and fire protection signing: “low,” “moderate,” “high,” “very high,” “extreme.” Obtain the fire danger rating daily for the project area from the nearest Cal Fire unit headquarters, USFS ranger district office, or BLM field office. Monitor the National Weather Service daily forecasts for “fire weather watches” and “red flag warnings” covering the project’s locations. If the fire danger rating is “very high” or a “fire weather watch” is issued, then: 1. Falling of dead trees or snags must be discontinued. 2. No open burning is permitted and fires must be extinguished. 3. Welding must be discontinued except in an enclosed building or within an area cleared of flammable material for a radius of 25 feet. 4. Blasting must be discontinued. 5. Smoking is allowed only in automobiles and cabs of trucks equipped with an ashtray or in cleared areas immediately surrounded by a fire break unless prohibited by other authority. 6. Vehicular travel is restricted to cleared areas except in case of emergency. If the fire danger rating is “extreme” or a “red flag warning” is issued, take the precautions specified for a “very high” fire danger rating or a “fire weather watch” issuance, except: 1. Smoking is only allowed in automobiles and cabs of trucks equipped with an ashtray. 2. Work of a nature that could start a fire requires that properly equipped fire guards be assigned to such operation for the duration of the work. The Engineer may suspend work wholly or in part due to hazardous fire conditions. The days during this suspension are non–working days. If field and weather conditions become such that the work is suspended, section 7-1.02M(2) will not be enforced for the period of the suspension. Add to section 7-1.03: You are responsible for contacting local newspapers, radio stations and other appropriate media in sufficient time to provide the public with at least 15 days’ notice of restricted access in the project area. This notice must specify the dates of restricted access and/or closures. Before issuing any public announcement, you must submit proposed announcement for approval. ---PAGE BREAK--- SP-16 Special Provisions Federal Aid Project No. BRLO-5931(030) Add to section 7-1.04: When work is not in progress on a trench or other excavation that required closure of an adjacent lane, the traffic cones or portable delineators used for the lane closure must be placed off of and adjacent to the edge of the traveled way. The spacing of the cones or delineators must be not more than the spacing used for the lane closure. Suspended loads or equipment must not be moved nor positioned over public traffic or pedestrians. Add before the 1st paragraph of section 7-1.05A: You must indemnify and hold harmless the County, its agents, officers, and employees, against and from any and all claims, lawsuits, actions, liability, damages, losses, expenses, costs, and actual attorneys' fees, arising out of or in connection with your performance of this Contract for: 1. injuries to or death of any person or persons, including your employees, and 2. injuries to or destruction of property, including the loss of use provided that any such claim, lawsuit, action, liability, damage, loss, expense or cost is caused in whole or in part by any negligent or intentional act or omission from you, your subcontractor, anyone directly or indirectly employed by you, or anyone for whose acts any of them may be liable, regardless of whether or not it is caused by the passive negligence of a party indemnified hereunder. For purposes of your obligation to defend, indemnify, and save harmless, the term State will have the following meaning: The County of Alpine Quincy Engineering, Inc. including their officers, directors, employees, agents, and design professionals. Your obligations under section 7 will survive the termination of the Agreement. Replace sections 7-1.06B through 7-1.06I with: Obtain insurance and submit all certificates of insurance to the County for acceptance before starting work. The certificates of insurance must contain a provision that coverage afforded under the policies will not be cancelled until at least thirty (30) days prior written notice has been given to County, or ten (10) days notice if cancellation is due to nonpayment of premium. Do not allow any subcontractor to commence work until the insurance required of the subcontractor has been obtained. Any violation of the requirements of section 7 constitutes a material breach of the entire Agreement. Certificates evidencing the issuance of the following insurance must be filed with the COUNTY within ten (10) days after the date of execution of this Agreement by you and before the start of work: Workers’ Compensation Insurance and Employer’s Liability Insurance You and your subcontractors must obtain and maintain for all employees engaged in the work. Provide Employer’s Liability Insurance in amounts not less than One Million Dollars ($1,000,000) per occurrence. Commercial General Liability (Form CG 20 10 11 85). You must obtain and maintain for yourself and all your employees during the course of this Agreement, Commercial General Liability Insurance (Occurrence Form CG 0001) for bodily injury and property damage in an amount of not less than One Million dollars ($1,000,000.00) combined single limit coverage per occurrence and if the policy includes an aggregate limit, the aggregate limit must be at least Two Million dollars ($2,000,000) for the following coverage: ---PAGE BREAK--- SP-17 Special Provisions Federal Aid Project No. BRLO-5931(030) 1. Personal injury 2. Broad form property damage 3. Explosion. Collapse, and underground hazards 4. Premises, operations, and mobile equipment 5. Products and completed operations 6. Blanket contractual liability Automobile Liability Insurance Carry Comprehensive Automobile Liability Insurance, both bodily injury and property damage, on owned, hired, leased and non-owned automobiles used in connection with your business in an amount not less than One Million dollars ($1,000,000) combined single-limit coverage per occurrence. Subcontractors You must include all subcontractors as insured under the policies or furnish separate certificates and endorsements to the County for approval for each subcontractor. All insurance coverage for subcontractors is subject to each of the requirements in Section 7 and must contain the additional insured endorsements required of you described under Section 7. Additional Insured Endorsement The Commercial General Liability and Automobile Liability Insurance must each contain, or be endorsed to contain, the following provision: The County, its officers, officials, employees, designated agents, and appointed volunteers must be named as additional insureds and must be added in the form of an endorsement to your insurance on Form CG 20 10 11 85. You must not commence work under this Agreement until Form CG 20 10 11 85 is delivered to County. This provision is not intended to extend to construction contractors contracted by the County to perform the work of improvement. Coverage must not extend to any indemnity coverage for the active negligence of the additional insured in any case where an agreement to indemnify the additional insured would be invalid under subdivision of California Civil Code Section 2782. Other Insurance Provisions For any claims related to the work performed under this Agreement, your insurance coverage must be primary insurance as to the County, its officers, officials, employees, designated agents and appointed volunteers. Any insurance or self-insurance maintained by County, its officers, officials, employees, designated agents or appointed volunteers must be in excess of your insurance and must not contribute with it. Any deductibles or self-insured retentions must be declared to and approved by County. At the option of County, either you must reduce or eliminate such deductibles or self-insurance retentions as they apply to County or you must provide a financial guarantee satisfactory to County guaranteeing payment of losses and related investigations, claim administration, and defense and defense-related expenses. Insurance coverage required of you under this Agreement must be placed with insurers with a current A.M. Best rating of no less than A:VII. Insurance coverage in the minimum amounts must not be construed to relieve you for liability in excess of such coverage, nor will it preclude the County from taking other action as is available to it under any other provision of this Agreement or applicable law. Failure of County to enforce in a ---PAGE BREAK--- SP-18 Special Provisions Federal Aid Project No. BRLO-5931(030) timely manner any of the provisions of Section 7 will not act as a waiver to enforcement of any of these provisions at a later date. If any insurance coverage required by this Agreement is provided on a “Claims Made”, rather than “occurrence” form, you agree to maintain required coverage for a period of three years after the expiration of this Agreement (Post Agreement Coverage) and any extensions. You must maintain the required Post Agreement Coverage by renewal or purchase of prior acts or tail coverage. This subprovision is contingent upon the Post Agreement Coverage being both available and reasonably affordable in relation to the coverage provided during the term of this Agreement. For purposes of interpreting this requirement, a cost not exceeding 100% of the last annual policy premium during the term of this Agreement in order to purchase prior acts or tail coverage for Post Agreement Coverage must be deemed to be reasonable. You agree to waive all rights of subrogation against County, its officers, officials, employees, agents, and volunteers for losses arising from work performed by you under this Agreement. County will include a provision in its contract with the general contractor hired to perform the work of improvements requiring that the general contractor and all of its subcontractors maintain general liability insurance of not less than $1,000,000 and that such insurance include the County, its officers, officials, employees, designated agents and appointed volunteers as additional insureds. Add after the 1st paragraph in section 7-1.11A: Use of United States –flag vessels: The contractor agrees – 1. To utilize privately owned United State-flag commercial vessels to ship at least 50 percent of the gross tonnage (computed separately for dry bulk carriers, dry cargo liners, and tankers) involved, whenever shipping any equipment, material, or commodities pursuant to this contract, to the extent such vessels are available at fair and reasonable rates for Unites States-flag commercial vessels. 2. To furnish within 20 days following the date of loading for shipments originating within the United States or within 30 working days following the date of loading for shipments originating outside the United States, a legible copy of a rated, ‘on-board’ commercial ocean bill-of-lading in English for each shipment of cargo described in paragraph of this section to both the Contracting Officer (through the prime contractor in the case of subcontractor bills-of lading) and to the Division of National Cargo, Office of Market Development, Maritime Administration, Washington, DC 20590. 3. To insert the substance of the provisions of this clause in all subcontracts issued pursuant to this contract. MAINTAIN RECORDS AND SUBMIT REPORTS DOCUMENTING YOUR PERFORMANCE UNDER THIS SECTION Add section 7-1.11E: 7-1.11D Title VI Assurances During the performance of this Agreement, the contractor, for itself, its assignees and successors in interest (hereinafter collectively referred to as CONTRACTOR) agrees as follows: Compliance with Regulations: CONTRACTOR shall comply with the regulations relative to nondiscrimination in federally assisted programs of the Department of Transportation, Title 49, Code of Federal Regulations, Part 21, as they may be amended from time to time, (hereinafter referred to as the REGULATIONS), which are herein incorporated by reference and made a part of this agreement. Nondiscrimination: CONTRACTOR, with regard to the work performed by it during the AGREEMENT, shall not discriminate on the grounds of race, color, sex, national origin, religion, age, or disability in the selection and retention of sub-applicants, including procurements of materials and leases of equipment. CONTRACTOR shall not participate either directly or indirectly in the discrimination ---PAGE BREAK--- SP-19 Special Provisions Federal Aid Project No. BRLO-5931(030) prohibited by Section 21.5 of the Regulations, including employment practices when the agreement covers a program set forth in Appendix B of the Regulations. Solicitations for Sub-agreements, Including Procurements of Materials and Equipment: In all solicitations either by competitive bidding or negotiation made by CONTRACTOR for work to be performed under a Sub-agreement, including procurements of materials or leases of equipment, each potential sub-applicant or supplier shall be notified by CONTRACTOR of the CONTRACTOR’S obligations under this Agreement and the Regulations relative to nondiscrimination on the grounds of race, color, or national origin. Information and Reports: CONTRACTOR shall provide all information and reports required by the Regulations, or directives issued pursuant thereto, and shall permit access to its books, records, accounts, other sources of information, and its facilities as may be determined by the California Department of Transportation or FHWA to be pertinent to ascertain compliance with such Regulations or directives. Where any information required of CONTRACTOR is in the exclusive possession of another who fails or refuses to furnish this information, CONTRACTOR shall so certify to the California Department of Transportation or the FHWA as appropriate, and shall set forth what efforts CONTRACTOR has made to obtain the information. Sanctions for Noncompliance: In the event of CONTRACTOR’s noncompliance with the nondiscrimination provisions of this agreement, the California Department of Transportation shall impose such agreement sanctions as it or the FHWA may determine to be appropriate, including, but not limited to: withholding of payments to CONTRACTOR under the Agreement within a reasonable period of time, not to exceed 90 days; and/or cancellation, termination or suspension of the Agreement, in whole or in part. Incorporation of Provisions: CONTRACTOR shall include the provisions of paragraphs through in every sub-agreement, including procurements of materials and leases of equipment, unless exempt by the Regulations, or directives issued pursuant thereto. CONTRACTOR shall take such action with respect to any sub-agreement or procurement as the California Department of Transportation or FHWA may direct as a means of enforcing such provisions including sanctions for noncompliance, provided, however, that, in the event CONTRACTOR becomes involved in, or is threatened with, litigation with a sub-applicant or supplier as a result of such direction, CONTRACTOR may request the California Department of Transportation enter into such litigation to protect the interests of the State, and, in addition, CONTRACTOR may request the United States to enter into such litigation to protect the interests of the United States. 8 PROSECUTION AND PROGRESS Replace Reserved in section 8-1.04C with: Section 8-1.04B does not apply. Start job site activities on the date stated in the Notice to Proceed. This work shall be diligently prosecuted to completion before the expiration of 160 WORKING DAYS, excluding plant establishment work, beginning on the date specified in the Notice to Proceed. Complete plant establishment work within 5 years. This project is expected to be suspended during the winter months. Traffic should be changed to the configuration shown for Stage 3 with one lane signal-controlled traffic on the newly constructed bridge and roadbed before winter shutdown. Remove the stream diversion for winter suspension in accordance with these special provisions. ---PAGE BREAK--- SP-20 Special Provisions Federal Aid Project No. BRLO-5931(030) The Contractor shall pay to the County of Alpine the sum of $4,800 per day, for each and every calendar day's delay in finishing the work in excess of the number of working days, excluding for plant establishment work, prescribed above. Do not start job site activities until the Department authorizes or accepts your submittal for: 1. Contractor-supplied biologist 2. Biological resource information program 3. CPM baseline schedule 4. WPCP or whichever applies 5. Bat and Bird Exclusion Plan 6. Temporary Creek Diversion System Plan 7. Water Quality Monitoring Plan If the submittals for Contractor-supplied biologist and biological resource information program are authorized, you may enter the job site only to measure controlling field dimensions and locate utilities. Do not start other job site activities until all the submittals from the above list are authorized or accepted and the following information is received by the Engineer: 1. Caltrans Notice of Materials To Be Used form. 9 PAYMENT Add to section 9-1.03: The agency shall hold retainage from the prime contractor and shall make prompt and regular incremental acceptances of portions, as determined by the agency, of the contract work, and pay retainage to the prime contractor based on these acceptances. The prime contractor, or subcontractor, shall return all monies withheld in retention from a subcontractor within 30 days after receiving payment for work satisfactorily completed and accepted including incremental acceptances of portions of the contract work by the agency. Federal law (49CFR26.29) requires that any delay or postponement of payment over 30 days may take place only for good cause and with the agency’s prior written approval. Any violation of this provision shall subject the violating prime contractor or subcontractor to the penalties, sanctions and other remedies specified in Section 7108.5 of the Business and Professions Code. These requirements shall not be construed to limit or impair any contractual, administrative, or judicial remedies otherwise available to the prime contractor or subcontractor in the event of a dispute involving late payment or nonpayment by the prime contractor, deficient subcontract performance, or noncompliance by a subcontractor. Replace "Department's" in the 5th paragraph of section 9-1.07A with: Caltrans Delete section 9-1.11 Add to section 9-1.16E(1): The bid amount for the contract items of work is the maximum value the County recognizes for progress payment purposes unless approved change order work increases this amount. ---PAGE BREAK--- SP-21 Special Provisions Federal Aid Project No. BRLO-5931(030) Replace section 9-1.16F with: The County will withhold 5 percent of all progress payments as retention. Retention will be paid to you on the Final Payment. You will have the right to substitute securities for the retention under Pub Cont Code § 22300. No substitution will be accepted until: 1. the County approves the securities and their value, 2. the parties have entered into an escrow agreement (if the securities are to be held in escrow) in a form substantially similar to that under § 22300, 3. all documentation necessary for assignment of the securities to the County or to the escrow agent, are delivered in a form satisfactory to the County. If you have substituted securities for any of the retention, the County may request that such securities be revalued from time to time, but not more often than Such revaluation will be made by a person or entity designated by the County and approved by you. If such revaluation results in a determination that the securities have a market value less than the amount of retention for which they were substituted, then the amount of the retention required under the Contract will be increased by such difference in market value. Such increased retention will be withheld from the next progress payment(s) due to you under the Contract. Replace the 3rd and 4th paragraph of section 9-1.17D(3) with: The Director of Community Development will make the final determination of any claims which remain in dispute after completion of claim review by the Engineer's authorized representative. A Claim Review Board, appointed by the Director of Community Development, will review such claims and make a written recommendation. The Contractor may meet with the Claims Review Board to make a presentation in support of such claims with the Engineer's authorized representative present. Replace section 9-1.22 with: Pub Cont Code § 9204 provides for the resolution of contract claims, effective until January 1, 2027. DIVISION II GENERAL CONSTRUCTION 10 GENERAL Replace Reserved in section 10-1.03 with: You may work within Hot Springs Creek only from May 1 to October 31 of any year. Add to section 10-5: All equipment used for off-road construction activities must be weed-free before to entering the project area. Equipment or manual watering must be conducted on all stockpiles, dirt/gravel roads, and exposed or disturbed soil surfaces, as necessary, to reduce airborne dust. ---PAGE BREAK--- SP-22 Special Provisions Federal Aid Project No. BRLO-5931(030) 12 TEMPORARY TRAFFIC CONTROL Replace section 12-3.27 with: 12-3.27 TEMPORARY ALTERNATIVE CRASH CUSHION 12-3.27(1) General 12-3.27(1)(a) Summary Section 12-3.27 includes specifications for constructing temporary alternative crash cushion. Temporary alternative crash cushion includes everything needed to attach it to temporary barrier or other temporary barrier system as shown and as approved by the manufacturer. 12-3.27(1)(b) Definitions Not Used 12-3.27(1)(c) Submittals Submit a certificate of compliance for each temporary alternative crash cushion. 12-3.27(1)(d) Quality Assurance At least 10 days before installation, submit a certificate of compliance and a minimum of two copies of the manufacturer’s drawings, installation instruction manual, and maintenance manual for each model of temporary alternative crash cushion to be used. You must have a copy of the manufacturer’s drawings, installation instructions manual, and maintenance manual for each temporary alternative crash cushion to be used on the job site during installation. Use personnel trained by the manufacturer to install temporary alternative crash cushion. A record of training provided by the manufacturer may be requested by the Engineer at any time. 12-3.27(2) Materials The temporary alternative crash cushion must be one of the following or a Department-authorized equal and must meet Test Level 3 criteria: 1. Type ACZ-350 - Crash cushion must be ACZ-350 manufactured by Energy Absorption Incorporated. The ACZ-350 system can be obtained from the distributors: Address Telephone no. TRAFFIC CONTROL SERVICE, INC. 8585 THYS COURT SACRAMENTO, CA95828 (916)387-9733 2. Type ABSORB 350 Crash cushion must be an ABSORB 350, 9-element system manufactured by Barrier Systems, Inc and can be obtained from the distributor: Address Telephone no. STATEWIDE TRAFFIC SAFETY & SIGNS, INC 7920 CUCAMONGA AVE. SACRAMENTO, CA 95826 (916)452-4855 3. Type SLED-SENTRY LONGITUDINAL ENERGY DISSIPATOR END TREATMENT - Crash cushion must be the SLED with three water filled modules, gating, non-redirective system manufactured by TrafFix Devices, Inc., andcan be obtained from the manufacturer: ---PAGE BREAK--- SP-23 Special Provisions Federal Aid Project No. BRLO-5931(030) Address Telephone no. TRAFFIX DEVICES, INC 160 AVENIDA LA PATA SAN CLEMENTE, CA 92673 (949) 361-5663 12-3.27(3) Construction Install temporary alternative crash cushion under the manufacturer's instructions and as shown. The temporary alternative crash cushion must not be placed such that it impedes the through flow of traffic. Attach a Type R or Type P marker panel to the front of the temporary alternative crash cushion if the closest point of the crash cushion array is within 12 feet of the traveled way. Firmly fasten the marker panel to the crash cushion with commercial-quality hardware or by other authorized methods. Maintain temporary alternative crash cushion in place at each location, including times when work is not actively in progress. Repair damaged temporary alternative crash cushion immediately. Remove and replace crash cushions damaged beyond repair. 12-3.27(4) Payment Replacement and repair of crash cushions damaged by public traffic is change order work. Add to the end of section 12-4.02C(3)(a) of the RSS for section 12: Keep a minimum of 1 paved traffic lane at least 11 feet wide open for traffic. Add to the end of section 12-4.02C(7)(b) of the RSS for section 12: For a stationary one-way-reversing traffic-control lane closure, you may stop traffic in 1 direction for periods not to exceed 30 minutes. After each stoppage, all accumulated traffic for that direction must pass through the work zone before another stoppage is made. You may use a pilot car to control traffic when construction activities are active. If a pilot car is used to control traffic, the cones shown along the centerline are not required. Pilot cars must have cellular or radio contact with other pilot cars and personnel in the work zone. The maximum speed of the pilot cars convoying or controlling traffic through the traffic control zone is 25 mph. Pilot cars must only use traffic lanes open to traffic. 13 WATER POLLUTION CONTROL Add to the end of section 13-1.01A: The specifications in section 13 for water quality monitoring apply to the following work activities whenever they occur in water: 1. installation and removal of temporary stream diversion 2. installation and removal of cofferdams 3. all other in-water work The receiving water for this project is Markleeville Creek. Dewatering to surface waters is prohibited. ---PAGE BREAK--- SP-24 Special Provisions Federal Aid Project No. BRLO-5931(030) Add to the end of section 13-1.01C(4)(a): At least 30daysbefore starting in-stream activities provide a Water Quality Monitoring Plan for review and written acceptance from the At minimum, this plan must include sampling protocols, frequency at specified stages of construction, and locations. Add between the 4th and 5th paragraphs of section 13-1.01D(5)(b): Test the receiving water under the test methods for the WQOs shown in the following table: Water Quality Objectives Quality characteristic Test method Detection limit (min) Requirement Turbidity during activities for in-water work (operation of the diversion) (NTU) Field test with a calibrated portable instrument (Measured at sampling location) All turbidity measurements must be analyzed by a certified lab or with a handheld meter with sensitivity of at least 0.1 nephelometric units (NTUs) and calibrated in accordance with manufacturer specifications. 0.1 20 above natural background Turbidity during activities for in-water work (installation and removal of the diversions, cofferdams ) (NTU) Field test with a calibrated portable instrument (Measured at sampling location) All turbidity measurements must be analyzed by a certified lab or with a handheld meter with sensitivity of at least 0.1 nephelometric units (NTUs) and calibrated in accordance with manufacturer specifications. 0.1 50 above natural background Add to the end of section 13-3.01A: This project's risk level is 2. ---PAGE BREAK--- SP-25 Special Provisions Federal Aid Project No. BRLO-5931(030) Add between the 1st and 2nd paragraphs of section 13-4.03G: Dewatering must comply with the General Order RT6-2020-0008. Replace section 13-12 with: 13-12 TEMPORARY CREEK DIVERSION SYSTEMS 13-12.01 GENERAL 13-12.01A Summary Section 13-12 includes specifications for constructing, maintaining, reconstructing, and removing temporary creek diversion system (TCDS), and restoring creek bed to original condition. The temporary diversion system is used to divert upstream water flows to allow construction in a dry or dewatered location. 13-12.01B Definitions Not Used 13-12.01C Submittals Submit a certificate of compliance for: 1. pipe material 2. impermeable plastic sheeting 3. Gravel 13-12.01C(1) Temporary Creek Diversion System Plan Within 20 days of Contract approval, submit 3 copies of the Temporary Creek Diversion System Plan At least 30 days before in-stream activities submit plan to the acceptance. The must include: 1. Installation and removal process, including equipment, platforms for equipment, and access locations. 2. Anticipated flow rates with backup calculations and information to justify them. 3. Calculations supporting the sizing of piping, channels, pumps, or other conveyance by using FHWA HY-8 or other equivalent method. Calculate the discharge water flow rate and velocity anticipated where it discharges on any erodible surface, so its conveyance does not cause erosion within the project or at the discharge to the water body. Temporary culverts attached to banks, walls, or other locations must be designed to hold the full weight of the culvert at capacity and restrain the culvert for any expected hydraulic forces. 4. Plans showing locations of diversion, including layouts, cross sections, and elevations. 5. Materials proposed for use, including MSDS if applicable. 6. Operation and maintenance procedures for the TCDS. 7. Restoration plans showing before and after conditions, including photos of existing conditions for areas disturbed during the installation, operation, and removal of the TCDS. 8. Monitoring and reporting plan to ensure applicable water quality objectives are met. This includes schedule of work including Temporary BMP implementation as part of the Construction Site BMP strategy, and or WPCP as applicable. Use with section 13-3.01A. 9. Details of the pumping system, if used, including power source, debris handling, fish screens, and monitoring requirements. 10. Fish passage plan, following the Caltrans Fish Passage Design for Road Crossings, CA Department of Fish and Wildlife (CDFW), CA Salmonid Stream Habitat Restoration Manual, and National Marine Fisheries Service (NMFS), Guidelines for Salmonid Passage at Stream Crossings, as required by the applicable PLACs. 10 The TCDS design must demonstrate how it will comply with section 13-12.03A, water tightness, and prevent seepage. 11. Contingency plan to remove workers, equipment, materials, fuels, and any other work items that will cause pollution or violation of PLACs during a rain event out of the flow area. Develop the ---PAGE BREAK--- SP-26 Special Provisions Federal Aid Project No. BRLO-5931(030) contingency plan for when a 12-inch freeboard cannot be maintained and overtopping of the coffer dams may occur. If revisions are required, the Engineer notifies you of the date when the review stopped and provides comments. Submit a revised within 15 days of receiving the comments. The Department's review resumes when a complete has been resubmitted. Submit an electronic copy on a read-only CD, DVD, or other Engineer-authorized data storage device and 4 printed copies of the authorized Submit to the a minimum of 30 days before in-stream work, the authorized The Engineer submits it to the for review and comment. If the Engineer orders changes to the based on the comments, submit a revised within 10 days. All submittals which include plans, specifications, and calculations must be sealed and signed by a civil engineer registered in the State. 13-12.01D Quality Assurance Not Used 13-12.02 MATERIALS 13-12.02A Gravel Gravel must: 1. Be river run gravel obtained from a river or creek bed with gradation of 100 percent passing a 3/4 inch sieve and 0% passing a 3/8 inch sieve 2. Be clean, hard, sound, durable, uniform in quality, and free of any detrimental quantity of soft, thin, elongated or laminated pieces, disintegrated material, organic matter, or other deleterious substances 3. Be composed entirely of particles that have no more than 1 fractured face 4. Have a cleanliness value of at least 85, as determined by California Test 227 13-12.02B Impermeable Plastic Membrane Impermeable plastic membrane must be: 1. Single ply, commercial quality, polyethylene with a minimum thickness of 10 mils complying with ASTM D2103. You must use stronger plastic membrane if required as part of design to resist hydraulic forces. 2. Free of holes, punctures, tears or other defects that compromise the impermeability of the material. 3. Suitable for use as an impermeable membrane. 4. Resistant to UV light, retaining a minimum grab breaking load of 70 percent after 500 hours under ASTM D4355. 13-12.02C Gravel-Filled Bags Gravel-filled bags must comply with section 13-5.02G. The 2nd paragraph of section 13-5.02G does not apply. 13-12.02D Plastic Pipes Plastic pipe must comply with section 61-3.01 and must: 1. Be clean, uncoated, in good condition free of rust, paint oil dirt or other residues that could potentially contribute to water pollution 2. Be adequately supported for planned loads 3. Use watertight joints under section 61-2.01. 4 Be made of a material or combination of materials that are suitable for clean water and which do not contain banned, hazardous or unlawful substances 5. For temporary pipes not reused on the project you may use the following materials: 5.1. PVC closed-profile wall pipe must comply with ASTM F1803 ---PAGE BREAK--- SP-27 Special Provisions Federal Aid Project No. BRLO-5931(030) 5.2. PVC solid wall pipe must comply with ASTM D3034, ASTM F679, AWWA C900, AWWA C905, or ASTM D2241 and cell class 12454 defined by ASTM D1784 5.3. HDPE solid wall pipe must comply with AASHTO M 326 and ASTM F714 5.4. Polyethylene large-diameter-profile wall sewer and drain pipe must comply with ASTM F894 13-12.02E Rock Not Used 13-12.02F Pumping System Pumping system must: 1. Comply with section 74-2.02B 2. Be equipped with secondary containment 3. Be free of fuel and oil leaks 4. Meet intake screen regulatory requirements 13-12.02G Seepage Pumping System If seepage occurs in the dewatered work area, the water must be removed by sump pumps as part of the TCDS. Seepage pumping system must: 1. Comply with section 74-2.02B 2. Ensure discharge water conform with PLACs or is treated on site 3. Be free of fuel and oil leaks 13-12.02H Discharge Water Energy Dissipation and Erosion Control Discharge water from pumps, pipes, ditches, or other conveyances must have BMPs to dissipate the flows and velocity of water discharged from the temporary diversion system if erosion would otherwise occur. Energy dissipation measures: 1. May be plastic sheeting, flared end sections, rubber matting, or other materials appropriate for the design hydraulics 2. Must be anchored to prevent movement by expected flows 3. Must be removed when the TCDS is removed 13-12.03 CONSTRUCTION 13-12.03A General Construction, use and removal of the TCDS is restricted to the time period from May 1 to October 1. If the work cannot be completed during the initial restricted time period, remove TCDS, restore the creek to original flow condition, and reconstruct the TCDS after May 1 of the following year. No work is allowed within the stream except during the restricted time period. It is anticipated this project will extend into two construction seasons. Do not use motorized equipment or vehicles in areas of flowing or standing water for the construction or removal of the TCDS in compliance with section 13-4.03. Remove vegetation to ground level and clear away debris. Place temporary or permanent fill as allowed by PLACs. Place rock at outlet of diversion pipe under section 72-4.03, except motorized vehicles and equipment must not be used in areas of flowing or standing water. Do not construct or reconstruct TCDS if the 72-hour forecasts predict a 50 percent or greater chance of rain in the project area. ---PAGE BREAK--- SP-28 Special Provisions Federal Aid Project No. BRLO-5931(030) Stop allwork and remove all material and equipment from the creek between upstream and cofferdams if the 72-hour forecasts predict a 50 percent or greater chance of rain in the project area and the predicted rainfall is estimated to produce a flow rate exceeding the design capacity of the TCDS. If the required freeboard cannot be maintained and overtopping may occur, implement contingency plan to remove all workers, equipment, and potential sources of pollution from the dry working area of the creek bed. The TCDS must be constructed within the Right of Way and temporary impact footprint as described in the environmental commitments and PLACs. Lap and join joints between the edges of impermeable plastic membrane with commercial-quality waterproof tape with minimum 4-inch lapping at the edges. Seal openings or penetrations through the impermeable plastic membrane with commercial quality waterproof tape. The TCDS must be water tight to keep the work area dry for construction and prevent the creation of pollutants. Maintain all portions of the TCDS and fix leaks as soon as they are discovered. Contact water agencies that discharge to the construction area to ensure that unexpected water is not discharged during construction which could compromise the TCDS. 13-12.03B Maintenance Maintain the TCDS to provide a minimum freeboard of 12 inches between the water surface and the impermeable top of the cofferdams. Do not discharge runoff from existing or proposed drainage systems into the dry work area between the cofferdams. Runoff from these systems may be connected to the diversion pipe or conveyed by pipes of the cofferdam. Prevent leaks in the TCDS. Provide seepage pumps as necessary and keep the work area dry to prevent the creation of sediment-laden water. Repair holes, rips and voids in the impermeable plastic membrane with commercial-quality waterproof tape. Replace impermeable plastic membrane when patches or repairs compromise the impermeability of the material. Repair TCDS within 24 hours after the damage occurs. Prevent debris from entering the TCDS and receiving water. Remove and immediately replace gravel, gravel-filled bags, impermeable plastic membrane, or plastic pipes contaminated by construction activities. Remove sediment deposits and debris from the TCDS as needed. If removed sediment is deposited within project limits, it must be stabilized and not subject to erosion by wind or water, under sections 19- 1.01 and 19-2.03 B. 13-12.03C Removal When no longer required, remove all components of TCDS. Return the creek bed and banks to the original condition. Do not excavate the native creek material. Backfill ground disturbance, including holes and depressions caused by the installation and removal of the TCDS with gravel. Maintain the original line and grade of the creek bed. 13-12.04 PAYMENT Not Used ---PAGE BREAK--- SP-29 Special Provisions Federal Aid Project No. BRLO-5931(030) 14 ENVIRONMENTAL STEWARDSHIP Add to the end of section 14-1.02: An ESA exists on this project. Before starting job site activities, install temporary high-visibility fence as shown to protect the ESA and mark its boundaries and to demarcate the outer perimeter of the work area. Marking must be in place during all periods of operations. Add to the 1st paragraph of section 14-6.03A: This project is within or near habitat for the regulated species shown in the following table: Regulated Species Western Bumble Bee Migratory Birds Raptors White-Tailed Hare Ring-Tailed Cat Pallid Bat Western Red Bat Replace the 2nd paragraph of section 14-6.03B with: The Department anticipates nesting or attempted nesting by migratory and nongame birds from February 1 to August 31. Replace item 1 in the list in the 6th paragraph of section 14-6.03B with: 1. Stop all work within a 500-foot radius of the discovery except as shown in the following table: Species Protective radius Raptors 1/4 mile Add to section 14-6.03C: Regulated fish and other aquatic life are anticipated adjacent to bridge no.31C0005. Implement the following protection measures: 1. Install exclusionary material, a cofferdam, or a combination of both 2. Provide a Contractor-supplied biologist to relocate the fish if relocation is allowed Relocate the regulated fish and other aquatic life as soon as possible to a location with suitable habitat designated by the contractor-supplied biologist and the Engineer.. Handle regulated fish and other aquatic life to minimize stress by: 1. Keeping the fish in water to the maximum extent possible during relocation 2. Keeping the fish in cool, shaded, and aerated water while in captivity ---PAGE BREAK--- SP-30 Special Provisions Federal Aid Project No. BRLO-5931(030) 3. Protecting the fish from excessive noise, handling, temperature variation, jostling, or overcrowding while in captivity 4. Removing the fish from water only when releasing them 5. Segregating young-of-year salmonids into separate containers from older salmonids and other aquatic predators Exclusion material must be 0.25-inch stretched mesh. Exclude fish and other aquatic life from the work area in the following sequence: 1. Install exclusion materials and remove as many fish as possible 2. Install a cofferdam or water bypass 3. Gradually dewater the work area 4. Remove the remaining fish using one or a combination of seining, baited minnow traps, and dip net and hand removal Maintain exclusion material and cofferdams such that regulated fish and other aquatic life are prevented from entering the work area. The pump screen's approach velocity must not exceed 0.33 feet per second. Add to section 14-6.03D(1): Within 30 days before starting job site activities, submit protocols for species protection surveys. Use protocols required in the PLACs. Survey the job site for regulated species and submit a preconstruction survey report within 14 days before starting work and again 3 days before starting work for the ring-tailed cat specifically. If a lapse in construction activities for 15 days or longer occurs, another pre-construction survey must be performed. In conjunction with a pre-construction nesting bird survey, conduct surveys of suitable bat roosting locations in and within 250 feet of the project area before installing exclusionary devices. If roosting sites that are not currently in use but may become occupied before the start of project activities are found, or if bats are found using any trees or structures within the project area, the biologist must evaluate the roosting sites and number and species of bats present and develop a take-avoidance plan. The plan must be submitted for California Department of Fish and Wildlife review and approval before starting project activities. Payment for the take -avoidance plan is included in the payment for the contractor-supplied biologist. A focused rare plant survey must be conducted before construction during the blooming season for alder buckthorn, cut-leaf checkerbloom, Davy's sedge, golden violet, Liddon's sedge, mud sedge, scalloped moonwort, upswept moonwort, and western valley sedge. The survey must be conducted during the target species; blooming period, or when the target species are otherwise most evident and identifiable. More than one survey may be necessary of the target species' most evident and identifiable periods do not fully overlap. Contractor-supplied biologist is to determine the exact timing. Payment for rare plant surveys is included in the payment for the contractor-supplied biologist. Monitor all construction activities within 250 feet of any wetland or water feature. Make random visits to the project site at least twice every week while construction is occurring. The preconstruction survey report must include one of the following: 1. Detailed observations and locations where regulated species were observed 2. Statement that no regulated species were observed Submit an initial monitoring report as an informational submittal within 12 hours after starting ground- disturbing activities. ---PAGE BREAK--- SP-31 Special Provisions Federal Aid Project No. BRLO-5931(030) Submit a biological resource incident report within 24 hours of the incident. The incident report must include: 1. Description of any take of regulated species or any violation of a biological resource PLAC 2. Species name and number taken 3. Details of required notifications with contact information 4. Corrective actions proposed or taken 5. Disposition of taken species Submit an annual monitoring report no later than January 15 during each year of construction. The annual monitoring report must include: 1. Start and end dates of construction 2. Project impacts on the regulated species 3. Species protection measures and implementation details 4. Incidental take details, including species name, number taken, people contacted, contact information, and disposition of taken species 5. Assessment of the effectiveness of the species protection measures in mitigating project impacts 6. Recommendations for improving species protection measures Submit a final monitoring report no later than 20 days after completion of the project. If the report requires revisions, the Department provides comments. Submit a revised report within 7 days of receiving comments. The final monitoring report must be a cumulative report including: 1. Start and end dates of construction 2. Project impacts on the regulated species 3. Species protection measures and implementation details 4. Incidental take details, including species name, number taken, people contacted, contact information, and disposition of taken species 5. Assessment of the effectiveness of the species protection measures in mitigating project impacts 6. Recommendations for improving species protection measures Replace Reserved in section 14-6.03D(3) with: Prepare and present a biological resource information program to familiarize personnel with regulated species and habitats, related laws and regulations, and species protection measures and protocols. The biological resource information program must include: 1. Identification of the job site, ESAs, and species protection areas 2. Description of the regulated species and its general ecology 3. Description of habitats used by the regulated species and their locations 4. Requirements for protecting regulated species 5. Definition and consequences of take of regulated species 6. Response plan for encounters with the regulated species or a species that looks like one 7. Permit requirements for touching or moving a regulated species 8. Requirements for species protection 9. Description of avoidance and minimization measures 10. Handout materials about the regulated species, its habitats, and species protection measures A Contractor-supplied biologist must develop the program and present the biological resource training. Submit an outline of your program within 7 days after Contract approval. If the submittal is rejected, submit a revised outline within 7 days of receiving the rejection. Allow 15 days for the Department's review of your outline of the program. ---PAGE BREAK--- SP-32 Special Provisions Federal Aid Project No. BRLO-5931(030) Notify the Engineer at least 7 days before the 1st training session. Submit an attendance list with the printed and signed name of each attendee along with a signed form from the employee stating they attended the program and understand all protection measures within 2 business days after each session. Submit a separate attendance list for each subsequent training session for new personnel. Personnel who must complete biological resource training include laborers, tradesmen, material suppliers, equipment maintenance staff, supervisors, foremen, office staff, food vendors, and other workers who stay at the job site longer than 30 minutes. Provide a handout that describes the regulated species, their habitats, and protection measures as listed in species protection or in PLACs. Distribute the handout to each attendee. Display and maintain the handout at all construction field offices and on all information boards. Replace RESERVED in section 14-6.05 with: 14-6.05 INVASIVE SPECIES CONTROL Section 14-6.05 includes specifications for preventing the introduction and spread of invasive species to and from the job site. Comply with section 13-4.03E(3). At least 2 business days before using vehicles and equipment on the job site, submit a signed statement that the vehicles and equipment have been cleaned of soil, seeds, vegetative matter, and other such debris that may introduce or spread invasive species. The statement must include: 1. List of the vehicles and equipment with identifying numbers 2. Date of cleaning for each vehicle and piece of equipment 3. Description of the cleaning process 4. Measures to be taken to ensure the vehicles and equipment remain clean until operation at the job site 5. Verification that the equipment has not been operated in waters known to be infested by aquatic invasive species Update the list of vehicles and equipment as needed. Clean all tools, waders and boots and other vehicles and equipment before operation at the job site. Do not clean vehicles, equipment, or tools at locations near sensitive habitat or waterways at the job site. Clean vehicles and equipment every time before it enters or leaves a sensitive habitat. Within project limits, implement the following protection measures: 1. Before entering or exiting, pressure wash your vehicles and equipment: 1.1. At a temperature of 140 degrees F 1.2. With a minimum nozzle pressure of 2,500 psi 1.3. With a minimum fan tip angle of 45 degrees 2. Thoroughly scrub personal work equipment and tools, such as boots, waders, hand tools, and any other equipment used in water at the job site, using a stiff-bristled brush to remove any organisms. Decontaminate the equipment by one of the following methods: 2.1. Immerse the equipment in water at a temperature of 140 degrees F for at least 5 minutes. If necessary, weigh down the equipment to keep it immersed in the water. 2.2 Freeze the equipment to a temperature of 32 degrees F or colder for at least 8 hours. 2.3 Thoroughly dry the equipment in a weed-free area for at least 48 hours. 3. Clean personal work equipment, and tools over drip pans or containment mats at the job site. Collect and contain the wastewater. Dispose of the wastewater at a waste management facility. ---PAGE BREAK--- SP-33 Special Provisions Federal Aid Project No. BRLO-5931(030) Replace Reserved in section 14-6.06 with: 14-6.06 BAT AND BIRD EXCLUSION DEVICES 14-6.06A General 14-6.06A(1) Summary Section 14-6.06 includes specifications for exclusion devices to prevent: 1. Roosting of bats. 2. Nesting of migratory birds and nongame birds. Use exclusion devices at the following locations: 1. Temporary structures required to construct the project 2. Areas identified during the pre-construction survey for nesting of migratory and nongame birds 3. Areas listed in the PLAC. 14-6.06A(2) Definitions temporary structure: Protective covers, falsework, scaffolding, or similar components required to construct the project nesting season: The dates the Department anticipates nesting or attempted nesting. Comply with Section 14-6.03B. day roost: A roost site that bats utilize during daylight hours for resting and pup rearing including abutment joints, span hinge joints, bent joints, bridge cavities, deck drains and any access or openings to cells of box girders. Day roosting occurs April 1 through September 15. night roost: A roost site bats use during hours of darkness for resting including any portion of a structure or components of that structure. continuous construction presence: Actual construction activity or personnel presence, or equivalent construction noise of at least 85 dBA hourly average measured from the source to the receptor no fewer than 5 days each week for at least 8 daylight hours per day. 14-6.06A(3) Submittals Submit an exclusion plan prepared by a qualified biologist to the Engineer. Allow 10 days for review. Do not start jobsite activities until the plan is authorized. The exclusion plan must include: 1. Title sheet 2. Table of contents 3. Exclusion devices to be used to exclude bats and nesting birds 4. Location and schedule of exclusion devices 5. Disposal method for partially constructed and unoccupied nests 6. Daily inspection and maintenance schedule 7. Methods of maintenance, including types of adhesive tape and/or sealants for repair, bioacoustic deterrent, and visual deterrent devices 8. PLAC requirements 9. Materials, with consideration of the Department research study described in the Information Handout, Methods for Excluding Cliff Swallows from Nesting on Highway Structures 14-6.06A(4) Quality Assurance Monitor the effectiveness and maintenance of the exclusion devices. If a nest becomes established during the nesting season: 1. Do not remove the nest. ---PAGE BREAK--- SP-34 Special Provisions Federal Aid Project No. BRLO-5931(030) 2. Immediately contact the Engineer for evaluation and discussions of possible actions to avoid disrupting the nesting activity. 14-6.06B Materials Materials for bird exclusion must be one or a combination of the following: 1. Polytetrafluorethylene (PTFE) sheeting. 2. Acoustical deterrent 3. Visual deterrent 4. Other materials authorized by the engineer. You may not use devices that include netting. Material for bat exclusion must be one or a combination of the following: 1. Backer rod 2. Expansion foam 3. Non-toxic foamed concrete (similar to Aircrete, Foamcrete or Cellular Lightweight Concrete) 4. Steel wool 5. Other materials authorized by the engineer Exclusion devices must be installed to withstand the elements including wind and rain. 14-6.06C Construction Install exclusion devices: 1. For temporary structures, at the time of erection. 2. For existing structures: 2.1 Prior to the start of construction. 2.2 During the non-nesting season and non-day roosting time period. 3. To completely block bat and bird access to the bridge or temporary structure, including its exterior girders and overhang. 4 For areas identified during the pre-construction survey for nesting of migratory and nongame birds A qualified biologist must oversee installation, maintenance and removal of the exclusion device. During the nesting season, nest removal is not allowed. If attempted nesting occurs during the nesting season, you may remove the nest material prior to the nests becoming one-third complete. During the non-nesting season, nest removal is allowed. Clean bat and bird waste or other debris from the contact surfaces of the bridge girders before installing the exclusion devices. Install bat exclusion devices and any active nest removal 2 hours after sunset and when the ambient air temperature is at least 45 degrees Fahrenheit. Monitor daily to maintain and repair devices. Upon completion of the work, remove exclusion devices. 14-6.06D Payment Not Used Add to the end of section 14-9.02: The US EPA has established the National Emission Standards for Hazardous Air Pollutants (NESHAP). Under the Health & Safety Code § 39658(b)(1), your demolition and rehabilitation activities must comply with 40 CFR 61, Subpart M (National Emission Standard for Asbestos). ---PAGE BREAK--- SP-35 Special Provisions Federal Aid Project No. BRLO-5931(030) An Asbestos survey has not been conducted. Perform asbestos testing as required. Payment for performing asbestos survey is included in the payment for bridge removal. If asbestos is encountered, removal and disposal is change order work. You must notify the Great Basin Unified Air Pollution Control District of your demolition activities even if the activities will not disturb asbestos-containing material. You may obtain the notification form, submittal instructions, and other information from: Great Basin Unified A.P.C.D. 157 Short Street Bishop, CA 93514 Instead of the 10 working days specified at the website, submit a notification form to the Great Basin Unified Air Pollution Control District at least 15 days before starting demolition or rehabilitation activities. Submit a copy of the notification form and the necessary attachments as informational submittals before starting demolition or rehabilitation activities. If you discover unanticipated asbestos-containing material during the demolition or rehabilitation activities, immediately stop work in that area and notify the Engineer. The Department may use other forces to remove and dispose of the material. Do not resume work in the area until authorized. Notify the Great Basin Unified Air Pollution Control District of a change to your demolition or rehabilitation activities, including a revised work plan or the discovery of unanticipated asbestos-containing materials, within 2 days of the change or discovery. Add to section 14-11.04: Prepare and submit a site specific Fugitive Dust Control Plan/Fugitive Dust Plan (FDP) for all work complying with the requirements of the Dust Rules approved by Great Basin Unified Air Pollution Control District before starting work. Provide four copies of the Great Basin Unified Air Pollution Control District approved FDP plan before starting any work that may generate dust. Prepare and amendment to the FDP when there is a change in construction activities not included in the FDP, when your activities violate a condition of the Great Basin Unified Air Pollution Control District ,or when ordered by the Engineer. Amendments must identify additional dust control practices or revised operations, including those areas or activities not identified in the initially approved FDP. Amendments to the FDP must be prepared and submitted for review and approved within a time agreed upon by the Engineer. At a minimum, the FDP must be amended annually. Keep one copy of the approved FDP and approved amendments at the project site. Make the FDP available upon request by a representative of the Great Basin Unified Air Pollution Control District California Air Resource Board or thee Untied States Environmental Protection Agency. Requests by the public must be directed to the Engineer. Provide all notices to the Great Basin Unified Air Pollution Control District and create and maintain all records as required by Dust Rules. Copies of related records must be submitted to the Engineer within thirty (30) calendar day or completion of work. Implement the measures contained in the FDP to control dust. Control dust using measure that include the following: 1. Stabilize unpaved areas subject to vehicular traffic by keeping adequately wetted, or covered with material that contains less than 0.25 percent asbestos. ---PAGE BREAK--- SP-36 Special Provisions Federal Aid Project No. BRLO-5931(030) 2. The speed of vehicles and equipment traveling across unpaved areas must not be more than 15 mph unless the road surface and surrounding area is sufficiently stabilized to prevent vehicles and equipment going faster from causing dust that is visible from crossing job site limits. 3. Stockpiles and disturbed areas not subject to vehicular traffic must be located in the plan and stabilized by being kept adequately wetted, or covered with material that contains less than 0.25 percent asbestos. 4. On-site in piles must not exceed 4 feet tall. 5. Conduct activities so that no dirt or mud tracking is visible on any paved roadway open to the public. 6. Use rock track out pads and wheel wash stations at all points of egress from unpaved construction areas. 7. Use a dedicated water truck for each piece of earthmoving equipment scrapers, dozers, excavators, loaders, haul trucks, backhoes, compactors, graders, etc.). 8. Water inactive work areas and stockpile sites at least twice daily or until soils are stable. 9. Pre-wet excavations to depths of cuts. Dust control measures that will be required to mitigate dust may impact your productivity during construction activities. Replace the RSS for section 14-11.14 with: 14-11.14 TREATED WOOD WASTE 14-11.14A General Section 14-11.14 includes specifications for handling, storing, transporting, and disposing of treated wood waste. Manage treated wood waste under Health & Safety Code §25230 et seq. Wood removed from guardrail is treated wood waste. 14-11.14B Submittals Within 5 business days of disposing of treated wood waste, submit as an informational submittal a copy of each completed shipping record and weight receipt. 14-11.14C Training Provide training to personnel who handle or may come in contact with treated wood waste. Training must include: 1. Requirements of 8 CA Code of Regs 2. Procedures for identifying and segregating treated wood waste 3. Safe handling practices 4. Requirements of Health & Safety Code §25230 et seq 5. Proper disposal methods Maintain training records for 3 years after contract acceptance. 14-11.14D Storage of Treated Wood Waste Store treated wood waste at the jobsite until transport to the CA permitted disposal site. Until disposal, store treated wood waste using the following methods: 1. Raise the waste on blocks above a foreseeable run-on elevation and protect it from precipitation for no more than 90 days. 2. Place the waste on a containment surface or pad protected from run-on and precipitation for no more than 180 days. 3. Place the waste in water-resistant containers designed for shipping or solid waste collection for no more than 1 year. 4. Place the waste in a storage building as defined in Health & Safety Code §25230 et seq. Prevent unauthorized access to treated wood waste using a secure enclosure such as a locked chain- link-fenced area or a lockable shipping container located within the job site. ---PAGE BREAK--- SP-37 Special Provisions Federal Aid Project No. BRLO-5931(030) Resize and segregate treated wood waste at a location where debris including sawdust and chips can be contained. Collect and manage the debris as treated wood waste. Identify treated wood waste and accumulation areas using water-resistant labels that comply with Health & Safety Code §25230 et seq. Labels must include: 1. The words TREATED WOOD WASTE Do not burn or scavenge 2. The words Caltrans District and the district number 3. The words Construction Contract and the contract number 4. District office address 5. Engineer's name, address, and telephone number 6. Contractor's contact name, address, and telephone number 7. Date placed in storage 14-11.14E Transport and Disposal of Treated Wood Waste Dispose of treated wood waste within: 1. 90 days of generation if stored on blocks 2. 180 days of generation if stored on a containment surface or pad 3. 1 year of generation if stored in a water-resistant container or within 90 days after the container is full, whichever is shorter 4. 1 year of generation if stored in a storage building as defined in Health & Safety Code §25230 et seq Before transporting treated wood waste, obtain agreement from the receiving facility that it will accept the waste. Protect shipments of the waste from loss and exposure to precipitation. For projects generating 10,000 lbs or more of treated wood waste, request a generator's EPA Identification Number from the Engineer at least 5 business days before the 1st shipment. Each shipment must be accompanied by a shipping record such as a bill of lading or invoice that includes: 1. The words Caltrans District and the district number 2. The words Construction Contract and the contract number 3. District office address 4. Engineer's name, address, and telephone number 5. Contractor's name, contact person, and telephone number 6. Receiving facility's name and address 7. Description of the waste treated wood waste with preservative type if known or unknown/mixture) 8. Project location 9. Estimated weight or volume of the shipment 10. Date accumulation begins 11. Date of transport 12. Name of transporter 13. Date of receipt by the treated wood waste facility 14. Weight of shipment measured by the receiving facility 15. Generator's US EPA Identification Number for projects generating 10,000 lbs or more of treated wood waste The shipping record must be 8-1/2 by 11 inches and a 4-part carbon or carbonless form to provide copies for the Engineer, transporter, and treated wood waste facility. Transport treated wood waste directly to the CA permitted disposal site after leaving the jobsite. Do not mix treated wood waste from the job site with waste from any other generator. Dispose of treated wood waste at one of the following: 1. An approved California disposal site operating under a permit that includes acceptance of treated wood waste 2. California disposal site operating under a DTSC permit that includes acceptance of treated wood waste ---PAGE BREAK--- SP-38 Special Provisions Federal Aid Project No. BRLO-5931(030) Treated wood waste may be disposed as a hazardous waste at any of the following Resource Conservation and Recovery Act (RCRA) Subtitle C disposal facilities: 1. US Ecology, Beatty, Nevada 2. US Ecology, Grandview, Idaho 3. Chemical Waste Management of the Northwest, Arlington, Oregon 14-11.14F Payment Payment for handling, storing, transporting, and disposing of treated wood waste is included in the payment for bridge removal. 15 EXISTING FACILITIES Delete the 7th paragraph of section 15-1.03B. DIVISION III EARTHWORK AND LANDSCAPE 17 GENERAL Add to section 17-2.03A: Removal of vegetation may need to be scheduled before May 1 or after August 31 if roosting bats are present. Conduct surveys if removal considered during this time period. Removal of vegetation or disturbances or ground surface conditions must not occur between October 16 and April 30 of any year. Stumps within two feet of the grading plane must be removed completely. Vegetation marked for protection may only be trimmed with hand tools to the extent necessary to gain access to the work sites. Replace the 4th paragraph in section 17-2.03A with: Clear and grub vegetation only within the excavation and embankment slope lines. 19 EARTHWORK Add to section 19-1.01A: Removal of vegetation or disturbances or ground surface conditions must not occur between October 16 and April 30 of any year. ---PAGE BREAK--- SP-39 Special Provisions Federal Aid Project No. BRLO-5931(030) Add to section 19-1.03A: Double handling of earthwork materials may be required. Add to section 19-1.04: Payment for double handling of earthwork materials is included in the payment for roadway excavation. Replace the 2nd, 3rd, and 4th paragraphs of section 19-2.03B with: Dispose of surplus material. Ensure enough material is available to complete the embankments before disposing of it. Replace 1st sentence in the 6th paragraph in section 19-3.03B(4) with: If cofferdams are used, remove them completely after completing substructure construction. 20 LANDSCAPE Replace "Reserved" in section 20-3.03 with: 20-3.03 VEGETATED ROCK SLOPE PROTECTION 20-3.03A General Section 20-3.03 includes specifications for plantriparian cuttings (poles and branches) in rock slope protection. Plant cuttings at time of rock slope protection installation. Notify the Engineer 5 days before installing cuttings. 20-3.03B Materials 20-3.03B(1) Cuttings It is anticipated that the cuttings will need to be purchased and brought to the site. During transportation, place the cuttings on the transport vehicles in an orderly fashion to prevent damage and to facilitate handling. Wrap cuttings in light-colored, opaque plastic with small amounts of water added to prevent desiccation. Keep cuttings out of direct sunlight or in other locations that are likely to heat up. 20-3.03B(2) Branches Branches must be reasonably straight and 6.5 feet in length. Branches must be from end cuttings with suckers, terminal buds, leaves and branches left on. The base of each branch must be cut below a leaf bud at an angle of approximately 45 degrees. 20-3.03B(3) Poles Poles must be at least 5.5 feet in length and 0.5 to 2 inches in diameter from tip to toe. Seal poles at terminal ends by dipping the top 2 to 3 inches of each pole into a 50:50 mix of white latex paint and water or paraffin wax to prevent moisture loss. ---PAGE BREAK--- SP-40 Special Provisions Federal Aid Project No. BRLO-5931(030) 20-3.03B(4) Organic Fertilizers Comply with section 20-3.01B(4)(d). 20-3.03B(5) Commercial Fertilizers Comply with section20-3.01B(4)(c). 20-3.03B(6) Rolled Erosion Control Product (Netting) Rolled erosion control product must be Type C and must comply with section 21-2.02O. 20-3.03C Construction Construct rock slope protection and planting in alternate layers. Rock slope protection must be constructed such that, at locations to receive planting, the top edge is relatively even. Before placing, netting and 12 inches of backfill must be placed on the rock slope protection bench and thoroughly moistened. Re-cut planting using a grafting or branch knife at an angle before placing branches on the backfill. Place a minimum of 6 branches and 1 pole per hole positioned so the branches angle out toward the creek. Branches must be placed with minor criss-crossing. Butt ends of cuttings must be lower than terminal ends and protrude 0.7 to 1.3 feet beyond the embankment face. Planting holes must be made perpendicular to the ground line and formed with a water jet stinger or auger. Poke holes in the rock slope protection fabric with a stringer or metal rod before inserting the cuttings. Planting holes must be placed at intervals shown. Plant cuttings to the proper depths without damage to the bark. Where rock or other hard material prohibits holes from being excavated as specified, new holes must be excavated and the abandoned holes backfilled. If the soil in and around the plant hole is not wet before planting, the soil must be watered and maintained in a wet state until the cuttings are planted. Embed approximately two-thirds of the base of cuttings in the soil and have from 3 to 5 bud scars exposed above the plant hole. Cuttings with more than 5 bud scars exposed must have excess scars removed by pruning. After planting, backfill the plant holes with water and excavated material to make a mud slurry. Distribute the excavated material within the hole without clods, lumps or air pockets and compacted without damage to the cutting's bark. Compact adequately to prevent the cutting from being easily removed from the soil. Place fertilizer packet in the backfill of each plant to within 6 to 8 inches of the soil surface and approximately 1 inch from the cutting. Water cuttings and maintain them in a healthy condition from the time the cuttings are planted until acceptance of the contract. Replace cuttings that die at your expense. The method of planting replacement cuttings must be as specified. Tamp cuttings into the openings between the rocks. It may be necessary to use an iron bar to create a pilot hole. Transition ends of vegetated rock slope protection smoothly into the creek bank. 20-3.03D Payment The payment quantity for vegetated rock slope protection is measured by the actual count of holes placed and includes cuttings, backfill, and excavation. Rock Slope protection is not included in the payment for vegetated rock slope protection. This project has a Type 2 plant establishment period. ---PAGE BREAK--- SP-41 Special Provisions Federal Aid Project No. BRLO-5931(030) Replace the 1st paragraph of section 20-4.01C(1) with: Submit the following seasonal watering schedules for use during the plant establishment period: 1. March through May 2. June through August 3. September through October 4. November through February Submit the first season's watering schedule within 10 days after the start of the plant establishment period. Submit subsequent watering schedules at least 5 days before start of the next seasonal period. Remote irrigation control system watering schedule must use the remote irrigation control system software program. Add before the 1st paragraph of section 20-4.03A: Maintain a neat and presentable job site during plant establishment including areas not visible to the public. Add to section 20-4.03D: Dispose of weeds under section 20-1.03C(4). Add to section 20-4.03: 20-4.03H Pest Control Control pests under sections 20-1.03B and 20-1.03C(1). 21 EROSION CONTROL Add to section 21-2.02H: Straw must be certified weed free from the harvest site by the local County Agricultural Commission or the Department of Food and Agriculture and free of non-native plant materials. Add to section 21-2.02P: Straw must be certified weed free from the harvest site by the local County Agricultural Commission or the Department of Food and Agriculture and free of non-native plant materials. Intersections of the weave must not be fused. Do not use any containing plastic netting, including photo- or bio-degradable plastic netting. DIVISION V SURFACINGS AND PAVEMENTS 39 ASPHALT CONCRETE ---PAGE BREAK--- SP-42 Special Provisions Federal Aid Project No. BRLO-5931(030) Add to section 39-2.01: 39-2.01C(10) Temporary Hot Mix Asphalt Temporary hot mix asphalt must comply with the requirements for hot mix asphalt in section 39-2.02. Remove temporary hot mix asphalt once no longer necessary. Replace Reserved in section 39-2.02B(3) with: The grade of asphalt binder for Type A HMA must be PG 64-28. For Type A HMA using RAP substitution of greater than 15 percent of the aggregate blend, the virgin binder grade must comply with the PG binder grade specified above with 6 degrees C reduction in the upper and lower temperature classification. For Type A HMA using RAP substitution of 15 percent or less of the aggregate blend, the grade of the virgin binder must comply with the PG binder grade specified above. Add to section 39-2.02D: Temporary hot mix asphalt is paid for as hot mix asphalt. The payment for hot mix asphalt includes the removal and disposal of the temporary hot mix asphalt. DIVISION VI STRUCTURES 48 TEMPORARY STRUCTURES Replace "Reserved" in section 48-7with: 48-7 TEMPORARY SHORING 48-7.01 GENERAL Section 48-7 includes specifications for design and construction of temporary shoring, including any temporary embankments and excavation required for the shoring system shown or required as part of your work operations. You are responsible for designing, constructing and maintaining safe and adequate temporary shoring to support all loads imposed, including traffic loads. Submit 5 sets of working drawings and one set of calculations for temporary shoring. The working drawings must be signed by an engineer who is registered as a civil engineer in the State of California. 48-7.02 MATERIALS You must select and provide the material used to construct the temporary shoring. 48-7.03 Construction Not Used 48-7.04 PAYMENT Temporary shoring is paid for as a lump sum regardless of how much is required for the project. ---PAGE BREAK--- SP-43 Special Provisions Federal Aid Project No. BRLO-5931(030) 49 PILING Add to section 49-1.03: Expect difficult pile installation due to boulders, rocks, and high groundwater. Add to section 49-2.01A(3)(a): Before installing driven piles, submit a Pile and Driving Data Form for each pile type for each of the support locations or control zones shown in the following table: Bridge Name and no. Pile type Support location or control zone Hot Spring Creek Bridge (Bridge No.31C0022) HP 12 x 84 Abutment 1 Hot Spring Creek Bridge (Bridge No.31C0022) HP 12 x 84 Abutment 2 ---PAGE BREAK--- SP-44 Special Provisions Federal Aid Project No. BRLO-5931(030) Hammer Ram Anvil Min Rated Energy: at Length of Stroke Fuel Setting Max Rated Energy: at Length of Stroke Fuel Setting Ram Modifications: Thickness:_______________in Modulus of Elasticity - Coefficient of Restitution - Capblock (Hammer Cushion) Structure Name Structure Dist./Co./Rte./Post Contract Pile Driving Contractor or Subcontractor_____________ (Pile Driven By) CALIFORNIA DEPARTMENT OF TRANSPORTATION TRANSPORTATION LABORATORY PILE AND DRIVING DATA FORM DISTRIBUTE: Translab, Foundation Testing Translab, Geotechnical Design Resident Engineer Note: If mandrel or follower is used to drive the pile, attach separate manufacturer's detail sheet(s) including weight and dimensions. Submitted Helmet Bonnet Anvil Block Drivehead Weight: kips Pile Cap Thickness:_______________in Area: Modulus of Elasticity - Coefficient of Restitution - Pile Length (In Wall Cross Sectional in2 Design Pile Description of Tip Treatment Pile Cushion Pile ---PAGE BREAK--- SP-45 Special Provisions Federal Aid Project No. BRLO-5931(030) 50 PRESTRESSING CONCRETE Replace the 2nd paragraph of section 50-1.01C(3) with: For initial review, submit 6 copies. 51 CONCRETE STRUCTURES Add to section 51-1.01C(1): Replace the 1st paragraph of section 51-1.01C(1) with: Submit a deck placement plan for concrete bridge decks. Include in the placement plan your method and equipment for ensuring that the concrete bridge deck is kept damp by misting immediately after finishing the concrete surface. Add to section 51-1.02B: For the portions of structures shown in the following table, concrete must contain at least 675 pounds of cementitious material per cubic yard: Bridge name and no. Portion of structure Hot Springs Creek Bridge/Br. No. 31C0022 Complete bridge, including but not limited to the bridge deck, abutments and wingwalls, approach slabs, and barrier rails 52 REINFORCEMENT Add to section 52-2.01A(3): 52-2.01A(3)(c) Certificates Submit a certificate of compliance for each shipment of dual-coated bar reinforcing steel. Include the following with the submittal: 1. Certification that the reinforcement complies with ASTM A1055 2. All certifications specified in ASTM A1055 Add to section 52-2.01B: You may use dual-coated bar reinforcing steel complying with ASTM A1055 as an alternative to epoxy- coated reinforcement or epoxy-coated prefabricated reinforcement. Bar reinforcing steel to be dual- coated must be deformed, Grade 60 bars complying with ASTM A706. ---PAGE BREAK--- SP-46 Special Provisions Federal Aid Project No. BRLO-5931(030) Dual-coated bar reinforcement must be the same bar size and must be placed at the same spacing as described for epoxy-coated reinforcement and epoxy-coated prefabricated reinforcement. Add to section 52-2.01C: Do not bend bar reinforcing steel complying with ASTM A1055 after coating application if used as an alternative to epoxy coated prefabricated reinforcement. Job site and PC plant practices for substituted bar reinforcement must comply with appendix X1 of ASTM A1055, except replace "should" with "must." Add to section 52-2.02A(3)(c): For low carbon, chromium-steel bar reinforcement, submit a certificate of compliance for each shipment. Include with the submittal: 1. Certification that the reinforcement complies with ASTM A1035, Alloy Type CS 2. All certifications specified in ASTM A1035 Add to section 52-2.02B: You may use low carbon, chromium-steel bar reinforcement complying with ASTM A1035, Alloy Type CS, as an alternative to epoxy-coated reinforcement at the following locations: 1. abutments 2. bridge railing 3. footing 4. approach slab Low carbon, chromium-steel bar reinforcement must be the same bar size and must be placed at the same spacing as described for epoxy-coated reinforcement. 60 EXISTING STRUCTURES Add to section 60-2.01A: Remove the following structure: Bridge no./Structure name Description of work Br. No. 31C005 / Hot Springs Creek Bridge Entire bridge including, but not limited to, abutments, curbs, railing and approach railing Add to section 60-2.02A(1): Unless a diversion is installed, provide protective covers preventing material, equipment, and debris from falling into the Creek. Replace #6 in the 2nd paragraph in section 60-2.02A(3) with: 6. Methods for preventing material, equipment, and debris from falling onto the water ---PAGE BREAK--- SP-47 Special Provisions Federal Aid Project No. BRLO-5931(030) DIVISION VIII MISCELLANEOUS CONSTRUCTION 72 SLOPE PROTECTION Replace the 1st paragraph of section 72-2.03A with: Excavate the slope and footing trench for the rock slope protection. DIVISION IX TRAFFIC CONTROL DEVICES 83 RAILINGS AND BARRIERS Replace item 1 in the list in the 2nd paragraph of section 83-2.02C(1)(a) with: 1. Wood line posts. Replace item 2 in the list in the 2nd paragraph of section 83-2.02C(1)(a) with: 2. Wood blocks for line posts. Add to section 83-2.02C(1)(a): The exposed bolt threads on guardrail beyond the nut that are more than 0.5 inch must be cut off. Replace Reserved in section 83-2.02C(3) with: The offset from the face of the Type WB-31 transition railing to the hinge point must be at least The offset from the face of the adjacent midwest guardrail system to the hinge point must be transitioned from the offset at the Type WB-31 transition railing to 4'-0" using a ratio of 6:1. Replace section 83-2.04B with: 83-2.04B Alternative In-line Terminal Systems 83-2.04B(1) General 83-2.04B(1)(a) Summary Section 83-2.04B includes specifications for constructing alternative in-line terminal systems and required pads, anchorage and connections to barrier or guardrail. 83-2.04B(1)(b) Definitions Not Used 83-2.04B(1)(c) Submittals Submit a certificate of compliance for alternative in-line terminal systems. 83-2.04B(1)(d) Quality Assurance For each model of alternative in-line terminal system being installed, obtain the manufacturer's check list for the assembly and installation of the alternative in-line terminal systems from the manufacturer's ---PAGE BREAK--- SP-48 Special Provisions Federal Aid Project No. BRLO-5931(030) representative or distributor. Notify the Engineer of the alternative in-line terminal systems to be installed at each location before starting installation activities. Complete, sign, and date the check list for each installed in-line terminal system and submit a copy of the completed and signed check list for each installed location, and include the following: 1. Contract number 2. Name of installation Contractor 3. Flare offset used in layout 4. Date of installation 5. Location on the project by post mile, and by station if stationing shown on plans 6. Name and signature of individual completing the checklist. The Engineer signs and dates the completed check lists, verifying the in-line terminal system at each location was assembled and installed under the manufacturer's instructions and as described. Use personnel trained by the manufacturer to install in-line terminal systems. A record of training provided by the manufacturer may be requested by the Engineer at any time. 83-2.04B(2) Materials Alternative in-line terminal systems must be one of the following or a Department-authorized equal: 1. Type SoftStop terminal systems must be SoftStop End Terminal System manufactured by Trinity Highway Products, LLC, and must include the connection components. Type SoftStop terminal system - Type SoftStop terminal system must be a SoftStop terminal with a System length of 38'-3 1/2" for test level 2, manufactured by Trinity Highway Products, LLC, and must include items detailed for SoftStop terminal system, as shown. The SoftStop terminal can be obtained from the manufacturer: Address Telephone no. TRINITY HIGHWAY PRODUCTS LLC PO BOX 99 CENTERVILLE UT 84012 (800) 772-7976 2. Type MSKT-SP-MGS - Type MSKT-SP-MGS TL-2 terminal system must be a 31" MSKT Guard Rail End Terminal with a system length of 25'-0" as manufactured by Road Systems, Inc., located in Big Spring, Texas, and must include items detailed for Type MSKT-SP-MGS terminal system shown on the plans. The MSKT-SP-MGS Guard Rail End Terminal can be obtained from the distributor: Address Telephone no. UNIVERSAL INDUSTRIAL SALES PO BOX 699 PLEASANT GROVE UT 84062 (801) 785-0505 GREGORY INDUSTRIES INC 4100 13TH ST SW CANTON OH 44708 (330) 477-4800 3. Type MAX-Tension Tangent Guardrail End Treatment TL-2 by Barrier Systems, Inc. is a tangent, re- directive gating guardrail terminal. The MAX-Tension has a length of 29'- 11 1/16", and can be flared for an offset of 0 to 2 feet at the head. The MAX-Tension terminal can be obtained from the distributor: Address Telephone no. STATEWIDE SAFETY AND SIGNS INC 130 GROBRIC COURT FAIRFIELD CA 94533 (800) 770-2644 ---PAGE BREAK--- SP-49 Special Provisions Federal Aid Project No. BRLO-5931(030) 83-2.04B(3) Construction Identify each terminal system by painting the type of terminal system in 2-inch-high, neat, black letters and figures on the backside of the rail element between system posts number 4 and 5. Paint must be metallic acrylic resin type spray paint. Before applying terminal system identification, the surface to receive terminal system identification must be free of all dirt, grease, oil, salt, or other contaminants by washing the surface with detergent or other suitable cleaner. Rinse thoroughly with fresh water and allow to fully dry. Install terminal system under terminal system under the manufacturer's installation instructions. Space around the posts must be backfilled with selected earth, free of rock, placed in layers approximately 4 inches thick and each layer must be moistened and thoroughly compacted. 83-2.04B(4) Payment Not Used Add to section 83-3.03A: 83-3.03A(14) Installing Conduits Where shown, install conduits in the concrete barrier. Add to section 83-3.04: Concrete barrier (Type 842A) is paid for as concrete barrier (Type 842). Payment for conduits is included in the payment for concrete barrier (Type 842). Add to section 83-11.01D: Payment for removing approach railing is included in the payment for bridge removal. 84 MARKINGS Replace the 2nd paragraph of section 84-2.03B(2)(b) with: Apply extruded thermoplastic for a traffic stripe at a rate of at least 0.20 lb of thermoplastic per foot of 4- inch-wide solid stripe. The applied thermoplastic traffic stripe must be at least 0.060 inch thick. Add to section 84-2.04: 4-inch wide traffic stripe is measured and paid for as specified for the 6-inch traffic stripe. ---PAGE BREAK--- SP-50 Special Provisions Federal Aid Project No. BRLO-5931(030) DIVISION XI MATERIALS 90 CONCRETE Add to section 90-1.02I(2)(a): For concrete at the bridge, the mortar strength of the fine aggregate relative to the mortar strength of Ottawa sand must be a minimum of 100 percent under California Test 515. Add to section 90-1.02I(2)(b): Concrete at bridge deck and barrier railing is exposed to deicing chemicals. ---PAGE BREAK--- RSS-1 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) REVISED STANDARD SPECIFICATIONS APPLICABLE TO THE 2018 EDITION OF THE STANDARD SPECIFICATIONS ---PAGE BREAK--- RSS-2 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) REVISED STANDARD SPECIFICATIONS DATED 04-16-21 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 04-16-21 Add between the 1st and 2nd paragraphs of section 1-1.01: 10-19-18 Global revisions are changes to contract documents not specific to a section of the Standard Specifications. In each contract document at each occurrence, interpret the following terms as shown: Term Interpretation Conditions Fed-Std-595 AMS Std 595 04-17-20 Grade SS1 Grade SS-1 Grade SS1h Grade SS-1h Grade CSS1 Grade CSS-1 Grade CSS1h Grade CSS-1h Grade QS1h Grade QS-1h Grade CQS1h Grade CQS-1h ---PAGE BREAK--- RSS-3 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to the table in the 1st paragraph of section 1-1.06: 04-19-19 CSC conductor signal cable 04-17-20 NDS National Design Specification for Wood Construction BWC Bonded wearing course Replace the row for 12 in the table in the 1st paragraph of section 1-1.08 with: 04-17-20 12 Orange (Ora) 1750 E 4TH ST STE 100 SANTA ANA CA 1750 E 4TH ST STE 100 SANTA ANA CA 92705-3909 Replace the 9th row in the table of section 1-1.11 with: 04-19-19 Department of Conservation, Division of Mine Reclamation http://www.conservation.ca.gov/dmr Add to the table in section 1-1.11: 04-16-21 Authorized ADSC Standard Mitigation Plan media/programs/engineering/docum ents/20201214- tionplan-a11y.pdf Data Interchange for Materials Engineering MATERIALS ENGINEERING AND TESTING SERVICES DEPARTMENT OF TRANSPORTATION 5900 FOLSOM BLVD SACRAMENTO CA 95819-4612 (916) 227-5238 Land Disposal Program er_issues/programs/land_disposal/w alist.html ---PAGE BREAK--- RSS-4 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2 BIDDING 04-16-21 Replace the 8th paragraph of section 2-1.06B with: 04-16-21 If bridge as-built drawings are available, submit a request to the Office of Structure Maintenance and Investigations electronic mailbox address [EMAIL REDACTED]. Include in your request: 1. Business name and address 2. Contact information: name, email address, and telephone number 3. Contract number 4. District-County-Route 5. Bridge number Replace the 5th paragraph of section 2-1.12B(1) with: 10-19-18 You are responsible to verify at bid opening the DBE firm is certified as a DBE by the California Unified Certification Program and possesses the most specific available NAICS codes or work codes applicable to the type of work the firm will perform on the Contract. Replace section 2-1.12B(2) with: 10-19-18 2-1.12B(2) DBE Commitment Submittal Submit DBE information under section 2-1.33. Submit a copy of the quote from each DBE shown on the DBE Commitment form that describes the type and dollar amount of work shown on the form no later than 4 p.m. on the 5th day after bid opening. If the last day for submitting the quote falls on a Saturday or holiday, it may be submitted on the next business day with the same effect as if it had been submitted on the 5th day. Submit a DBE Confirmation form for each DBE shown on the DBE Commitment form to establish that it will be participating in the Contract in the type and dollar amount of work shown on the form. If a DBE is participating as a joint venture partner, submit a copy of the joint venture agreement. Failure to submit a completed DBE Confirmation form and a copy of the quote from each DBE will result in disallowance of the DBE's participation. Add between the 4th and 5th paragraphs of section 2-1.15B: 10-19-18 Submit a copy of the quote from each DVBE listed on the Certified DVBE Summary form that describes the type and dollar amount of work shown on the form no later than 4 p.m. on the 4th business day after bid opening. Add between the 3rd and 4th paragraphs of section 2-1.15C(1): 10-19-18 Submit a copy of the quote from each DVBE listed on the Certified DVBE Summary form that describes the type and dollar amount of work shown on the form no later than 4 p.m. on the 4th business day after bid opening. ---PAGE BREAK--- RSS-5 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add between the 1st and 2nd paragraphs of section 2-1.18C: 10-19-18 Failure to submit a completed Certified Small Business Listing for the Non–Small Business Preference form by 4 p.m. on the 2nd business day after bid opening will result in a nonresponsive bid. Replace section 2-1.33B with: 10-19-18 2-1.33B Bid Form Submittal Schedules 2-1.33B(1) General The Bid book includes forms specific to the Contract. The deadlines for the submittal of the forms vary depending on the requirements of each Contract. Determine the requirements of the Contract and submit the forms based on the applicable schedule specified in section 2-1.33B. Bid forms and information on the form that are due after the time of bid may be submitted at the time of bid. 2-1.33B(2) Federal-Aid Contracts 2-1.33B(2)(a) General Section 2-1.33B(2) applies to a federal-aid contract. 2-1.33B(2)(b) Contracts with a DBE Goal 2-1.33B(2)(b)(i) General Section 2-1.33B(2)(b) applies if a DBE goal is shown on the Notice to Bidders. 2-1.33B(2)(b)(ii) Bid Form Submittal Submit the bid forms according to the schedule shown in the following table: Bid Form Submittal Schedule for a Federal-Aid Contract with a DBE Goal Form Submittal deadline Bid to the Department of Transportation Time of bid except for the public works contractor registration number Copy of the Bid to the Department of Transportation as submitted at the time of bid with the public works contractor registration number 10 days after bid opening Subcontractor List Time of bid except for the public works contractor registration number Copy of the Subcontractor List as submitted at the time of bid with the public works contractor registration number 10 days after bid opening Small Business Status Time of bid Opt Out of Payment Adjustments for Price Index Fluctuationsa Time of bid DBE Commitment No later than 4 p.m. on the 5th day after bid openingb DBE Confirmation No later than 4 p.m. on the 5th day after bid openingb DBE Good Faith Efforts Documentation No later than 4 p.m. on the 5th day after bid openingb aSubmit only if you choose the option. bIf the last day for submitting the bid form falls on a Saturday or holiday, it may be submitted on the next business day with the same effect as if it had been submitted on the day specified. ---PAGE BREAK--- RSS-6 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2-1.33B(2)(b)(iii) Reserved 2-1.33B(2)(c) Contracts without a DBE Goal 2-1.33B(2)(c)(i) General Section 2-1.33B(2)(c) applies if a DBE goal is not shown on the Notice to Bidders. 2-1.33B(2)(c)(ii) Bid Form Schedule Submit the bid forms according to the schedule shown in the following table: Bid Form Submittal Schedule for a Federal-Aid Contract without a DBE Goal Form Submittal deadline Bid to the Department of Transportation Time of bid except for the public works contractor registration number Copy of the Bid to the Department of Transportation as submitted at the time of bid with the public works contractor registration number 10 days after bid opening Subcontractor List Time of bid except for the public works contractor registration number Copy of the Subcontractor List as submitted at the time of bid with the public works contractor registration numbers 10 days after bid opening Small Business Status Time of bid Opt Out of Payment Adjustments for Price Index Fluctuationsa Time of bid aSubmit only if you choose the option. 2-1.33B(2)(c)(iii) Reserved 2-1.33B(2)(d)–2-1.33B(2)(h) Reserved 2-1.33B(3) Non-Federal-Aid Contracts 2-1.33B(3)(a) General Section 2-1.33B(3) applies to non-federal-aid contracts. 2-1.33B(3)(b) Contracts with a DVBE Goal 2-1.33B(3)(b)(i) General Section 2-1.33B(3)(b) applies if a DVBE goal is shown on the Notice to Bidders. 2-1.33B(3)(b)(ii) Bid Form Submittal Submit the bid forms according to the schedule shown in the following table: ---PAGE BREAK--- RSS-7 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Bid Form Submittal Schedule for a Non-Federal-Aid Contract with a DVBE Goal Form Submittal deadline Bid to the Department of Transportation Time of bid except for the public works contractor registration number for a joint-venture contract For a joint-venture contract, copy of the Bid to the Department of Transportation as submitted at the time of bid with the public works contractor registration number 10 days after bid opening Subcontractor List Time of bid Opt Out of Payment Adjustments for Price Index Fluctuationsa Time of bid Certified DVBE Summary No later than 4 p.m. on the 4th business day after bid opening California Company Preference Time of bid Request for Small Business Preference or Non– Small Business Preferencea Time of bid Certified Small Business Listing for the Non– Small Business Preferencea No later than 4 p.m. on the 2nd business day after bid opening aSubmit only if you choose the option or preference. 2-1.33B(3)(b)(iii) Reserved 2-1.33B(3)(c) Contracts without a DVBE Goal 2-1.33B(3)(c)(i) General Section 2-1.33B(3)(c) applies if a DVBE goal is not shown on the Notice to Bidders. 2-1.33B(3)(c)(ii) Bid Form Submittal Submit the bid forms according to the schedule shown in the following table: Bid Form Submittal Schedule for a Non-Federal-Aid Contract without a DVBE Goal Form Submittal deadline Bid to the Department of Transportation Time of bid except for the public works contractor registration number for a joint-venture contract For a joint-venture contract, copy of the Bid to the Department of Transportation as submitted at the time of bid with the public works contractor registration number 10 days after bid opening Subcontractor List Time of bid Opt Out of Payment Adjustments for Price Index Fluctuationsa Time of bid California Company Preference Time of bid Certified DVBE Summaryb No later than 4 p.m. on the 4th business day after bid opening Request for Small Business Preference or Non– Small Business Preferencea Time of bid Certified Small Business Listing for the Non–Small Business Preferencea No later than 4 p.m. on the 2nd business day after bid opening aSubmit only if you choose the option or preference. bSubmit only if you obtain DVBE participation or you are the apparent low bidder, 2nd low bidder, or 3rd low bidder and you choose to receive the specified incentive. ---PAGE BREAK--- RSS-8 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2-1.33B(3)(c)(iii) Reserved 2-1.33B(3)(d)–2-1.33B(3)(h) Reserved 2-1.33B(4)–2-1.33B(9) Reserved 3 CONTRACT AWARD AND EXECUTION 04-17-20 Replace the 1st paragraph of Section 3-1.04 with: 04-17-20 Submit any bid protest to the Office Engineer before contract award. 4 SCOPE OF WORK 04-16-21 Add to the end of the 2nd paragraph of section 4-1.05A: 04-16-21 If you disagree with the terms of a Change Order, submit an RFI within 10 days of receipt of the approved Change Order. Add to the end of section 4-1.05B: 04-16-21 Submit an RFI for an ordered change that materially changes the character of work within 10 days of the change. Replace section 4-1.07 with: 04-16-21 4-1.07 VALUE ENGINEERING 4-1.07A General Reserved 4-1.07B Value Engineering Change Proposal You may submit a VECP to reduce any of the following: 1. Total cost of construction 2. Construction activity duration 3. Traffic congestion 4. Right-of-way delay or third-party utility delay 5. Public impact Before preparing a VECP, meet with the Engineer to discuss: 1. Proposal concept 2. Permit issues 3. Impact on other projects 4. Project impacts, including traffic, schedule, and later stages 5. Peer reviews ---PAGE BREAK--- RSS-9 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 6. Overall proposal merits 7. Review times required by the Department and other agencies The VECP must not impair the project's essential functions or characteristics, including: 1. Service life 2. Operation economy 3. Maintenance ease 4. Desired appearance 5. Design and safety The VECP must include: 1. Description of the Contract specifications and drawing details for performing the work and the proposed changes. 2. Itemization of Contract specifications and plan details that would be changed. 3. Detailed cost estimate for performing the work under the existing Contract and under the proposed change. Determine the estimates under section 9-1.04. 4. Deadline for the Engineer to decide on the changes. 5. Bid items affected and resulting quantity changes. Submit a VECP using the Value Engineering Change Proposal Submittal form to the Engineer and the electronic mailbox on the form. The Engineer will acknowledge receipt of a VECP within 5 business days. The Department makes every effort to consider a VECP. If a VECP is similar to a change in the plans or specifications being considered by the Department at the time the proposal is submitted or if the proposal is based on or similar to plans or specifications adopted by the Department before Contract award, the Department may make these changes without VECP payments. A VECP concept based on an alternative not chosen, but contemplated by the Department before bid, will be considered as a VECP. If the Department does not approve a Change Order before the deadline stated in the VECP or other date you subsequently stated in writing, the VECP is rejected. The Department does not adjust time or payment for a rejected VECP. The Department decides whether to accept a VECP and the estimated net construction-cost savings from adopting the VECP or parts of it. The Department may require you to accept a share of the investigation cost as a condition of reviewing a VECP. In determining the estimated net construction-cost savings, the Department excludes your VECP preparation cost and the Department’s VECP investigation costs, including parts paid by you. After written acceptance, the Department considers the VECP and deducts the agreed cost of the investigation. If the Department accepts the VECP or parts of it, the Department issues a Change Order that: 1. Incorporates changes in the Contract necessary to implement the VECP or the parts adopted 2. Includes the Department's acceptance conditions 3. States the estimated net construction-cost savings resulting from the VECP 4. Adjusts the payment so that the Change Order results in a credit to the Department of 50 percent of the estimated net construction-cost savings, except if the VECP provides a reduction in traffic congestion or avoids traffic congestion If a VECP providing for a reduction in traffic congestion or avoiding traffic congestion is accepted by the Department, the Department adjusts the payment that results in a credit to the Department of 40 percent of the estimated net construction-cost savings attributable to the VECP. Submit detailed traffic handling comparisons between the existing Contract and the proposed change, including estimates of the traffic volumes and congestion. If a VECP providing for a reduction in working days is accepted by the Department, 50 percent of the reduction is deducted from the Contract time. The Department may apply an accepted VECP for general use on other contracts. ---PAGE BREAK--- RSS-10 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) If an accepted VECP is adopted for general use, the Department pays only the contractor who first submitted the VECP and only for the contracts awarded to that contractor before the submission of the accepted VECP. If the Department does not adopt a general-use VECP, an identical or similar submitted proposal is eligible for acceptance. 4-1.07C Preconstruction Value Engineering Meeting You may request a preconstruction value engineering meeting by submitting a request after Contract approval and before the start of Contract time. The preconstruction value engineering meeting creates opportunity for the Contractor and Department personnel involved in daily construction of the project to examine the Contract prior to the start of Contract time to identify potential cost or time saving proposals. The Department offers the preconstruction value engineering meeting to: 1. Allow real-time feedback on ideas from either the Contractor or Department construction personnel 2. Expedite the process of developing and approving a VECP The Department may postpone the start of Contract time based on the time required to develop and obtain approval of the VECP if: 1. Meeting results in a viable conceptual VECP 2. Project critical path method schedule is affected Postponement of the start of Contract time does not apply to a cost-plus-time Contract. 4-1.07D Value Analysis Workshop Section 4-1.07D applies to a non-building-construction contract with a total bid of over $5 million. You may request a value analysis workshop by submitting a request after Contract approval. The Department offers a value analysis workshop to: 1. Identify value-enhancing opportunities 2. Consider changes to the Contract that will reduce the total cost of construction, construction activity duration, or traffic congestion without impairing the essential functions specified for a VECP in section 4-1.07B If the request is authorized, you and the Engineer: 1. Schedule a value analysis workshop 2. Select a facilitator and workshop site 3. Agree to other workshop administrative details The workshop must be conducted under the methods described in the Department's Value Analysis Team Guide. For the guide, go to the Department's Division of Design website. The facilitator must be a certified value specialist as recognized by the Society of American Value Engineers. The Department reimburses you for 1/2 of the workshop cost. The workshop cost is the sum of the workshop-facilitator cost and the workshop-site cost. The Engineer determines the workshop cost based on the facilitator and workshop-site invoice prices minus any available or offered discounts. The Department does not reimburse you for any other associated costs. ---PAGE BREAK--- RSS-11 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 5 CONTROL OF WORK 04-16-21 Replace section 5-1.09B with: 10-16-20 5-1.09B Partnering Meetings 5-1.09B(1) General Reserved 5-1.09B(2) Partnering Facilitator, Workshops, and Meetings The Engineer sends you a written invitation to enter into a partnering relationship after Contract approval. Respond within 15 days to accept the invitation and request the initial partnering workshop. After the Engineer receives the request, you and the Engineer cooperatively: 1. Select a partnering facilitator that offers the service of a partnering-evaluation survey with a 5-point rating and agrees to follow the Department’s Partnering Facilitator Standards and Expectations available at the Department’s Division of Construction website. 2. Determine the initial workshop date, duration, and site location. 3. Discuss when, where, and how the project close-out partnering workshop will be held. 4. Agree to other workshop administrative details. During the initial partnering workshop, determine the schedule for follow-up partnering team meetings. follow-up partnering team meetings are encouraged through Contract acceptance. Quarterly follow-up partnering team meetings are required if team meetings are not held. Additional partnering workshops may be held outside the scheduled partnering team meetings as determined by you and the Engineer. 5-1.09B(3) Facilitated Dispute Resolution The Department encourages the project team to exhaust the use of partnering meetings in dispute resolution before engaging an objective third party. For certain disputes a facilitated dispute resolution session may be appropriate and effective in clarifying issues and resolving all or part of a dispute before referring the dispute to a DRA or DRB. For projects with a DRB, an additional 20 days can be added before referring the dispute to a DRB traditional dispute meeting in accordance with section 5-1.43E(3)(d). This additional time affords the project team time to plan and hold the facilitated dispute resolution session. To allow this additional referral time, the project team must document its agreement and intention in the partnering charter as part of the dispute resolution plan. Replace the 6th paragraph of section 5-1.13B(2) with: 10-19-18 If the Department authorizes the termination or substitution of a listed DBE, make good faith efforts to find another DBE. The substitute DBE must perform at least the same dollar amount of work as the original DBE under the Contract to the extent needed to meet the DBE goal and be certified as a DBE with the most specific available NAICS or work code applicable to the type of work the DBE will perform on the Contract at the time of your request for substitution. Submit your documentation of good faith efforts within 7 days of your request for authorization of the substitution. The Department may authorize a 7-day extension of this submittal period at your request. Refer to 49 CFR 26 app A for guidance regarding evaluation of good faith efforts to meet the DBE goal. Replace the 2nd sentence in the 2nd paragraph of section 5-1.13C with: 10-19-18 The substitute must be another DVBE, unless DVBEs are not available. The substitute must perform the work originally stated. ---PAGE BREAK--- RSS-12 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 6th paragraph of section 5-1.13C with: 10-19-18 If a DVBE substitute is not available, requests for substitutions of a listed DVBE must include: 1. Contact with the DVBE advocate from the Department and the Department of Veteran Affairs 2. Search results from the Department of General Services' website of available DVBEs 3. Communication with a DVBE community organization nearest the job site, if applicable 4. Documented communication with DVBEs describing the work to be performed, the percentage of the total bid, the corresponding dollar amount, and the responses to the communication Add to the list in the 1st paragraph of section 5-1.16: 10-16-20 5. Coordinate and manage project safety work Replace section 5-1.24 with: 10-19-18 5-1.24 CONSTRUCTION SURVEYS 5-1.24A General The Department places stakes and marks under chapter 12, "Construction Surveys," of the Department's Surveys Manual. Submit your request for Department-furnished stakes: 1. Once staking area is ready for stakes 2. On a Request for Construction Staking form After your submittal, the Department starts staking within 2 business days. Preserve stakes and marks placed by the Department. If the stakes or marks are destroyed, the Department replaces them at the Department's earliest convenience and deducts the cost. Replace section 5-1.26 with: 10-19-18 5-1.26 RESERVED Replace section 5-1.28 with: 04-16-21 5-1.28 PROJECT SAFETY REVIEWS Your assigned project safety representative must perform and document project safety reviews with the Engineer: 1. At least 3 business days before the start of job site activities 2. Every other week after the start of job site activities and after any incident that results in serious injury, illness, or fatality to your personnel, subcontractor’s and supplier’s personnel, and any other persons present at the job site at the request of you or your subcontractors 3. Submit project safety review documentation to the Engineer and correct deficiencies within 3 business days from the day the project safety review is completed or sooner as directed by the Engineer ---PAGE BREAK--- RSS-13 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Upon Contract acceptance, your project safety representative must participate in a safety meeting with the Engineer. Replace section 5-1.29 with: 04-16-21 5-1.29 JOB HAZARD ANALYSES Prepare a job hazard analysis for each work activity to be performed on the job site as required by CA Code of Regs § 3203(a)(4) and 1511(b). Submit each job hazard analysis as an informational submittal. Each job hazard analysis must identify the following: 1. Work activity description 2. Existing and predictable hazards associated with the work activity 3. Hazard control measures, preventative, or corrective actions to be taken for the work activity Submit each job hazard analysis at least 5 working days before the start of a work activity. During the project safety reviews required under Section 5-1.28, discuss job hazard analyses for active work activities and work activities planned to start within 5 working days. Submit a revised job hazard analysis when equipment or methods change results in a change to the hazards previously identified. Submit a revised job hazard analysis within one working day of the identified change. Replace the 2nd and 3rd paragraphs of section 5-1.43A with: 10-18-19 Submit potential claim records using the Department's Internet potential claim system. For information on submittal of potential claim records using the Internet potential claim system, go to the Department's Division of Construction website. A potential claim record that you submit using the Internet potential claim system is the same as the originator of the claim and you signing the potential claim record. For the Internet potential claim system, potential claim records are: 1. Initial Potential Claim Record form 2. Supplemental Potential Claim Record form 3. Full and Final Potential Claim Record form 4. Closed Potential Claim Record form Submit a Closed Potential Claim Record form if you choose not to pursue an Initial Potential Claim Record that has been submitted. Replace item 3.3.4 in the list in the 2nd paragraph of section 5-1.43D with: 04-17-20 3.3.4. Equipment rates at the rental rates listed in Labor Surcharge and Equipment Rental Rates in effect when the affected work related to the potential claim was performed Add between the 2nd and 3rd paragraphs of section 5-1.43D: 04-17-20 If the total potential claim cost exceeds $500,000, include an independent CPA cost audit report. Submit the audit report within 70 days of the completion of the potentially claimed work. The CPA's cost audit ---PAGE BREAK--- RSS-14 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 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. The attest documentation prepared by the CPA in connection with the audit must be submitted for review with the audit report. Within 20 days of the Engineer's request, make your financial records available for an audit by the State for verifying the actual cost described in your audit. The Department does not participate in costs for the report where no entitlement is determined. If entitlement is determined, the Department pays for 1/2 the cost of the report; the Contractor pays for the other 1/2. The cost is determined under section 9-1.05 except no markup is allowed. Replace section 5-1.43E(1)(i) with: 10-16-20 5-1.43E(1)(i) Payment 04-17-20 Pay the DRA or each DRB member $2,000 per day for the DRA's or DRB member's participation at each on-site meeting. On-site meetings include: 1. Initial project meeting 2. Progress meetings 3. Dispute meetings The payment includes full compensation for on-site time, travel expenses, transportation, lodging, travel time, and incidentals for each day or portion thereof. Before a DRA or DRB member spends any time reviewing the plans or specifications, evaluating positions, preparing recommendations, completing forms, or performing any other off-site DRA- or DRB- related tasks, the parties must agree to pay for the tasks. Pay the DRA or DRB member $200 per hour for these off-site tasks. This payment includes full compensation for incidentals such as expenses for telephone, fax, and computer services. The Department does not pay for any DRA- or DRB-related work performed after Contract acceptance or your cost of preparing for or attending ADR resolution meetings. The Department pays: 1. $2,000 for each DRA on-site meeting 2. $6,000 for each DRB on-site meeting 3. $200 per hour for agreed off-site DRA- or DRB-related tasks The Department does not adjust the unit price for an increase or decrease in the quantity of: 1. DRA on-site meeting 2. DRB on-site meeting 3. Hourly off-site DRA- or DRB-related tasks Within 60 days of receipt of Department payment, submit copies of associated invoices and supporting documents in the form of a canceled check or bank statement for DRA- or DRB- payment verification. Replace section 5-1.43E(2)(a) with: 10-16-20 5-1.43E(2)(a) General 04-17-20 Section 5-1.43E(2) applies to a contract with an estimated cost from $3 million to $10 million. ---PAGE BREAK--- RSS-15 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace item 1.2 in the list in the 1st paragraph of section 5-1.43E(2)(b) with: 10-19-18 1.2. Have completed training by the Department Replace section 5-1.43E(3)(a) with: 10-16-20 5-1.43E(3)(a) General 04-17-20 Section 5-1.43E(3) applies to a contract with an estimated cost of over $10 million. Replace item 1.2 in the list in the 1st paragraph of section 5-1.43E(3)(b) with: 10-19-18 1.2. Have completed training by the Department 6 CONTROL OF MATERIALS 10-16-20 Replace section 6-1.03 with: 04-19-19 6-1.03 LOCAL MATERIALS 6-1.03A General Local material must be rock, sand, gravel, earth, or mineral material other than local borrow, or selected material obtained or produced from a source in the work vicinity, specifically for use on the project. Local borrow must not be a material from an established commercial source. Upon your request, the Department tests material for quality characteristics from an untested local source. If satisfactory material from that source is used in the work, the Department does not charge you for the tests; otherwise, the Department deducts the test costs. Add to section 6-1: 10-16-20 6-1.06 RESERVED 6-1.07 PROHIBITIONS ON MATERIALS, EQUIPMENT, AND SERVICES 6-1.07A General Reserved 6-1.07B Telecommunications and Video Surveillance Equipment or Services Do not enter into, extend, or renew a contract to procure or obtain telecommunications and video surveillance equipment or services as described in 2 CFR 200.216 and 2 CFR 200.471. Furnish telecommunications and video surveillance equipment with a certificate of compliance. The certificate must state telecommunications and video surveillance equipment was not procured or obtained from manufacturers identified in section 889 of the National Defense Authorization Act for Fiscal Year 2019 (Pub. L. 115-232). 6-1.07C–6-1.07G Reserved ---PAGE BREAK--- RSS-16 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC 04-16-21 Replace item 1.3 in the list in the 2nd paragraph of section 7-1.02K(3) with: 10-18-19 1.3. Last four digits of social security number pursuant to Labor Code § 226(a) 10-16-20 Delete the 4th paragraph of section 7-1.02K(3). Replace the 6th through 10th paragraphs of section 7-1.02K(3) with: 10-16-20 Submit certified payroll records electronically using the Department’s contracted certified payroll internet system Pro. For information on submittal of certified payroll records using Pro, go to the website: Request user account for your designated representative by submitting Vendor Access Request form. Replace the 12th paragraph of section 7-1.02K(3) with: 10-18-19 Make all payroll records, including employee's complete social security number, available for inspection and copying or furnish a copy upon request of a representative of the: 1. Department 2. Division of Labor Standards Enforcement of the Department of Industrial Relations 3. Division of Apprenticeship Standards of the Department of Industrial Relations Replace the 1st sentence in the 5th paragraph of section 7-1.02K(6)(a) with: 10-19-18 Submit copies of your Injury and Illness Prevention Program, Code of Safe Practices, and permits required by Cal/OSHA as informational submittals. Replace section 7-1.02K(6)(j)(iii) with: 10-18-19 7-1.02K(6)(j)(iii) Unregulated Earth Material Containing Lead Reserved Replace Reserved in section 7-1.02M(2) with: 10-18-19 Submit the names and emergency telephone numbers of the nearest fire suppression agencies before the start of job site activities as an informational submittal. Post the names and phone numbers at a prominent place at the job site. ---PAGE BREAK--- RSS-17 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Submit a copy of your fire prevention plan required by Cal/OSHA as an informational submittal before the start of job site activities. 04-19-19 Cooperate with fire prevention authorities in performance of the work. Immediately report fires occurring within and near the project limits by dialing 911 and to the nearest fire suppression agency by using the emergency phone numbers retained at the job site. Prevent project personnel from setting open fires that are not part of the work. Prevent the escape of and extinguish fires caused directly or indirectly by job site activities. Replace the 2nd paragraph of section 7-1.02M(3) with: 04-19-19 For the list of permitted sites, go to the Department of Conservation, Division of Mine Reclamation website. Replace the 13th paragraph of section 7-1.03 with: 10-18-19 For a taper on a bridge deck or approach slab, construct the taper with rapid setting concrete under section 60-3.02B(2) or polyester concrete under section 60-3.04B(2). Prepare the surface to receive the taper under section 60-3.02C(7). For tapers with aggregate fillers, rake conform edges to ensure smooth transitions. Cure the taper for at least 3 hours or the minimum time recommended by the manufacturer before opening to traffic. Replace the 4th sentence in the 16th paragraph of section 7-1.03 with: 10-16-20 When not described and if ordered, providing flaggers is change order work. Replace the 3rd sentence in the 7th paragraph of section 7-1.04 with: 10-16-20 When not described and if ordered, providing flaggers is change order work. Replace the 13th paragraph of section 7-1.04 with: 10-18-19 Equipment must enter and leave the highway via existing ramps and crossovers and must move in the direction of traffic. All movements of workers and construction equipment on or across lanes open to traffic must be performed in a manner that do not endanger the public. Your vehicles or other mobile equipment leaving an open traffic lane to enter the construction area must slow down gradually in advance of the location of the turnoff to give the traffic following an opportunity to slow down. When leaving a work area and entering a roadway carrying traffic, your vehicles and equipment must yield to traffic. Compensation for flaggers, used for all movement of workers and construction vehicles and equipment on or across lanes open to traffic, is included in the bid items of work involved. ---PAGE BREAK--- RSS-18 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 7-1.06 with: 04-16-21 7-1.06 INSURANCE 7-1.06A General Nothing in the Contract is intended to establish a standard of care owed to any member of the public or to extend to the public the status of a third-party beneficiary for any of these insurance specifications. 7-1.06B Casualty Insurance Obtain and maintain insurance on all of your operations with companies acceptable to the State as follows: 1. Keep all insurance in full force and effect from the start of the work through Contract acceptance. 2. Maintain completed operations coverage with a carrier acceptable to the State through the expiration of the patent deficiency in construction statute of repose set forth in Civ Pro Code § 337.1. 3. All insurance must be with an insurance company with a rating from A.M. Best Financial Strength Rating of A- or better and a Financial Size Category of VII or better. 7-1.06C Workers' Compensation and Employer's Liability Insurance Under Labor Code § 1860, secure the payment of worker's compensation under Labor Code § 3700. Submit to the Department the following certification before performing the work (Labor Code § 1861): I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for workers' compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract. Contract signing constitutes your submittal of this certification. Provide Employer's Liability Insurance in amounts not less than: 1. $1,000,000 for each accident for bodily injury by accident 2. $1,000,000 policy limit for bodily injury by disease 3. $1,000,000 for each employee for bodily injury by disease Coverage shall contain a waiver of subrogation in favor of the State, including its officers, directors, agents, and employees. If there is an exposure of injury to your employees under the US Longshoremen's and Harbor Workers' Compensation Act, the Jones Act, or under laws, regulations, or statutes applicable to maritime employees, coverage must be included for such injuries or claims. 7-1.06D Liability Insurance 7-1.06D(1) General Evidence General Liability and Umbrella or Excess Liability Insurance covering all operations by or on behalf of you providing insurance for bodily injury liability, property damage liability, and personal and advertising injury for the limits outlined in 7-1.06D(2). Coverage must extend to premises, operations and mobile equipment, personal and advertising injury, products and completed operations, and contractual liability. Coverage shall not contain a cross-suits exclusion barring coverage for a suit brought by or between Caltrans and another Insured in the policy. Coverage shall also not contain an exclusion for explosion, collapse and underground hazards. Such policies must contain an annual reinstatement of limits during construction operations. 7-1.06D(2) Liability Limits/Additional Insureds The limits of liability must be at least the values shown in the following table: ---PAGE BREAK--- RSS-19 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Liability Limits Total bid For each occurrencea Aggregate for products/completed operation General aggregateb Umbrella or excess liabilityc ≤ $1,000,000 $1,000,000 $2,000,000 $2,000,000 $5,000,000 > $1,000,000 $1,000,000 $2,000,000 $2,000,000 $10,000,000 ≤ $10,000,000 > $10,000,000 $2,000,000 $2,000,000 $4,000,000 $15,000,000 ≤ $25,000,000 > $25,000,000 $2,000,000 $2,000,000 $4,000,000 $25,000,000 aCombined single limit for bodily injury and property damage. bThis limit must apply separately to your work under this Contract. cThe umbrella or excess policy must contain a clause stating that it takes effect (drops down) in the event the primary limits are impaired or exhausted. The required umbrella liability limits are separate from and in addition to the required general liability limits. The umbrella or excess policies shall not contain exclusions barring follow-form coverage for required coverages in this specification. Do not require a small business subcontractor to carry liability insurance that exceeds the limits shown in the preceding table. For a small business subcontractor, interpret Total Bid in the table as the dollar amount of subcontracted work. As used in section 7-1.06D(2), a small business: 1. For a non-federal-aid contract is defined in 2 CA Code of Regs § 1896 and is incorporated by this reference 2. For a federal-aid contract is defined in 13 CFR 121.201 and is incorporated by this reference The State, including its officers, directors, agents (excluding agents who are design professionals), and employees, must be named as additional insureds under the General Liability and Umbrella Liability Policies with respect to liability arising out of or connected with work or operations performed by or on behalf of you under this Contract. Coverage for such additional insureds does not extend to liability: 1. Arising from any defective or substandard condition of the roadway which existed at or before the time you started work, unless such condition has been changed by the work or the scope of the work requires you to maintain existing roadway facilities and the claim arises from your failure to maintain; 2. For claims occurring after the work is completed and accepted unless these claims are directly related to alleged acts or omissions of you that occurred during the course of the work; or 3. To the extent prohibited by Ins Code § 11580.04. Additional insured coverage must be provided by a policy provision or by an endorsement providing coverage at least as broad as Additional Insured endorsement form CG 2010 and CG 2037 (for completed operations), as published by the Insurance Services Office (ISO), or equivalent form as approved by the Department. 7-1.06D(3) Contractor's Insurance Policies are Primary The policy must stipulate that the insurance afforded the additional insureds applies as primary insurance. Any other insurance or self-insurance maintained by the State is excess only and must not be called upon to contribute with this insurance. 7-1.06D(4) Contractor's Insurance - Waiver of Subrogation The policy must stipulate that coverage contains a waiver of subrogation in favor of the State, including its officers, directors, agents (excluding agents who are design professionals), and employees. 7-1.06D(5) Contractor's Insurance - Separation of Insureds The policy must stipulate that coverage shall apply separately to each insured against whom claim is made or suit is brought, except with respect to the limits of the insurer’s liability. ---PAGE BREAK--- RSS-20 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 7-1.06E Automobile Liability Insurance 7-1.06E(1) General Evidence automobile liability insurance, including coverage for all owned, hired, and non-owned automobiles. The primary limits of liability must be not less than $1,000,000 combined single limit for each accident for bodily injury and property damage liability. 7-1.06E(2) Automobile Liability Insurance Scheduled on Excess Liability Policies The umbrella or excess liability coverage required under section 7-1.06D(2) also applies to automobile liability. The required limits of liability can be achieved by any combination of primary and excess policies. Automobile liability coverage must be scheduled on excess liability policies in order to meet the required automobile liability limits. 7-1.06F Policy Forms, Endorsements, and Certificates Provide your General Liability Insurance under Commercial General Liability policy form no. CG0001 as published by the Insurance Services Office (ISO) or under a policy form at least as broad as policy form no. CG0001. 7-1.06G Deductibles The State may expressly allow deductible clauses, which it does not consider excessive, overly broad, or harmful to the interests of the State. Regardless of the allowance of exclusions or deductions by the State, you are responsible for any deductible amount and must warrant that the coverage provided to the State complies with section 7-1.06. 7-1.06H Enforcement The Department may assure your compliance with your insurance obligations. Ten days before an insurance policy lapses, expires, or is canceled during the Contract period you must submit to the Department evidence of renewal through a binder or specimen copies of such policies or complete replacement of the policy. If you fail to maintain any required insurance coverage, the Department may maintain this coverage and withhold or charge the expense to you or terminate your control of the work. Any failure to comply with the reporting provisions of your policy shall not affect coverage provided to the State, including its officers, directors, agents (excluding agents who are design professionals), and employees. You are not relieved of your duties and responsibilities to indemnify, defend, and hold harmless the State, its officers, agents, and employees by the Department's acceptance of insurance policies and certificates. The minimum insurance coverage amounts do not relieve you for liability in excess of such coverage, nor do they preclude the State from taking other actions available to it, including the withholding of funds under this Contract. 7-1.06I Self-Insurance Self-insurance programs and self-insured retentions in insurance policies are subject to separate annual review and approval by the State. If you use a self-insurance program or self-insured retention, you must provide the State with the same protection from liability and defense of suits as would be afforded by first-dollar insurance. Execution of the Contract is your acknowledgment that you will be bound by all laws as if you were an insurer as defined under Ins Code § 23 and that the self-insurance program or self-insured retention shall operate as insurance as defined under Ins Code § 22. ---PAGE BREAK--- RSS-21 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 7-1.09 with: 10-16-20 7-1.09 UNSHELTERED INDIVIDUALS ENCAMPMENTS Notify the Engineer at least 10 days prior to needing access to areas in the right of way with encampments that affect performance of the work. The Department will remove encampments including encampment debris. 8 PROSECUTION AND PROGRESS 04-16-21 Replace the row for Safety in the table in the 2nd paragraph of section 8-1.03 with: 10-19-18 Safety Injury and Illness Prevention Program, Code of Safe Practices, and job site posters Add to the end of the 4th paragraph of section 8-1.05: 04-16-21 If you disagree with a Weekly Statement of Working Days report, submit an RFI within 5 business days of receipt of the report. Replace the 2nd paragraph of section 8-1.07C with: 04-17-20 Losses for idle equipment, idle workers, and moving or transporting equipment are eligible for delay- related payment adjustments. Replace item 3 in the list in the 3rd paragraph of section 8-1.07C with: 04-19-19 3. Delay days exclude Saturdays and holidays. Add to section 8-1.07C: 04-17-20 If you claim additional costs due to impacts from an excusable delay, you must comply with section 5- 1.42. Support your claim for additional costs based on the difference between the cost to perform the work as planned and the cost to perform the work as changed as determined under section 9-1.04. The Department adjusts payment for the work portion that was impacted. Replace section 8-1.14E with: 10-18-19 8-1.14E Payment Adjustment for Termination If the Department issues a termination notice, the Engineer determines the payment for termination during the performance period, from contract approval date to contract acceptance date, based on the following: 1. Direct cost for the work performed: ---PAGE BREAK--- RSS-22 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1.1. Including: 1.1.1. Mobilization 1.1.2. Demobilization 1.1.3. Securing the job site for termination 1.1.4. Losses from the sale of materials 1.2. Not including: 1.2.1. Cost of materials you keep 1.2.2. Profit realized from the sale of materials 1.2.3. Cost of material damaged by: 1.2.3.1. Act of God 1.2.3.2. Act of a public enemy 1.2.3.3. Fire 1.2.3.4. Flood. 1.2.3.5. Governor-declared state of emergency 1.2.3.6. Landslide 1.2.3.7. Tsunami 1.2.4. Other credits 2. Cost of remedial work, as estimated by the Engineer, is not reimbursed. 3. Allowance for profit not to exceed 4 percent of the cost of the work performed where a likelihood of having made a profit had the Contract not been terminated is shown. 4. Material handling costs for material returned to the vendor or disposed of as ordered. 5. Costs in determining the payment adjustment due to the termination, excluding attorney fees and litigation costs. 6. Overhead costs. Termination of the Contract does not relieve the surety of its obligation for any just claims arising out of the work performed. 9 PAYMENT 04-16-21 Add between the 1st and 2nd paragraphs of section 9-1.04A: 04-17-20 The Tentative Daily Extra Work Agreement form is used to identify the labor, materials, and equipment used on change order work paid at force account. Signatures on this form do not constitute final agreement regarding payment. Replace the 2nd paragraph of section 9-1.06B with: 10-16-20 If the payment for the number of units of a bid item in excess of 125 percent of the Bid Item List is less than $15,000 at the unit price, the Engineer may not adjust the unit price unless you request it. Replace section 9-1.07B(5) with: 10-19-18 9-1.07B(5) Hot Mix Asphalt Containing Reclaimed Asphalt Pavement The Engineer calculates the quantity of asphalt in HMA containing RAP using the following formula: Qrap = HMARTT x Xaa where: ---PAGE BREAK--- RSS-23 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Xaa = Xta – [(Xrap x Xra x (Xta-100)) / (100 x (Xra – 100))] and: Qrap = quantity in tons of asphalt used in HMA containing RAP HMARTT = HMA containing RAP, total tons placed Xaa = asphalt content of HMA containing RAP adjusted to exclude the asphalt content in RAP, expressed as a percentage of the total weight of HMA containing RAP Xta = total theoretical asphalt content in HMA containing RAP from the job mix formula, expressed as a percentage of the total weight of HMA containing RAP Xrap = RAP percentage in HMA containing RAP from the job mix formula, expressed as a percentage of the total dry weight of aggregate in HMA containing RAP Xra = average asphalt content of RAP from the job mix formula, expressed as percentage of total weight of RAP Replace item 1.2 in the list in the 2nd paragraph of section 9-1.11C with: 04-16-21 1.2. Superintendents Replace the 2nd sentence in the 7th paragraph of section 9-1.11E with: 04-19-19 The cost is determined under section 9-1.05 except no markup is allowed. Replace section 9-1.16C with: 10-19-18 9-1.16C Materials On Hand A material on hand but not incorporated into the work is eligible for a progress payment if: 1. Compliant with other Contract parts 2. Material cost exceeds either of the following: 2.1. $50,000 2.2. $25,000 if the requestor is certified as one or more of the following: 2.2.1. DVBE 2.2.2. DBE 2.2.3. Small business as certified by Department of General Services, Office of Small Business and Disabled Veteran Business Enterprise Services 3. Purchased 4. Invoice is submitted 5. Stored within the State and you submit evidence that the stored material is subject to the Department's control 6. Protected from weather and contamination 7. Water pollution control measures are established and maintained 8. Requested on the Department-furnished form Replace the 1st paragraph of section 9-1.16E(3) with: 10-18-19 During each estimate period you fail to comply with a Contract part, including the submittal of a document as specified, such as QC plans, schedules, traffic control plans and water pollution control submittals, the Department withholds a part of the progress payment except as specified below for the failure to submit a document during the last estimate period. ---PAGE BREAK--- RSS-24 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 9-1.16F with: 04-16-21 9-1.16F Retentions The Department does not retain moneys from progress payments due to the Contractor for work performed. Replace the 3rd paragraph of section 9-1.17C with: 10-18-19 If you claim that the total for work completed, excluding deductions, in the proposed final estimate is less than 90 percent of your total bid, the Department adjusts the final payment to cover your overhead. The adjustment in the final estimate is 10 percent of the difference between 90 percent of your total bid and the total for work completed, excluding deductions. The Department does not make this adjustment on a terminated contract. Replace section 9-1.17D(2)(b) with: 04-17-20 9-1.17D(2)(b) Overhead Claims 9-1.17D(2)(b)(i) General Section 9-1.17D(2)(b) includes specifications for overhead claims. The Department deducts an amount for field and home office overhead paid on added work from any claim for overhead. The home office overhead deduction equals 5 percent of the added work. The field office overhead deduction equals 5-1/2 percent of the added work. 9-1.17D(2)(b)(ii) Definitions actual daily overhead rates: The home office overhead and field office overhead rates expressed per business day for the contract performance period. The home office overhead rate is calculated using the Eichleay Formula and is based on overhead cost pools and all allocation bases from Contract and company revenues. added work: Equals the value of the work completed minus the total bid. contract performance period: The period from Contract approval to Contract acceptance. 9-1.17D(2)(b)(iii) Submittals Submit the following for an overhead claim: 1. Final amount of additional payment requested. 2. Specific identification of each claim and dates associated with each claim for which you seek reimbursement for specific overhead costs. 3. Audit report prepared by an independent CPA for the contract performance period identifying the actual daily overhead rates, supporting calculations and documentation for both field and home office overhead excluding a profit markup. Field office overhead costs from which the actual daily overhead rate is calculated must be: 1. Allowable under 48 CFR 31 2. Supported by reliable records 3. Related solely to the project 4. Incurred during the contract performance period 5. Comprised of only time-related field office overhead costs 6. Not a direct cost Home-office overhead costs from which the actual daily overhead rate is calculated must be: ---PAGE BREAK--- RSS-25 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Allowable under 48 CFR 31 2. Supported by reliable records 3. Incurred during the contract performance period 4. Comprised of only fixed home-office overhead costs 5. Not a direct cost Failure to submit the audit report for an overhead claim with the claim statement is a waiver of the overhead claim and operates as a bar to arbitration on the claim (Pub Cont Code § 10240.2). 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. The CPA's audit report must express an opinion of whether or not your calculations of your actual field and home office overhead daily rates comply with section 9-1.17D(2)(b). The attest documentation prepared by the CPA in connection with the audit must be submitted for review with the audit report. Within 20 days of the Engineer's request, make your financial records available for an audit by the State for verifying the actual daily overhead rates in your audit report. The actual rate of time-related overhead is subject to authorization by the Engineer. The Department pays for 1/2 the cost of the report unless otherwise specified. The cost is determined under section 9-1.05 except no markup is allowed. Replace the 3rd and 4th paragraphs of section 9-1.17D(3) with: 04-16-21 If the Engineer determines that a claim requires additional analysis, the Engineer schedules a Department management meeting. Meet with Department management and make a presentation supporting the claim. After the Engineer or Department management finishes reviewing the claim, the Department makes the final determination of claims and provides it to you. This final determination of claims is the final written decision by the Department on the claims under Pub Cont Code § 10240.1. Add to the end of the 2nd paragraph of section 9-1.22: 04-16-21 The Department’s final written decision on a claim is the final determination of claims as specified in section 9-1.17D(3). DIVISION II GENERAL CONSTRUCTION 10 GENERAL 04-19-19 Replace the 1st sentence in the 4th paragraph of section 10-6 with: 04-19-19 The sources and discharge of recycled water must comply with the water-recycling criteria of the CDPH, Order No. WQ 2016-0068-DDW, and the requirements of the appropriate ---PAGE BREAK--- RSS-26 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 11 WELDING 04-16-21 Replace the table in the 3rd paragraph of section 11-1.01 with: 04-16-21 AWS code Year of adoption D1.1 2020 D1.3 2018 D1.4 2018 D1.5 2020 D1.6 2017 D1.8 2016 Replace the introductory clause in the 1st paragraph of section 11-1.03 with: 04-16-21 Replace clause 8.1.3 of AWS D1.1, the 1st paragraph of clause 9.1.2 of AWS D1.4, and clause 8.1.2 of AWS D1.5 with: Replace the introductory clause of the 2nd paragraph of section 11-1.04 with: 04-16-21 Replace clause 8.14.6.1 of AWS D1.1, clause 9.8.1 of AWS D1.4, and clause 8.1.3.4 of AWS D1.5 with: Replace the 1st paragraph of section 11-1.05 with: 04-16-21 Replace the first sentence of clause 7.21.1.1 of AWS D1.1 with the following: The separation between surfaces of plug and slot welds, and of joints landing on a backing, shall not exceed 1/16 in [2 mm]. Replace clause 5.3.1.1 of AWS D1.5 with the following: The separation between surfaces of plug and slot welds, and of joints landing on a backing, shall not exceed 2 mm [1/16 in]. If weld joint details proposed for use in the work are not prequalified under clause 5 of AWS D1.1 or figure 4.4 or 4.5 of AWS D1.5, submit the proposed WPS and the intended weld joint locations. Replace item 2 in the list in the 2nd paragraph of section 11-1.05 with: 04-19-19 2. Be mechanically and radiographically tested. Mechanical and radiographic testing and acceptance criteria must comply with the applicable AWS codes. The type of mechanical testing must be authorized. Replace the 3rd paragraph of section 11-1.05 with: 10-16-20 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 6.5 of AWS D1. ---PAGE BREAK--- RSS-27 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 1st and 2nd paragraphs of section 11-1.06 with: 04-16-21 Replace item 3 of clause 8.26.3.2 of AWS D1.5 with: 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 alternate UT techniques, RT, grinding, or gouging for visual inspection or MT of the excavated areas.) Replace the scanning angle in clause 8.24.2.2 of AWS D1.5 with: e = 45° max Clause 8.6.5 of AWS D1.1, clause 9.6.5 of AWS D1.4, and clause 8.6.5 of AWS D1.5 do not apply. Replace the introductory clause of the 1st paragraph of section 11-2.04 with: 04-16-21 Clauses 8.1.4.2 and 8.1.4.4 of AWS D1.1, the 2nd paragraph of clause 9.1.2 of AWS D1.4, clauses 8.1.3.1 through 8.1.3.3 of AWS D1.5, and clause 7.2.3 of AWS D1.8 are replaced with: Replace item 2 in the list in the 2nd paragraph of section 11-2.04 with: 04-16-21 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 BU, Fabricators of Steel Buildings. Replace the introductory clause in the 1st paragraph of section 11-2.05 with: 04-16-21 Replace clause 8.5.4 of AWS D1.5 with: Replace section 11-2.06 with: 04-19-19 11-2.06 WELDING PROCEDURES QUALIFICATION 04-16-21 Welding procedures qualification for work welded under AWS D1.5 must comply with clause 7.12 or 7.12.4 of AWS D1.5 and the following: 1. Macroetch tests are required for all WPS qualification tests, and acceptance must comply with clause 7.19.2 of AWS D1.5. 2. If a nonstandard weld joint is to be made using a combination of WPSs, you may conduct a test under figure 7.3, combining the qualified or prequalified WPSs to be used in production, if the essential variables, including weld bead placement, of each process are limited to those established in table 7.6 of AWS D1.5. 3. 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 8.26.2 of AWS D1.5 excluding clause 8.26.2.2. All other requirements for clause 7.17 are applicable. ---PAGE BREAK--- RSS-28 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 10-16-20 When electric resistance welding is used for work welded under AWS D1.1, the welding procedure must be qualified under Clause 6 of AWS D1.1. Welding procedures must be qualified for the thickness and the pole diameter tested. Test samples for tapered poles must be obtained from three locations, each end and the middle of the tapered pole, to qualify for the diameter range tested. Replace the 3rd paragraph of section 11-3.02 with: 04-19-19 The AISC Certification category for pole structures is Bridge and Highway Metal Component (CPT) or Standard for Steel Building Structures (BU). Replace section 12 with: 10-18-19 12 TEMPORARY TRAFFIC CONTROL 04-16-21 12-1 GENERAL 12-1.01 GENERAL Section 12-1 includes general specifications for providing temporary traffic control. Temporary traffic control, including flagging, apparel, temporary traffic control devices, and equipment for flaggers, must comply with the California MUTCD, Part 6, "Temporary Traffic Control." 12-1.02 MATERIALS Not Used 12-1.03 CONSTRUCTION Assign flaggers to: 1. Control traffic 2. Warn the public of any dangerous conditions resulting from the work activities 3. Provide for the passage of traffic through the work as specified for the passage of traffic for public convenience and public safety Maintain flagging apparel, traffic control devices, and equipment for flaggers in good repair. 12-1.04 PAYMENT Not Used 12-2 RESERVED 12-3 TEMPORARY TRAFFIC CONTROL DEVICES 12-3.01 GENERAL 12-3.01A General 12-3.01A(1) Summary Section 12-3.01 includes general specifications for providing temporary traffic control devices. Providing temporary traffic control devices includes installing, placing, maintaining, repairing, replacing, and removing temporary traffic control devices. Do not use different types of channelizing devices on the same alignment. The types include plastic drums, portable delineators, channelizers, tubular markers, traffic cones, and Type I and Type II barricades. ---PAGE BREAK--- RSS-29 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.01A(2) Definitions Category 1 temporary traffic control devices: Small devices weighing less than 100 lb certified as crashworthy by crash testing or crash testing of similar devices. Category 1 temporary traffic control devices include traffic cones, plastic traffic drums, portable delineators, and channelizers. Category 2 temporary traffic control devices: Small devices weighing less than 100 lb that are not expected to produce significant changes in vehicular velocity but could cause harm to impacting vehicles. Category 2 temporary traffic control devices include barricades and portable sign supports. Category 3 temporary traffic control devices: Devices weighing 100 lb or more that are expected to produce significant changes in the vehicular velocity of impacting vehicles. Category 3 temporary traffic control devices include crash cushions, impact attenuator vehicles, temporary railing, temporary barrier, and end treatments for temporary railings and barriers. orange: Orange, red-orange, fluorescent orange, or fluorescent red-orange. useable shoulder area: Any longitudinal paved or unpaved contiguous surface adjacent to the traveled way with: 1. Enough weight-bearing capacity to support temporary traffic control devices, such as flashing arrow signs, and impact attenuator vehicles 2. Slope not greater than 6:1 (horizontal:vertical) 12-3.01A(3) Submittals At least 5 business days before starting any work using the devices or within 2 business days after the request if the devices are already in use, submit as informational submittals: 1. Self-certification for crashworthiness of Category 1 temporary traffic control devices. Either you or the manufacturer must perform the self-certification. Include: 1.1. Date 1.2. Federal aid number for a federal-aid contract 1.3. Contract number, district, county, route, and post miles of the project limits 1.4. Company name, street address, city, state, and zip code of the certifying vendor 1.5. Printed name, signature, and title of the certifying person 1.6. Types of Category 1 temporary traffic control devices 2. List of proposed Category 2 temporary traffic control devices Obtain a standard form for self-certification from the Engineer. Submit a sample of the type of portable delineator that you will be using before placing the delineators on the job site. 12-3.01A(4) Quality Assurance Reserved 12-3.01B Materials The condition of temporary traffic control devices must comply with the most current edition of the American Traffic Safety Services Association publication Quality Guidelines for Temporary Traffic Control Devices and Features. Category 2 temporary traffic control devices must be on FHWA's list of acceptable crashworthy Category 2 hardware for work zones. For this list, go to FHWA's Safety Program website. Category 2 temporary traffic control devices must be labeled with the FHWA acceptance letter code and the name of the manufacturer. The label must be legible and permanently affixed to the temporary traffic control device by the manufacturer. Category 3 temporary traffic control devices must be on the Authorized Material List for highway safety features. ---PAGE BREAK--- RSS-30 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Retroreflectivity for the following materials must comply with Table 2A-3, "Minimum Maintained Retroreflectivity Levels," of the California MUTCD and be on the Authorized Material List for signing and delineation materials: 1. Retroreflective sheeting for barricades 2. Retroreflective bands for portable delineators 3. Retroreflective sheeting for construction area signs 4. Retroreflective sheeting for channelizers 5. Reflectors for Type K temporary railing 6. Retroreflective cone sleeves 7. White and orange retroreflective stripes for plastic traffic drums The following temporary traffic control devices must be visible from 1,000 feet during the hours of darkness under an illumination of legal high-beam headlights by persons with 20/20 vision or vision corrected to 20/20: 1. Retroreflective bands on portable delineators 2. Retroreflective sheeting on channelizers 3. Retroreflective cone sleeves on traffic cones 12-3.01C Construction Perform all layout work necessary to place channelizing devices: 1. On the proper alignment 2. Uniformly at the location and spacing described 3. Straight on a tangent alignment 4. On a true arc in a curved alignment If temporary traffic control devices are damaged, displaced, or stop operating or functioning as described from any cause during the progress of the work, immediately repair, repaint, or replace the components and restore them to their original locations and positions. If ordered, furnish and place additional temporary traffic control devices. This work is change order work unless the temporary traffic control devices are being furnished and placed for public safety or public convenience. Level and plumb a portable system. Delineate the location of a trailer mounted system with a taper consisting of 9 traffic cones placed 25 feet apart, except where the system is placed within a lane closure or behind a barrier or guardrail. When a portable system is not in use, remove it from the job site, place it behind a barrier or guardrail, or move it to an area at least 15 feet from the edge of the traveled way. 12-3.01D Payment Not Used 12-3.02 TRAFFIC CONES 12-3.02A General Section 12-3.02 includes specifications for placing traffic cones. 12-3.02B Materials A traffic cone must be flexible, orange, and manufactured from commercial-quality material designed for the intended purpose. The outer section of the portion above the base of the traffic cone must be translucent and fabricated of a highly pigmented, orange, PV compound. The overall height of a traffic cone must be at least 28 inches and the bottom inside diameter of the traffic cone must be at least 10.5 inches. During the hours of darkness, a traffic cone must have a retroreflective cone sleeve. ---PAGE BREAK--- RSS-31 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Retroreflective cone sleeves must be permanently affixed, double-band, sleeves consisting of 2 white retroreflective bands. The top band must be 6 inches wide and placed a maximum of 4 inches from the top of the cone. The lower band must be 4 inches wide and placed 2 inches below the bottom of the top band. You may use traffic cones with double-band retroreflective cone sleeves during daylight hours. 12-3.02C Construction Use the same type of retroreflective cone sleeve for all cones used on the project. Anchor the base of a traffic cone if it does not have enough size and weight to keep the cone in an upright position. 12-3.02D Payment Not Used 12-3.03 PLASTIC TRAFFIC DRUMS 12-3.03A General 12-3.03A(1) Summary Section 12-3.03 includes specifications for placing plastic traffic drums. 12-3.03A(2) Definitions Reserved 12-3.03A(3) Submittals Submit a certificate of compliance for plastic traffic drums. 12-3.03A(4) Quality Assurance Reserved 12-3.03B Materials A plastic traffic drum must comply with the manufacturer's instructions for weight and ballast. A plastic traffic drum must: 1. Be orange LDPE 2. Be flexible and collapsible upon vehicle impact 3. Have a weighted base to maintain an upright position and prevent displacement by passing traffic 4. Have a height such that the top of the drum is at least 36 inches above the traveled way The weighted base must: 1. Be detachable 2. Be shaped to prevent rolling upon impact 3. Have a 38-inch maximum outside diameter 4. Have a 4-inch maximum height above the ground surface 12-3.03C Construction Use 1 type of plastic traffic drum on the project. Use the same type and brand of retroreflective sheeting for all plastic traffic drums used on the project. Do not use sandbags or comparable ballast. Moving plastic traffic drums from location to location if ordered after initial placement is change order work. 12-3.03D Payment Not Used ---PAGE BREAK--- RSS-32 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.04 PORTABLE DELINEATORS 12-3.04A General Section 12-3.04 includes specifications for placing portable delineators. 12-3.04B Materials A portable delineator, including its base, must be made of a material that has enough rigidity to remain upright when unattended and must be flexible or collapsible upon impact by a vehicle. The base must be shaped to prevent rolling after impact and anchored or weigh enough to keep the delineator in an upright position. Ballast for a portable delineator must comply with the manufacturer's instructions. A portable delineator must be a minimum of 36 inches in height. The vertical portion of a portable delineator must be predominantly orange. The post must be not less than 3 inches in width or diameter. Retroreflectorization of a portable delineator that has a height of less than 42 inches must be provided by two 3-inch-wide white bands placed a maximum of 2 inches from the top with a maximum of 6 inches between the bands. Retroreflectorization of a portable delineator that has a height of 42 inches or more must be provided by four 4- to 6-inch-wide alternating orange and white stripes with the top stripe being orange. 12-3.04C Construction Use only 1 type of portable delineator on the project. 12-3.04D Payment Not Used 12-3.05 CHANNELIZERS 12-3.05A General Section 12-3.05 includes specifications for placing channelizers. 12-3.05B Materials A channelizer must be on the Authorized Material List for signing and delineation materials. Its post must be orange. A channelizer must be affixed with 3-by-12-inch, retroreflective, white sheeting. 12-3.05C Construction Install channelizers on clean, dry surfaces. Cement the channelizer bases to the pavement as specified for cementing pavement markers to the pavement in section 81-3. When no longer required for the work, remove the channelizers and the underlying adhesive used to cement the channelizer bases to the pavement. Do not remove channelizers that are shown to be left in place at the time of work completion. 12-3.05D Payment Not Used 12-3.06–12-3.09 RESERVED 12-3.10 BARRICADES 12-3.10A General Section 12-3.10 includes specifications for placing barricades. 12-3.10B Materials Markings for barricade rails must be alternating orange and white retroreflective stripes. Orange retroreflective sheeting must match color PR no. 6, Highway Orange, of the FHWA Color Tolerance Chart. ---PAGE BREAK--- RSS-33 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The interface between the rail surface and the retroreflective sheeting must be free of air bubbles or voids. The predominant color of barricade components other than the rails must be white or unpainted galvanized metal or aluminum. You may use a Type III barricade as a sign support if the barricade has been successfully crash tested under Report 350 criteria or the Manual for Assessing Safety Hardware (MASH) crash testing guidelines as a single unit with an attached sign panel of the size and type to be used. A sign panel for a construction area sign or marker panel to be mounted on a barricade must comply with section 12-3.11B(2). Do not imprint an owner identification on the retroreflective face of any rail. 12-3.10C Construction Place each barricade such that the stripes slope downward in the direction road users are to pass. Place each sand-filled bag near the ground level on the lower parts of the frame or stays to serve as ballast for the barricades. Do not place ballast on top of barricades or over any retroreflective barricade rail face that is facing traffic. Do not remove barricades that are shown to be left in place at the time of work completion. Moving a barricade from location to location is change order work if ordered after initial placement of the barricade. 12-3.10D Payment Not Used 12-3.11 CONSTRUCTION AREA SIGNS 12-3.11A General 12-3.11A(1) Summary Section 12-3.11 includes specifications for placing construction area signs. 04-17-20 Construction area signs include general information signs and all temporary signs and object markers required for the direction of traffic within the project limits. 10-18-19 12-3.11A(2) Definitions background: Dominant sign color. legend: Letters, numerals, tildes, bars, arrows, route shields, symbols, logos, borders, artwork, and miscellaneous characters that are intended to convey specific meanings on traffic signs. 12-3.11A(3) Submittals Reserved 12-3.11A(4) Quality Assurance Reserved 12-3.11B Materials 12-3.11B(1) General 04-17-20 Construction area sign must be the product of a commercial sign manufacturer. 10-18-19 The style, font, size, and spacing of the legend must comply with the Standard Alphabets published in the FHWA's Standard Highway Signs Book. ---PAGE BREAK--- RSS-34 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The sign must be visible from 500 feet and legible from 300 feet at noon on a cloudless day and during the hours of darkness under an illumination of legal low-beam headlights by persons with 20/20 vision or vision corrected to 20/20. A fabric sign panel on a portable sign is not subject to the visibility and legibility requirements for headlight illumination during the hours of darkness. 04-16-21 Construction area warning and guide signs must have a black legend on a retroreflective, fluorescent orange background. W10-1 advance warning sign for highway-rail grade crossings must have a black legend on a retroreflective fluorescent yellow background. 10-18-19 12-3.11B(2) Stationary-Mounted Signs 04-16-21 Stationary-mounted sign must comply with section 82-2. 10-18-19 A temporary sign support of any type placed within 15 feet from the edge of the traveled way must comply with the specifications for a Category 2 temporary traffic control device. The sign post must be good, sound wood posts with the breakaway feature as shown for a roadside sign. Fastening hardware and back braces must be commercial-quality materials. 12-3.11B(3) Portable Signs Each portable sign must consist of a base, standard or framework, and a sign panel. Units delivered to the job site must be capable of being placed into immediate operation. A sign panel for a portable sign must comply with the specifications for a stationary-mounted sign panel or be fabricated from one of the following materials: 1. Type VI, retroreflective, elastomeric roll-up fabric 2. Nonretroreflective, cotton, drill fabric 3. Nonretroreflective, flexible, industrial, nylon fabric 4. Another type of fabric if authorized Do not use nonretroreflective portable signs during the hours of darkness. The bottom of the portable sign panel must be at least 1 foot above the edge of the traveled way. 12-3.11B(4) Temporary Object Markers A temporary object marker must be mounted on a stationary wood or metal post and must comply with section 82. A marker panel for a Type N (CA), Type P (CA), or Type R (CA) object marker must comply with the specifications for a marker panel for a stationary sign panel in section 12-3.11B(2). A target plate, post, and the hardware for a Type K (CA) and Type L (CA) temporary object marker must comply with the specifications for these items in section 82. 12-3.11B(5) General Information Signs 10-16-20 12-3.11B(5)(a) General Not Used 04-16-21 12-3.11B(5)(b) Construction Project Funding Identification Signs Construction project funding identification sign must: 1. Comply with: 1.1. Section 6F.109(CA) of the California MUTCD 1.2. Section 82-2.02E ---PAGE BREAK--- RSS-35 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1.3. Specifications on the Department’s Safety Programs website 2. Be 48 by 30 inches for local roadways 3. Be 96 by 60 inches for conventional highways 4. Be 132 by 78 inches for freeways and expressways 10-18-19 12-3.11C Construction 12-3.11C(1) General Place all construction area signs outside of the traveled way. Do not block a bicycle or pedestrian pathway with a construction area sign. Place, install, maintain, and remove temporary object markers shown as construction area signs as specified for construction area signs. Maintain accurate information on construction area signs. Immediately replace or correct signs that convey inaccurate information. During the progress of work, immediately cover or remove unneeded signs. Cover each unneeded sign such that the message cannot be seen. Securely fasten the cover to prevent movement from wind. Check each covered sign daily for damage to the cover and immediately replace any cover if needed. Clean each construction area sign panel at the time of installation and at least once every 4 months thereafter. Be prepared to furnish additional construction area sign panels, posts, and mounting hardware or portable sign mounts on short notice due to changing traffic conditions or damage caused by traffic or other conditions. Maintain an inventory of commonly required items at the job site or make arrangements with a supplier who is able to furnish the items daily on short notice. Replace any damaged construction area sign or repair the sign if authorized. Remove any sign panel that exhibits irregular luminance, shadowing, or dark blotches at nighttime under vehicular headlight illumination. 12-3.11C(2) Stationary-Mounted Signs Install stationary-mounted signs as described for the installation of roadside signs except: 1. Back braces and blocks for sign panels are not required for signs 48 inches or smaller in width and diamond-shaped signs 48 by 48 inches or smaller. 2. Bottom of the sign panel must be at least 7 feet above the edge of the traveled way. 3. You may install a construction area sign on an above-ground, temporary platform sign support or on an existing lighting standard or other support if authorized. Do not make holes in a standard to support the sign if it is installed on an existing lighting standard. 4. Post embedment must be at least 2.5 feet if the post hole is backfilled around the post with commercial-quality concrete. The concrete must contain at least 295 pounds of cementitious material per cubic yard. The Engineer determines the post size and number of posts if the type of sign installation is not shown. Excavate each post hole by hand methods without the use of power equipment. You may use power equipment where you determine that subsurface utilities are not present in the area of the proposed post hole if authorized. The post-hole diameter must be at least 4 inches greater than the longest cross- sectional dimension of the post if it is backfilled with commercial-quality concrete. Furnishing, installing, maintaining, moving, and removing any additional construction area signs if ordered is change order work. ---PAGE BREAK--- RSS-36 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.11C(3) General Information Signs 10-16-20 12-3.11C(3)(a) General Not Used 04-16-21 12-3.11C(3)(b) Construction Project Funding Identification Signs Do not add information to a construction project funding identification sign unless authorized. Install construction project funding identification signs before starting major work activities visible to highway users. Mount construction project funding identification signs on a wood posts under section 82-3. 10-18-19 12-3.11D Payment Not Used 12-3.12 TELESCOPING FLAG TREES 12-3.12A General Section 12-3.12 includes specifications for placing telescoping flag trees. 12-3.12B Materials Telescoping flag trees must be manufactured from commercial-quality material designed for the intended purpose and capable of maintaining an upright position at all times while in use. 12-3.12C Construction Not Used 12-3.12D Payment Not Used 12-3.13–12-3.19 RESERVED 12-3.20 TYPE K TEMPORARY RAILING 12-3.20A General 12-3.20A(1) Summary Section 12-3.20 includes specifications for placing Type K temporary railing and Type K temporary terminal sections. Type K temporary railing must consist of interconnected PC concrete barrier panels. You may have your name or logo on each panel of Type K temporary railing. The name or logo must not be more than 4 inches in height and must be located not more than 12 inches above the bottom of the rail panel. Reinforcing steel must comply with section 52. 12-3.20A(2) Definitions Reserved 12-3.20A(3) Submittals Submit a certificate of compliance for Type K temporary railing not cast at the job site. 12-3.20A(4) Quality Assurance Reserved ---PAGE BREAK--- RSS-37 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.20B Materials 12-3.20B(1) General Concrete must comply with the specifications for minor concrete except load tickets and a certificate of compliance are not required. Steel bars to receive bolts at the ends of the concrete panels must comply with ASTM A36/A36M. The bolts must comply with ASTM A307. You may substitute a round bar of the same diameter for the end-connecting bolt shown. If a round bar is used, the round bar must: 1. Comply with ASTM A36/A36M 2. Have a minimum length of 26 inches 3. Have a 3-inch-diameter, 3/8-inch-thick plate welded on the upper end using a 3/16-inch fillet weld The final surface finish of the railing must comply with section 51-1.03F(2). Cure the exposed surfaces of the railing by the water method, the forms-in-place method, or the curing compound method using curing compound no. 1. 12-3.20B(2) Type K Temporary Terminal Section The closure plate for a Type K temporary terminal section must be a white, commercial-quality steel plate shaped to conform to the cross section of the barrier. The mechanical expansion anchors for connecting the closure plate to the railings must comply with section 75-3 for concrete anchorage devices. 12-3.20C Construction 12-3.20C(1) General Before placing Type K temporary railing on the job site, paint the exposed surfaces of the railing with white paint complying with the specifications for acrylic emulsion paint for exterior masonry. The repainting of the units is change order work if it is ordered after the units are in place. Place Type K temporary railing on a firm, stable foundation. Grade the foundation to provide a uniform bearing surface throughout the entire length of the railing. Structure excavation and backfill must comply with section 19-3 except compaction of earth fill placed behind Type K temporary railing in a curved layout is not required. Place and maintain the abutting ends of PC concrete units in alignment without substantial offset from each other. The drilling of holes and bonding of threaded rods or dowels must comply with the specifications for drilling and bonding dowels in section 51-1. Install a reflector on the top or face of the rail of each rail unit placed within 10 feet of a traffic lane. Apply adhesive for mounting the reflector under the reflector manufacturer's instructions. Install a Type P marker panel at each end of railing placed adjacent to a 2-lane, two-way highway and at the end facing traffic for railing installed adjacent to a one-way roadbed. If the railing is placed on a skew, install the marker at the end of the skew nearest the traveled way. Type P marker panels must comply with section 82 except you must furnish the marker panels. After removing Type K temporary railing: 1. Restore the area to its previous condition or construct it to its planned condition if temporary excavation or embankment was used to accommodate the railing. 2. Remove all threaded rods or dowels to a depth of at least 1 inch below the surface of the concrete. Fill the resulting holes with mortar under section 51-1 except cure the mortar by the water method or by the curing compound method using curing compound no. 6. If the Engineer orders a lateral move of Type K temporary railing and repositioning is not shown, the lateral move is change order work and the railing is not measured in the new position. ---PAGE BREAK--- RSS-38 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.20C(2) Type K Temporary Terminal Section When the Type K temporary terminal section is no longer required, remove the anchor bolts connecting the closure plate to the concrete barrier or cut the bolts flush with the face of the barrier. If the anchor bolts are removed, fill the holes with grout. 12-3.20D Payment The payment quantity for temporary railing (Type K) is the length measured along the top of the railing. 12-3.21 TEMPORARY TRAFFIC SCREENS 12-3.21A General Section 12-3.21 includes specifications for installing temporary traffic screens. 12-3.21B Materials Temporary traffic screen panels must be one of the following: 1. CDX grade or better plywood 2. Weather-resistant strand board 3. Plastic Plastic temporary traffic screen panels must be on the Authorized Material List for temporary traffic screen. Wale boards for use with plywood or strand board must be Douglas fir, rough sawn, construction grade or better. Pipe screen supports must be schedule 40, galvanized steel pipe. Nuts, bolts, and washers must be cadmium plated. Screws must be black or cadmium-plated flat head, cross-slotted, with full-thread length. Temporary traffic screen panels must be CDX grade or better, plywood or weather-resistant strand board. Wale boards must be Douglas fir, rough sawn, construction grade or better. Pipe screen supports must be schedule 40, galvanized steel pipe. Nuts, bolts, and washers must be cadmium plated. Screws must be black or cadmium-plated flat head, cross-slotted screws with full-thread length. 12-3.21C Construction Install and anchor temporary traffic screens to the top of the Type K temporary railing. The temporary traffic screen must have 3-foot-long openings spaced at 200-foot intervals. A lateral move of Type K temporary railing with attached temporary traffic screen is change order work if ordered and repositioning is not shown. 12-3.21D Payment The payment quantity for temporary traffic screen is the length measured along the line of the screen with no deductions for openings in the temporary traffic screen. 12-3.22 TEMPORARY CRASH CUSHION MODULES 12-3.22A General Section 12-3.22 includes specifications for placing sand-filled temporary crash cushion modules in groupings or arrays. If activities expose traffic to a fixed obstacle, protect the traffic from the obstacle with a sand-filled temporary crash cushion. The crash cushion must be in place before opening traffic lanes adjacent to the obstacle. ---PAGE BREAK--- RSS-39 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.22B Materials Each sand-filled temporary crash cushion module must be manufactured after March 31, 1997 and be on the Authorized Material List for highway safety features. The color of each module must be standard yellow with black lids as furnished by the manufacturer. Each module must be free from structural flaws and objectionable surface defects. For a module requiring a seal, the top edge of the seal must be securely fastened to the wall of the module by a continuous strip of heavy-duty tape. Fill each module with sand under the manufacturer's instructions and to the sand capacity in pounds for each module shown. Sand for filling the modules must be clean, commercial-quality, washed concrete sand. When sand is placed in a module, the sand must contain no more than 7 percent water when tested under California Test 226. 12-3.22C Construction Use the same type of crash cushion module for a single grouping or array. Temporary crash cushion arrays must not encroach on the traveled way. Secure the sand-filled modules in place before starting an activity requiring a temporary crash cushion. Maintain sand-filled temporary crash cushions in place at each location, including times when work is not actively in progress. You may remove the crash cushions during the work shift for access to the work if the exposed fixed obstacle is 15 feet or more from the nearest lane carrying traffic. Reset the crash cushion before the end of the work shift. Immediately repair sand-filled temporary crash cushion modules damaged due to your activities. Remove and replace any module damaged beyond repair. Repair and replacement of temporary crash cushion modules damaged by traffic are change order work. You may place sand-filled temporary crash cushion modules on movable pallets or frames complying with the dimensions shown. The pallets or frames must provide a full-bearing base beneath the modules. Do not move the modules and supporting pallets or frames by sliding or skidding along the pavement or bridge deck. Attach a Type R or Type P marker panel to the front of the temporary crash cushion if the closest point of the crash cushion array is within 12 feet of the traveled way. Firmly fasten the marker panel to the crash cushion with commercial quality hardware or by other authorized methods. Attach the Type R marker panel such that the top of the panel is 1 inch below the module lid. Attach the Type P marker panel such that the bottom of the panel rests upon the pallet or roadway surface if pallets are not used. A lateral move of a temporary crash cushion module is change order work if ordered and the repositioning is not shown. Remove sand-filled temporary crash cushion modules, including sand, pallets or frames, and marker panels, at Contract acceptance. Do not install sand-filled temporary crash cushion modules in the permanent work. 12-3.22D Payment The payment quantity for temporary crash cushion module does not include: 1. Modules placed for public safety 2. Modules placed in excess of the number described 3. Repositioned modules ---PAGE BREAK--- RSS-40 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-16-21 12-3.23 IMPACT ATTENUATOR VEHICLES 12-3.23A General 12-3.23A(1) Summary Section 12-3.23 includes specifications for using impact attenuator vehicles. 12-3.23A(2) Definitions impact attenuator vehicle: Deployed impact attenuator mounted to a truck or deployed impact attenuator mounted to a trailer and towed by a truck. 12-3.23A(3) Submittals Submit a certificate of compliance for each impact attenuator. 12-3.23A(4) Quality Assurance Reserved 12-3.23B Materials 12-3.23B(1) General Each impact attenuator vehicle includes: 1. Truck 2. Impact attenuator 3. Type II flashing arrow sign or PCMS 4. Flashing or rotating amber light 5. Two-way communication system 12-3.23B(2) Impact Attenuators Each impact attenuator must: 1. Be on the Authorized Material List for highway safety features. 2. Comply with MASH test level 3 or 350 test level 3 up to December 31, 2026, where the posted speed limit is 50 mph or more. 3. Comply with MASH test level 2 or 3 or 350 test level 2 or 3 up to December 31, 2026, where the posted speed limit is 45 mph or less. 4. Be individually identified with the manufacturer's name, address, attenuator model number, and serial number. The name and number must be a minimum 1/2-inch high, located on the street side on the lower left front corner. 5. Have an inverted V-chevron pattern placed across the entire rear of the attenuator and composed of alternating 4-inch-wide, nonreflective black stripes and 4-inch-wide, yellow retroreflective stripes sloping at 45 degrees. 12-3.23B(3) Trucks Each truck must comply with: 1. Veh Code Div 12 2. Vehicle weight limits as shown in the Authorized Materials List for highway safety features and the impact attenuator manufacturer's instructions except the vehicle weight must be greater than 22,000 pounds when used with a stationary impact attenuator vehicle 3. Impact attenuator manufacturer’s mounting requirements A PCMS used as a flashing arrow sign must comply with the specifications for an arrow board in the California MUTCD. 12-3.23C Construction 12-3.23C(1) General Secure objects, including equipment, tools, and ballast, on impact attenuator vehicles to prevent their loosening upon impact by an errant vehicle. ---PAGE BREAK--- RSS-41 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Do not use a damaged attenuator. Replace any damaged attenuator. Do not place an impact attenuator vehicle within the buffer space. Position the front of the impact attenuator vehicle at a distance upstream from the moving work vehicle as shown in the following table: Impact Attenuator Vehicle Minimum Upstream Placement Posted speed limit (mph) Distance (feet) <45 100 45–55 150 >55 175 Monitor the placement and use of the impact attenuator vehicle on a regular basis and adjust the position to match changing field conditions as construction progresses. 12-3.23C(2) Stationary Impact Attenuator Vehicles Section 12-3.23C(2) applies if a bid item for stationary impact attenuator vehicles is shown on the Bid Item List. Use a stationary impact attenuator vehicle to protect workers on foot within the work area when the posted speed limit is 55 mph or greater and workers are not protected by a longitudinal barrier system. Place the stationary impact attenuator vehicle between the longitudinal buffer space and the work area without intruding into the buffer space. Position the front of the stationary impact attenuator vehicle at a distance upstream of the work area as shown in the following table: Impact Attenuator Vehicle Placement Posted speed limit (mph) Distance (feet) <45 75 45–55 100 >55 150 Place the transmission in park and set the parking brake or follow the impact attenuator manufacturer’s instructions. 12-3.23D Payment Stationary impact attenuator vehicle will be measured by 1-day of operation counting as 1 measure unit. A day is defined as 24 consecutive hours beginning at the start of the work shift and includes relocation of the stationary impact attenuator. 10-18-19 12-3.24–12-3.29 RESERVED 12-3.30 FLASHING ARROW SIGNS 12-3.30A General Section 12-3.30 includes specifications for placing flashing arrow signs. 12-3.30B Materials A flashing arrow sign must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-42 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Flashing Arrow Sign Requirements Type Panel size (min, inches) Number of panel lights (min) Legibility distancea (min, miles) I 48 x 96 15 1 II 36 x 72 13 3/4 aThe legibility distance is the distance that a flashing arrow sign must be legible at noon on a cloudless day and during the hours of darkness by persons with 20/20 vision or vision corrected to 20/20. A flashing arrow sign must be finished with commercial-quality nonreflective black enamel and must be equipped with yellow or amber lamps that form arrows or arrowheads. Each lamp must be equipped with a visor and the lamps must be controlled by an electronic circuit that provides from 30 to 45 complete operating cycles per minute for each of the displays and modes specified. The control must be capable of dimming the lamps by reducing the voltage to 50 ± 5 percent for nighttime use. Type I signs must have both manual and automatic photoelectric-dimming controls. Dimming in both modes must be continuously variable over the entire dimming range. A flashing arrow sign must be capable of operating in the following display modes: 1. Pass left display 2. Pass right display 3. Simultaneous display 4. Caution display or alternating diamond A flashing arrow sign must be capable of operating in the flashing arrow mode or the sequential mode. In the flashing arrow mode, all lamps forming the arrowhead and shaft must flash on and off simultaneously. In the sequential mode, either arrowheads or arrows must flash sequentially in the direction indicated. In the simultaneous display mode, the lamps forming both the right and left arrowheads and the lamps forming the arrow shaft or center 3 lamps for Type I signs must flash simultaneously. For Type II signs, the lamps forming the right and left arrowhead, but not the center lamp, may be illuminated continuously; the lamps forming the shaft and the center lamp of the arrowheads must flash on and off simultaneously. In the caution display mode, a combination of lamps not resembling any other display or mode must flash. Each flashing arrow sign must be: 1. Mounted on a truck or trailer 2. Capable of operating when the vehicle is moving 3. Capable of being placed and maintained in operation at locations described A Type II flashing arrow sign must be controllable by the operator of the vehicle while the vehicle is in motion. The bottom of the flashing arrow sign must be a minimum of 7 feet above the roadway when mounted. The trailer for a flashing arrow sign must be equipped with devices to level and plumb the sign and a supply of electrical energy capable of operating the sign. 12-3.30C Construction Not Used 12-3.30D Payment Not Used ---PAGE BREAK--- RSS-43 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.31 PORTABLE FLASHING BEACONS 12-3.31A General Section 12-3.31 includes specifications for placing, maintaining, and removing portable flashing beacons. 12-3.31B Materials Each portable flashing beacon must have: 1. Standard and base 2. Signal section 3. Flasher unit 4. Battery power source The components must be assembled to form a complete, self-contained, portable flashing beacon that can be delivered to the job site and placed into immediate operation. The portable flashing beacon must be weatherproof and operate a minimum of 150 hours between battery recharging and routine maintenance. The signal section must be yellow and comply with section 86-1.02R(4)(a), except it must be rated for 25 W at 12 V. The flash rate for the flashing unit must comply with chapter 4L, "Flashing Beacons," of the California MUTCD. The standard must be adjustable to allow variable mounting of the signal section from 6 to 10 feet, from the bottom of the base to the center of the lens, and be capable of being secured at the desired height. The standard must be securely attached to the base and have a length of multiconductor, neoprene- jacketed cable long enough for the full vertical height. The base must be large enough to accommodate at least two 12 V automotive-type storage batteries and a shape and weight such that the beacon will not roll if struck by a vehicle or pushed over. 12-3.31C Construction Remove portable flashing beacons from the traveled way at the end of each night's work. You may store the flashing beacon at selected central locations within the highway where designated by the Engineer. Moving portable flashing beacons from location to location if ordered after initial placement is change order work. 10-16-20 12-3.31D Payment The payment quantity for portable flashing beacons (ea) is the number of portable flashing beacon locations with each location counting as 1 measurement unit. 10-18-19 12-3.32 PORTABLE CHANGEABLE MESSAGE SIGNS 12-3.32A General 12-3.32A(1) Summary Section 12-3.32A includes specifications for placing, maintaining, and removing portable changeable message signs. 12-3.32A(2) Definitions Reserved 12-3.32A(3) Submittals If requested, submit a certificate of compliance for each PCMS. Submit your cell phone number before starting the first activity that requires a PCMS. ---PAGE BREAK--- RSS-44 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.32A(4) Quality Assurance Reserved 12-3.32B Materials Each PCMS consists of a sign panel, a controller unit, a power supply, and a structural support system. The PCMS must: 1. Be assembled to form a complete self-contained unit that can be delivered to the job site and placed into immediate operation. 2. Operate at an ambient air temperature from -4 to 158 degrees F. 3. Not be affected by mobile radio transmissions other than those required to control the PCMS. 4. Be capable of displaying a 3-line message with at least 7 characters per line. 5. Provide a complete alphanumeric selection. 6. Be internally or externally illuminated during the hours of darkness, when non-illuminated pixels are used. 7. Have a dimming control that automatically adjusts the character light intensity to provide optimum character visibility and legibility under all ambient lighting conditions. The dimming control must have a minimum 3 manual dimming modes of different intensities. 04-16-21 A message with 18-inch high characters or 12-inch high characters must be visible from a distance of 1,500 feet and legible from a distance of at least 750 feet at noon on a cloudless day and during the night by persons with 20/20 vision or vision corrected to 20/20. 10-18-19 A message with 10-inch high characters must be legible from a distance of at least 650 feet at noon on a cloudless day and during the night by persons with 20/20 vision or vision corrected to 20/20. The controller must: 1. Be an all solid-state unit. 2. Include at least 5 preprogrammed messages. 3. Have a user adjustable display rate. 4. Have a user adjustable flashing-off time. 5. Include a screen to review the messages before being displayed on the sign. 6. Include a keyboard message entry system. The keyboard must be equipped with a security lockout feature. 7. Have nonvolatile memory to store an infinite number of user created messages. 8. Be installed at a location that allows the user to perform all the functions from a single position. 12-3.32C Construction Use a PCMS with characters: 1. At least 18 inches in height where the useable shoulder area is 15 feet wide or more 2. At least 12 inches in height where the useable shoulder area is less than 15 feet wide 3. At least 10 inches in height if the PCMS is: 3.1. Mounted on a service patrol truck or incident response vehicle 3.2. Used for traffic control where the posted speed limit is less than 40 mph Place a PCMS as far from the traveled way as practicable where it is legible to approaching traffic without encroaching on the traveled way. Where the vertical roadway curvature restricts the sight distance of approaching traffic, place the sign on or before the crest of the curvature where it is most visible to the approaching traffic. Where the horizontal roadway curvature restricts the sight distance of approaching traffic, place the sign at or before the curve where it is most visible to approaching traffic. Where practicable, place the sign behind guardrail or Type K temporary railing. If multiple signs are needed, place each sign on the same side of the road at least 1,000 feet apart on freeways and expressways and at least 500 feet apart on other types of highways. ---PAGE BREAK--- RSS-45 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-16-21 Operate the PCMS under the manufacturer's instructions. Activate the security lockout feature at all times. 10-18-19 When in operation, place the bottom of a PCMS at least 7 feet above the roadway in areas where pedestrians are anticipated and 5 feet above the roadway elsewhere. Place the top of the PCMS no more than 14.5 feet above the roadway. If more than one PCMS is simultaneously visible to traffic, only one sign may display a sequential message at any time. Do not use dynamic message displays, such as animation, rapid flashing, dissolving, exploding, scrolling, horizontal movement, or vertical movement of messages. The message must be centered within each line of the display. You may use an additional PCMS if more than 2 phases are needed to display a message. Display only messages shown or ordered. Repeat the entire message continuously in not more than 2 phases of at least 3 seconds per phase. The sum of the display times for both of the phases must be a maximum of 8 seconds. If more than 2 phases are needed to display a message, use an additional PCMS. You must be available by cell phone during activities that require a sign. Be prepared to immediately change the displayed message if ordered. You may operate the sign with a 24-hour timer control or remote control if authorized. Keep the PCMS clean to provide maximum visibility. After the initial placement, move a sign from location to location as ordered. 12-3.32D Payment Not Used 12-3.33 PORTABLE SIGNAL SYSTEMS 12-3.33A General Section 12-3.33 includes specifications for installing, maintaining, and removing portable signal systems, including installing lighting and flashing beacons for traffic control. A portable signal system must comply with section 87-20, except it must be trailer mounted. 12-3.33B Materials Not Used 12-3.33C Construction If the portable signal system is out of operation, provide flaggers to control the traffic until the traffic signals are in operation. 12-3.33D Payment Not Used 12-3.34 TEMPORARY FLASHING BEACON SYSTEMS 12-3.34A General Section 12-3.34 includes specifications for installing, maintaining, and removing temporary flashing beacon systems. A temporary flashing beacon system must comply with section 87-20. 12-3.34B Materials The sign panels installed on a temporary flashing beacon system must comply with section 12-3.11. ---PAGE BREAK--- RSS-46 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.34C Construction Not Used 12-3.34D Payment Not Used 12-3.35 AUTOMATED WORK ZONE INFORMATION SYSTEMS 12-3.35A General 12-3.35A(1) Summary Section 12-3.35 includes specifications for installing automated work zone information systems. 12-3.35A(2) Definitions Reserved 12-3.35A(3) Submittals Reserved 12-3.35A(4) Quality Assurance Assign an on-site system coordinator. The coordinator must be available locally to service, maintain, and relocate system components as necessary. The coordinator must be accessible 24–7 while the system is deployed. If the system fails to perform as specified, perform any necessary remedial work and replace any failed components within 24 hours of notification of a system or component failure. 12-3.35B Materials 12-3.35B(1) General The AWIS must be a proven system that has been successfully deployed and operated in actual work zones or congested areas. The system must acquire traffic data throughout the work zone and automatically display predetermined information to motorists without operator intervention after system initialization. Real-time information must be displayed to motorists using a PCMS. The sign must comply with section 12-3.32. The system must be controlled either locally or remotely by a dedicated controller or computer. Authorized users must be able to both locally and remotely override motorist information messages. Traffic sensors must not require adjustments after the initial deployment. 12-3.35B(2) General System Function Requirements The general system functions of the AWIS must be capable of: 1. Preventing any unauthorized users or systems from gaining access to the through an industry authentication and standard level of security. 2. Providing current operational status locally and remotely. Operational status must include current traffic data and messages, communications system, and power status. 3. Delivering notifications either by telephone, voice, or text messages to alert support staff of trouble conditions. 4. Generating trouble alerts for conditions such as low roadside equipment power or voltage, system communications failure, low speed traffic detected, and excessive delay detected. 5. Adjusting the thresholds of reduced speed and congestion-induced delay at which the system initiates a trouble alert. 6. Allowing programming of the hours during which the trouble condition alerting initiates notification to authorized users. 7. Measuring periodically and automatically the power levels of all equipment. Alert support staff, locally and remotely via a telephone message, in time to provide supplemental power before the system ceases to operate. 8. Displaying preprogrammed messages based on the time of day and day of week. ---PAGE BREAK--- RSS-47 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-3.35B(3) Motorist Information Message Requirements The AWIS must be capable of: 1. Displaying predetermined speed, delay, diversion, and closure messages to motorists when user- adjustable thresholds are exceeded. 2. Updating its speed and delay advisory messages at least once per minute. The actual message updates must be consistent with traffic conditions. 3. Selecting messages for each PCMS independently, based on the traffic conditions of the sign. 4. Recording motorist information messages in a comma-separated values file with time and date stamps, including message overrides with user ID. 5. Displaying default messages when traffic conditions, system algorithms, and user parameters do not dictate that an advisory message should be displayed. 6. Displaying separate, independent, default messages on each PCMS. 7. Analyzing traffic parameters in work zones in which there are multiple speed limits. The following parameters for the selection and presentation of information messages must be adjustable by the user: 1. Message update frequency 2. Minimum delay necessary to trigger a delay advisory message 3. Persistence of delay before a delay message is displayed 4. Level of delay required to trigger a diversion message 5. Change in delay needed to cause a delay advisory message update 6. Change in speed at which a speed advisory message update occurs 12-3.35B(4) System Communication Requirements The wireless communications of the AWIS must: 1. Operate independently of the public cellular phone system for receiving data to ensure reliable communications 2. Communicate independent of the line of sight or distance 3. Incorporate an error detection and correction mechanism to ensure the integrity of all traffic condition data and motorist information messages 4. Configure automatically during system initialization 12-3.35B(5) Traffic Data Acquisition Requirements The AWIS must collect accurate traffic data using a speed measurement technique with an accuracy of ±5 mph, allowing specific information messages. The system must collect data during reduced visibility conditions, including precipitation, fog, darkness, excessive dust, and road debris. The system must archive the data with time and date stamps and aggregate the data in operator- definable time increments, accessible 24–7 to the Engineer in a comma-separated values file. 12-3.35B(6) User Interface The system must have a user interface to control the AWIS PCMS communications. The interface must be software compatible with a Windows environment or a web service accessed by a web browser. Provide any software on a CD or other Engineer-authorized data-storage device for installation at the Department's Transportation Management Center. The user interface must, at a minimum, provide the user with a list of AWIS in the field, location information for each AWIS PCMS, and a real-time on-board display of the message in the field. Control options must, at a minimum, provide the user the ability to change the on-board messages and flash rate. 12-3.35C Construction Obtain authorization for the message content and the threshold used for triggering the message before displaying any message on a PCMS. ---PAGE BREAK--- RSS-48 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Provide complete setup and support for the AWIS PCMS communications. 12-3.35D Payment Not Used 12-3.36 PORTABLE TRANSVERSE RUMBLE STRIPS Reserved 10-16-20 12-3.37 PORTABLE RADAR SPEED FEEDBACK SIGN SYSTEMS 12-3.37A General Section 12-3.37 includes specifications for placing, maintaining, and removing portable radar speed feedback sign systems. 12-3.37B Materials A portable radar speed feedback sign system must comply with the requirements for a temporary radar speed feedback sign system, except it must be trailer mounted. 12-3.37C Construction Not Used 12-3.37D Payment Not Used 10-18-19 12-3.38 AUTOMATED FLAGGER ASSISTANCE DEVICES 12-3.38A General 12-3.38A(1) Summary Section 12-3.38 includes specifications for placing, maintaining, and removing automated flagger assistance devices (AFADs). 12-3.38A(2) Definitions automated flagger assistance devices: Devices that enable a flagger to be positioned out of the lane of traffic and are used to control motorists through work zones. They are designed to be remotely operated either by a single flagger at one end of the work zone or at a central location, or by separate flaggers near the devices. 12-3.38A(3) Submittals Submit a copy of the manufacturer's operating instructions for the automated flagger assistance devices. 12-3.38A(4) Quality Assurance Reserved 12-3.38B Materials 04-17-20 The automated flagger assistance device must comply with the California MUTCD, Section 6E.04, and Section 6E.06, "Red/Yellow Lens Automated Flagger Assistance Devices." 10-18-19 The device must: 1. Be equipped with a gate arm, which must not extend into the opposing lane 2. Alternately display a steadily illuminated circular red lens and a flashing circular yellow lens to control traffic 3. Have a fail-safe device that prevents the operator from inadvertently actuating a simultaneous flashing circular yellow lens at both ends of the work zone 4. Have a device that monitors for malfunctions and prevents the display of conflicting indication 5. Have a 24-by-30-inch R10-6 STOP HERE ON RED sign mounted on the trailer ---PAGE BREAK--- RSS-49 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The device must continuously monitor the wireless communication links and verify transmission and reception of data between the devices. If communication is lost, the devices must immediately display the circular red/stop indication and lower the gate arms. 12-3.38C Construction The devices must: 1. Be placed where a flagger station is shown with an unobstructed view from the operator 2. Be placed outside of the traveled lane 3. Be attended by the operator when in use 4. Have a minimum of 9 cones placed on a taper in advance of the device and along the edge of shoulder or edge of the traveled way at 25-foot intervals to a point not less than 25 feet past the device 5. Be clearly visible to approaching traffic and illuminated during the hours of darkness If any device unit becomes inoperative, do one of the following: 1. Replace the unit with the same type and model. 2. Revert to human flagging operations. 3. Terminate all construction activities requiring the use of the devices. Incorporate the devices into the traffic control using one of the following methods: 1. Method 1: Place one device at each end of the closure. 2. Method 2: Place one device at one end of the closure and a flagger at the opposite end of the closure. Use two operators for both methods, except you may use a single operator if: 1. Operator has an unobstructed view of the devices 2. Operator has an unobstructed view of approaching traffic in both directions 3. Second flagger is on-site to assist with manual flagging should the device malfunction, or to direct traffic when drivers fail to comply with the devices When AFADs are in operation: 1. Use portable transverse rumble strips at your discretion 2. Do not use the 48-inch-by-48-inch C9A (CA) sign 3. Do not use the gate cones 12-3.38D Payment If automated flagger assistance devices bid item is not shown on the Bid Item List, providing AFADS is change order work. 10-16-20 12-3.39 TEMPORARY RADAR SPEED FEEDBACK SIGN SYSTEMS 12-3.39A General Section 12-3.39 includes specifications for placing, maintaining, and removing temporary radar speed feedback sign systems. 12-3.39B Materials A temporary radar speed feedback sign system must comply with the requirements under section 87-20. 12-3.39C Construction Place the system: ---PAGE BREAK--- RSS-50 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. As far from the traveled way as practicable where it is visible and legible to approaching traffic. Where practicable, place the sign behind a barrier or guardrail. 2. At or before the crest of roadway vertical curvatures that restrict sight distance. 3. At or before the curve of horizontal roadway curvatures that restrict sight distance. Install a G20-5aP WORK ZONE plaque. 12-3.39D Payment Not Used 04-16-21 12-3.40 VARIABLE SPEED LIMIT SIGN SYSTEM 12-3.40A General 12-3.40A(1) Summary Section 12-3.40 includes specifications for placing, maintaining, and removing variable speed limit sign systems. 12-3.40A(2) Definitions Not Used 12-3.40A(3) Submittals Submit as an informational submittal a weekly variable speed limit sign system log report by Tuesday of the following week. 12-3.40A(4) Quality Assurance Not Used 12-3.40B Materials 12-3.40B(1) General A variable speed limit sign system consists of: 1. Signs 2. Two flashing beacons 3. Power source The variable speed limit sign system must: 1. Display the speed limit characters without animation. 2. Automatically adjust the digital display intensity to provide optimum character visibility and legibility under all ambient lighting conditions using a photocell. 3. Create and maintain an electronic log report of the local and remote activities and system failures. The report must include: 3.1. Date and time. 3.2. Location description, county, route, direction, post mile or station, and GPS position. 3.3. Speeds shown on the digital display. 3.4. ON or OFF status of flashing beacons. 3.5. System failure description including: 3.5.1. Cause of failure. 3.5.2. List of equipment that failed. 3.5.3. Work performed to correct the failure. 3.5.4. Duration of failure. 3.6. Name and unique user ID for user operating or repairing the system. 4. Include local and remote control of digital display legend and flashing beacons. 5. Have a scheduling feature to allow for local or remote pre-programming of the digital display legend and flashing beacons at specific times and dates. 6. Send a real-time text or email message to the designated personnel for the following types of alerts: 6.1. Equipment alerts including low power, loss of power, and loss of communication. ---PAGE BREAK--- RSS-51 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 6.2. Traffic alerts including flashing beacons ON or Off activations and digital display legend changes. Signs must comply with section 82-2. The variable speed limit sign includes a digital display as part of the R2-1 sign. The R2-1 sign must be: 1. 48 by 60 inches for freeways and expressways 2. 36 by 48 inches for conventional highways The variable speed limit sign systems must include a G20-5aP sign above the R2-1 sign. The G20-5aP sign must have characters: 1. 8 inches in height for freeways and expressways 2. 6 inches in height for conventional highways The digital display must: 1. Be LED white legend on a black background. 2. Have two numerical characters. Each character must be: 2.1. Based on a minimum 5 x 7 character ratio. 2.2. At least 18 inches in height for freeways and expressways. 2.3. At least 14 inches in height for conventional highways. 3. Have a minimum 30 degrees cone of visibility, ±15 degrees from the centerline. The flashing beacons must: 1. Be yellow and comply with section 86-1.02R(4), except they may be rated for 12 V. 2. Operate in the alternating flashing mode. The flash rate for the flashing unit must comply with chapter 4L, "Flashing Beacons," of the California MUTCD. 3. Be securely mounted to assembly. 4. Be positioned vertically, one at a distance no more than 12 inches above the edge of the top sign and one at a distance no more than 12 inches below the edge of the bottom sign. The power source must be either a generator or photovoltaic system and must include batteries to maintain the system’s communication and operation for 10 continuous days without external power or recharge. 12-3.40B(2) Portable Variable Speed Limit Sign Systems A portable variable speed limit sign system must be trailer mounted. 12-3.40B(3) Temporary Variable Speed Limit Sign Systems A temporary variable speed limit sign system must be post mounted under section 82-3. 12-3.40C Construction Place the variable speed limit sign system: 1. As far from the traveled way as practicable where it is visible and legible to approaching traffic. Where practicable, place the sign behind a barrier or guardrail. 2. At or before the crest of roadway vertical curvatures that restrict sight distance. 3. At or before the curve of horizontal roadway curvatures that restrict sight distance. 4. With the bottom of the R2-1 sign a minimum of 7 feet above the roadway. Delineate trailers with a taper consisting of 9 traffic cones placed 25 feet apart except when placed behind a barrier. Set up and level the portable system. Activate the flashing beacons and set the digital display to the reduced speed limit only when workers are present within the construction work zone and no more than 15 minutes before workers arrive in the work zone. Do not display unauthorized speed limits. ---PAGE BREAK--- RSS-52 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Deactivate the flashing beacons and change the digital display to the original posted speed limit no later than 15 minutes after workers depart the work zone. 12-3.40D Payment Not Used 10-18-19 12-4 MAINTAINING TRAFFIC 12-4.01 GENERAL 12-4.01A General Section 12-4.01 includes general specifications for maintaining traffic through construction work zones. If local authorities regulate traffic, notify them at least 5 business days before the start of job site activities. Cooperate with the local authorities to handle traffic through the work zone and to make arrangements to keep the work zone clear of parked vehicles. 12-4.01B Materials Not Used 12-4.01C Construction Not Used 12-4.01D Payment Not Used 12-4.02 TRAFFIC CONTROL SYSTEMS 12-4.02A General 12-4.02A(1) Summary Section 12-4.02 includes specifications for providing a traffic control system to close traffic lanes, shoulders, ramps, and connectors. A traffic control system for a closure includes flagging and the temporary traffic control devices described as part of the traffic control system. Temporary traffic control devices must comply with section 12-3. 12-4.02A(2) Definitions Construction Zone Enhanced Enforcement Program (COZEEP): Program that provides California Highway Patrol officers to monitor the movement of traffic within the work zone. 10-16-20 Buffer lane: Closed lane that separates a lane carrying traffic from the work area to enhance safety of workers and allow errant vehicles to recover safely. 10-18-19 designated holidays: Designated holidays are shown in the following table: Designated Holidays Holiday Date observed New Year's Day January 1st Washington's Birthday 3rd Monday in February Memorial Day Last Monday in May Independence Day July 4th Labor Day 1st Monday in September Veterans Day November 11th Thanksgiving Day 4th Thursday in November Christmas Day December 25th ---PAGE BREAK--- RSS-53 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) If a designated holiday falls on a Sunday, the following Monday is a designated holiday. If November 11th falls on a Saturday, the preceding Friday is a designated holiday. 12-4.02A(3) Submittals 12-4.02A(3)(a) General Submit a request for a minor deviation from the specified work hours. For a project in District 7, submit the request at least 15 days before the proposed closure date. Your request may be authorized if the Department does not accrue a significant cost increase and the work can be expedited and better serve the traffic. If a closure is not opened to traffic by the specified time, submit a work plan that ensures that future closures will be opened to traffic by the specified time. Allow 2 business days for review. Submit closure schedule requests and closure schedule amendments using LCS to show the locations and times of the requested closures. Submit a traffic break request using LCS to show the location and time of the requested traffic break. 12-4.02A(3)(b) Closure Schedules Every Monday by noon, submit a closure schedule request for planned closures for the next week. Except for a project in District 7, the next week is defined as Sunday at noon through the following Sunday at noon. For a project in District 7, the next week is defined as Friday at noon through the following Friday at noon. Submit a closure schedule request from 25 days to 125 days before the anticipated start of any job site activity that reduces: 1. Horizontal clearances of traveled ways, including shoulders, to 2 lanes or fewer due to activities such as temporary barrier placement and paving 2. Vertical clearances of traveled ways, including shoulders, due to activities such as pavement overlays, overhead sign installation, or falsework girder erection Submit closure schedule changes, including additional closures, by noon at least 3 business days before a planned closure. Cancel closure requests using LCS at least 48 hours before the start time of the closure. The Department notifies you through LCS of authorized and unauthorized closures and closures that require coordination with other parties as a condition for authorization. 12-4.02A(3)(c) Contingency Plans for Closures Submit a contingency plan for an activity that could affect a closure if a contingency plan is specified in the special provisions or if a contingency plan is requested. If a contingency plan is requested, submit the contingency plan within 1 business day of the request. The contingency plan must identify the activities, equipment, processes, and materials that may cause a delay in the opening of a closure to traffic. The plan must include: 1. List of additional or alternate equipment, materials, or workers necessary to ensure continuing activities and on-time opening of closures if a problem occurs. If the additional or alternate equipment, materials, or workers are not on the job site, specify their location, the method for mobilizing these items, and the required time to complete mobilization. 2. General time-scaled logic diagram displaying the major activities and sequence of the planned activities. For each activity, identify the critical event that will activate the contingency plan. Submit revisions to a contingency plan at least 3 business days before starting the activity requiring the contingency plan. Allow 2 business days for review. ---PAGE BREAK--- RSS-54 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02A(3)(d) Traffic Break Schedule Every Monday by noon, submit a traffic break request for the next week. Support for a traffic break is based on local California Highway Patrol staffing levels and may not be available for the date or time requested. Traffic break requests are limited to the hours when a shoulder or lane closure is allowed. Cancel a traffic break request using LCS at least 48 hours before the start time of the traffic break. The Department notifies you through LCS of authorized and unauthorized traffic breaks. The Department does not adjust time or payment if a California Highway Patrol officer is unavailable for the requested date or time or your request is not authorized. 12-4.02A(4) Quality Assurance Reserved 12-4.02B Materials Not Used 12-4.02C Construction 12-4.02C(1) General Work that interferes with traffic is limited to the hours when closures are allowed. Do not reduce an open traffic lane width to less than 10 feet. If traffic cones or delineators are used for temporary edge delineation, the side of the base of the cones or delineators nearest to traffic is considered the edge of the traveled way. Do not simultaneously close consecutive ramps in the same direction of travel servicing 2 consecutive local streets unless authorized. Notify the Engineer of delays in your activities caused by the denial of either an authorized closure or a closure schedule request for the specified time frame allowed for closures. Discuss the contingency plan for any activity that could affect the closure schedule with the Engineer at least 5 business days before starting the activity requiring the plan. If you do not open a closure to traffic by the specified time, suspend work and submit a work plan. No further closures are allowed until your work plan has been authorized. If the Engineer orders you to remove a closure before the time designated in the authorized closure schedule, any delay caused by this order is an excusable delay. The Engineer may reschedule a closure that was canceled due to unsuitable weather. You may use automated flagger assistance devices to enhance the traffic control system for a lane closure on a two-lane convention highway, except if a bid item for automated flagger assistance devices is shown in the Bid Item List, the use of AFADs is required. Do not use automated flagger assistance devices: 1. On multi-lane highways 2. As a substitute or a replacement for a temporary traffic control signal 3. If the devices impair access for pedestrians and bicycles, unless alternate access is provided 4. If the usable shoulder area is not wide enough to place a trailer mounted device 5. If the distance between the devices is more than 800 feet, except when each device is controlled by a separate operator and radio communication is available between the AFAD operators ---PAGE BREAK--- RSS-55 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02C(2) Lane Closure System 12-4.02C(2)(a) General The Department provides LCS training. Request the LCS training at least 30 days before submitting the 1st closure request. The Department provides the training within 15 days after your request. LCS training is web-based or held at a time and location agreed upon by you and the Engineer. For web- based training, the Engineer provides you the website address to access the training. Within 5 business days after completion of the training, the Department provides LCS accounts and user IDs to your assigned, trained representatives. Each representative must maintain a unique password and current user information in the LCS. The project is not accessible in LCS after Contract acceptance. 12-4.02C(2)(b) Status Updates for Authorized Closures Update the status of authorized closures using the LCS Mobile web page. For a stationary closure on a traffic lane, use code: 1. 10-97 immediately before you place the 1st cone on the traffic lane 2. 10-98 immediately after you remove all of the cones from the traffic lane For a stationary closure on the shoulder, use code: 1. 10-97 immediately before you place the 1st cone after the last advance warning sign 2. 10-98 immediately after you remove the last cone before the advance warning signs For a moving closure, use code: 1. 10-97 immediately before the actual start time of the closure 2. 10-98 immediately after the actual end time of the closure For closures not needed on the authorized date, use code 10-22 within 2 hours after the authorized start time. If you are unable to access the LCS Mobile web page, immediately notify the Engineer of the closure's status. 12-4.02C(3) Closure Requirements and Charts 12-4.02C(3)(a) General 10-16-20 Where two or more lanes in the same direction of travel and on the same side are adjacent to the work area, closures must comply with the buffer lane requirements. 10-18-19 12-4.02C(3)(b) Complete Freeway or Expressway Closure Requirements Reserved 12-4.02C(3)(c) HOV, Express, and Bus Lane Closure Requirements Reserved 12-4.02C(3)(d) City Street Closure Requirements Reserved 12-4.02C(3)(e) Closure Restrictions for Special Events and Venues Reserved ---PAGE BREAK--- RSS-56 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02C(3)(f) Closure Restrictions for Designated Holidays and Special Days Reserved 12-4.02C(3)(g) Freeway or Expressway Lane Requirement Charts Reserved 12-4.02C(3)(h) Complete Freeway or Expressway Closure Hour Charts Reserved 12-4.02C(3)(i) Complete Connector Closure Hour Charts and Connector Lane Requirement Charts Reserved 12-4.02C(3)(j) Complete Ramp Closure Hour Charts and Ramp Lane Requirement Charts Reserved 12-4.02C(3)(k) Conventional Highway Lane Requirement Charts Reserved 12-4.02C(3)(l) Complete Conventional Highway Closure Hour Charts Reserved 12-4.02C(3)(m) City Street Closure Hour Charts and City Street Lane Requirement Charts Reserved 12-4.02C(3)(n) Concrete Slab and Approach Slab Replacement Closure Hours Table Reserved 12-4.02C(3)(o)–12-4.02C(3)(s) Reserved 10-16-20 12-4.02C(4) Buffer Lanes Where two or more lanes are adjacent to a work area, including work on shoulders, you must close the lane adjacent to the work area in accordance with the lane requirement charts as follows: 1. Work is on the traveled way within 6 feet of the adjacent traffic lane. 2. Work is off the traveled way but within 6 feet of the edge of the traveled way, and the posted speed is 45 mph or greater. 3. Work is off the traveled way but within 3 feet of the edge of the traveled way, and the posted speed is less than 45 mph. Closure of the adjacent traffic lane is not required for: 1. Workers protected by a permanent or temporary barrier 2. Installation, maintenance, or removal of traffic control devices except for temporary railing For time periods at the beginning or end of work when the lane requirement charts do not allow the closure of the adjacent traffic lane, the following construction activities are allowed without a buffer lane: 1. Paving. 2. Parking, positioning, loading, unloading vehicles, or storing equipment or materials necessary for the work being performed. 3. Placing, removing or maintaining traffic stripes, pavement marking, or pavement markers. 4. Operations not performed by workers on foot such as grinding, grooving, planing, sweeping, applying a tack coat, or operating a crane. 5. Operations where workers on foot are protected, at each work location, within the same closure by an impact attenuator vehicle in the lane adjacent to live traffic. Do not perform work activities or store equipment, vehicles, or materials within the buffer lane. ---PAGE BREAK--- RSS-57 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 10-18-19 12-4.02C(5)–12.4.02C(6) Reserved 12-4.02C(7) Traffic Control System Requirements 12-4.02C(7)(a) General Control traffic using stationary closures. If components of the traffic control system are displaced or cease to operate or function as specified, immediately repair them to their original condition or replace them and place them back in their original locations. 04-16-21 Do not start activities that require an impact attenuator vehicle until the attenuator is in place. 10-18-19 Each vehicle used to place, maintain, and remove components of a traffic control system on a multilane highway must have a Type II flashing arrow sign that must operate whenever the vehicle is used for placing, maintaining, or removing the components. For a stationary closure, vehicles with a Type II flashing arrow sign not involved in placing, maintaining, or removing the components must display only the caution display mode. If a flashing arrow sign is required for a closure, activate the sign before the closure is in place. 12-4.02C(7)(b) Stationary Closures Except for channelizing devices placed along open trenches or excavations adjacent to the traveled way, remove the components of the traffic control system for a stationary closure from the traveled way and shoulders at the end of each work period. You may store the components at authorized locations within the limits of the highway. If a traffic lane is closed with channelizing devices for excavation work, move the devices to the adjacent edge of the traveled way when not excavating. Space the devices as shown for the lane closure. 04-16-21 Use an impact attenuator vehicle to place and remove components of a stationary traffic control system. Do not use an impact attenuator vehicle on two-lane conventional highways if the vehicle would have to stop within a lane open to traffic to place, maintain, or remove the traffic control system. 04-16-21 12-4.02C(7)(c) Moving Closures For a moving closure, use a PCMS truck mounted on the upstream sign vehicle. The full operational height to the bottom of the sign may be less than 7 feet above the ground but must be as high as practicable. If you use a flashing arrow sign in a moving closure, the sign must be truck mounted on the upstream sign vehicle. Operate the flashing arrow sign in the caution display mode if it is being used on a 2-lane highway. Use an impact attenuator vehicle as a shadow vehicle. 10-18-19 12-4.02C(7)(d) Traffic Breaks You may request a traffic break for special operations such as: 1. Installation, removal, or replacement of an overhead power line or other utility cable across the highway 2. Installation or removal of traffic control devices in areas without a standard-width shoulder 3. Transportation of large equipment across the highway 4. Access to median areas for workers or equipment If the Department authorizes the traffic break, the Engineer notifies you and arranges the traffic break with the California Highway Patrol through COZEEP. The duration of a traffic break must not exceed 5 minutes or as authorized. ---PAGE BREAK--- RSS-58 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Two California Highway Patrol officers per vehicle are required for traffic breaks occurring any time from 2200 to 0600 hours. A minimum of 2 California Highway Patrol vehicles will be assigned to conduct a traffic break. 04-16-21 Place a truck mounted PCMS approximately 2,000 feet upstream of the work area or as agreed upon by the Engineer. Monitor the traffic during the traffic break. If a queue develops, reposition the PCMS truck far enough upstream of the traffic break to provide real-time notification to motorists before they approach the traffic queue. 10-18-19 12-4.02C(8) Traffic Control System Signs 12-4.02C(8)(a) General Traffic control system signs must comply with section 12-3.11. 12-4.02C(8)(b) Connector and Ramp Closure Signs Inform motorists of a temporary closing of a connector or a freeway or expressway entrance or exit ramp using: 1. SC6-3(CA) (Ramp Closed) sign for closures of 1 day or less 2. SC6-4(CA) (Ramp Closed) sign for closures of more than 1 day SC6-3(CA) and SC6-4(CA) signs must be stationary mounted at the locations shown and must remain in place and visible to motorists during the connector or ramp closure. Notify the Engineer at least 2 business days before installing the sign and install the sign from 7 to 15 days before the closure. 12-4.02C(9) Flagging 12-4.02C(9)(a) General 12-4.02C(9)(a)(i) Summary Section 12-4.02C(9) includes specifications for flaggers, AFAD operators, additional flaggers, advance flaggers and flagger stations. 12-4.02C(9)(a)(ii) Definitions 04-17-20 AFAD operator: Flagger certified by the manufacturer to operate the specific automated flagger assistance device. 10-18-19 additional flagger: Flagger that controls the flow of traffic at intermediate locations within the limits of a closure with reversible control, at intersections, driveways and other traffic merging points. advance flagger: Flagger positioned upstream of the traffic control system, who warns approaching traffic of road work ahead and potentially stopped traffic within the advance warning signs. 04-17-20 incidental flagger: Flagger that performs flagging that is not part of a traffic control system. 12-4.02C(9)(a)(iii) Submittals Submit as informational submittals: 1. Flagger certification for each flagger including AFAD operators. The submittal must include: 1.1. Name of the individual receiving certification. 1.2. Name of entity providing certification. 1.3. Date of certification. 1.4. Certification expiration date. 2. AFAD manufacturer certification for each AFAD operator. The submittal must include: 2.1. Name of the manufacturer's authorized trainer. ---PAGE BREAK--- RSS-59 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2.2. Name of the trainee. 2.3. Description of device type and model for which training was provided. 2.4. Date when the training was provided. 3. Training qualifications for each incidental flagger. 12-4.02C(9)(a)(iv) Quality Assurance Flaggers must be at least 18 years of age and maintain a valid government issued identification and must possess proof of certification during flagging operations. Effective July 1, 2020, flaggers that are part of a traffic control system must be certified by an authorized flagger training provider. The authorized flagger training provider list is available at the Department's Division of Construction website. In addition, AFAD operators must be certified by the AFAD manufacturer on: 1. Device type and model to be used on the project 2. Installation procedures 3. Local and remote-controlled operation 4. Maintenance of the device Incidental flaggers must be trained under 8 CA Code of Regs § 1599. 10-18-19 12-4.02C(9)(b) Materials Not Used 12-4.02C(9)(c) Construction 12-4.02C(9)(c)(i) General Not Used 12-4.02C(9)(c)(ii) Flaggers 12-4.02C(9)(c)(ii)(A) General Flaggers should stand in a conspicuous place and be visible to approaching vehicles. 10-16-20 Flaggers must wear a hard hat, safety glasses, and Class 3, high-visibility, safety apparel under ANSI/ISEA 107-2004, or equivalent subsequent revisions. 04-17-20 Flaggers must be equipped with a 24-by-24-inch "STOP/SLOW" paddle with a rigid staff tall enough to maintain the bottom of the paddle a minimum of 6 feet above the pavement. 10-18-19 12-4.02C(9)(c)(ii)(B) Automated Flagger Assistance Device Operators When AFADs are in operation, the AFAD operators must: 1. Be positioned away from the traveled way 2. Be positioned where they have an unobstructed line of sight to approaching vehicles and to the devices 3. Keep a backup hand held AFAD remote control readily available A pilot car driver must not operate a device and must not be considered as one of the flaggers present on-site available to operate a device. 10-16-20 12-4.02C(9)(c)(ii)(C) Additional Flaggers Provide additional flaggers at any of the following locations: 1. At high-volume intersections and driveways between the two flagger stations as described 2. At Multi-lane and circular intersections ---PAGE BREAK--- RSS-60 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-16-21 For other intersections and driveways, place a sign as described. 10-16-20 Additional flaggers use the STOP/SLOW sign paddle to control vehicles merging into the closure with reversible control. If additional flaggers are not described, providing additional flaggers is change order work. 10-18-19 12-4.02C(9)(c)(ii)(D) Advance Flaggers Provide advance flaggers when any of the following conditions exist: 1. Queued traffic reaches the W20-4 (One Lane Road Ahead) sign. 2. When the horizontal roadway curvature restricts the sight distance of approaching traffic. 3. When the vertical roadway curvature restricts the sight distance of approaching traffic. Advance flaggers use the SLOW sign paddle to warn approaching vehicles of the flagging operation ahead and signals the drivers to slow down. If the STOP/SLOW paddle is used, the STOP side must be covered. 10-16-20 If advance flaggers are not described, providing advance flaggers is change order work. 10-18-19 12-4.02C(9)(c)(iii) Flagger Stations Place flagger stations such that approaching vehicles have sufficient distance to react and follow the flagger's instructions. Place a minimum of four cones at 50 feet intervals in advance of flagger stations. During the hours of darkness, illuminate flagger stations under 8 CA Regs § 1523. Do not start flagging until flagger stations are illuminated. Place advance warning signs W20-1, C9A(CA), and W3-4 upstream of the additional flagger station at intersections as shown. Place advance warning signs W20-1, C9A(CA), and W3-4 upstream of the advance flagger station. 10-16-20 Remove the W20-1 sign from all flagger stations from the advance flagger station furthest from the work area. 04-16-21 You may use a PCMS in place of an advance flagger. The PCMS must alternately display the message "Prepare to Stop" and the "Flagger Ahead." Place a portable W20-1 sign in advance of the PCMS. If the distance E shown is 1,000 feet or more, place a SW60(CA) as shown. Place an additional SW60(CA) sign for every additional 1,000 feet of separation, space the signs at 1,000-foot intervals. 10-18-19 12-4.02C(9)(d) Payment Not Used 10-16-20 12-4.02C(10) End of Queue Monitoring and Warning with Truck Mounted Changeable Message Sign Reserved ---PAGE BREAK--- RSS-61 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02C(11) Traffic Control Technician 12-4.02C(11)(a) General 12-4.02C(11)(a)(i) Summary Section 12-4.02C(11) includes specifications for training, certification, and responsibilities for traffic control technicians. The traffic control technician: 1. Is responsible for the installation, maintenance, and removal of traffic control devices 2. Must have the authority to assign and direct flagging operations 3. Must be knowledgeable about: 3.1. Section 7-1.03 “Public Convenience" 3.2. Section 7-1.04 “Public Safety” 3.3. Section 12 “Temporary Traffic Control” 3.4. Traffic control system Standard Plans 3.5. Traffic handling plans and detour plans Effective July 1, 2021, assign a traffic control technician to each closure. 12-4.02C(11)(a)(ii) Definitions Reserved 12-4.02C(11)(a)(iii) Submittals 12-4.02C(11)(a)(iii)(A) General Every Monday by noon, submit traffic control daily reports for the previous week as an informational submittal. 12-4.02C(11)(a)(iii)(B) Quality Assurance Submittals Submit the following as informational submittals: 1. Traffic control technician certification and flagger certification for each traffic control technician and each alternate traffic control technician. The certification must include: 1.1. Name of the individual receiving certification 1.2. Name of entity providing certification 1.3. Date of certification 1.4. Certification expiration date 2. Contact information for each traffic control technician and each alternate traffic control technician. The submittal must include the name, phone number and email address. 3. Traffic control daily reports for each closure. The traffic control daily report must include: 3.1. Date 3.2. Name of traffic control technician 3.3. Location of traffic control. Provide description, County, Route, Postmile or Station and Direction 3.4. Reference to traffic control standard plan or project plan sheet 3.5. For closure information include: 3.5.1. Lane requirement chart number, start time, and end time 3.5.2. Facility type: conventional highway, freeway, expressway, on ramp, off ramp, or connector, street 3.5.3. Number of lanes closed, which lanes are closed, or shoulder closure 3.5.4. Names of flaggers, if applicable 3.5.5. Use of construction work zone speed limit reduction, buffer lanes, or COZEEP support, if applicable 3.6. Documentation of: 3.6.1. LCS Mobile web page status confirmation for 1097 and 1098, or 1022 3.6.2. Verification that closure is in compliance with the contract requirements 3.6.3. Modifications to the traffic control including, a description of the change, the reason for the change, time when the change is implemented 3.6.4. Traffic control system monitoring including, time of inspection and observations 3.6.5. Incidents that occur while the traffic control system is in place ---PAGE BREAK--- RSS-62 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02C(11)(a)(iv) Quality Assurance 12-4.02C(11)(a)(iv)(A) General The traffic control technician must coordinate with the Engineer the implementation of traffic control systems and traffic handling plans prior to construction, and before major changes in traffic control. 12-4.02C(11)(a)(iv)(B) Training and Certifications A traffic control technician must be certified as a flagger and as a traffic control technician. Department authorized traffic control technician and flaggers training providers list is available at: 12-4.02C(11)(a)(iv)(C) Quality Control The traffic control technician must: 1. Ensure safe, convenient, and effective passage of motorists, bicyclists, pedestrians, workers, and first responders, through or around the construction work zone 2. Inspect the condition of traffic control devices on a regular basis for compliance with the quality requirements in the American Traffic Safety Services Association publication Quality Guidelines for Temporary Traffic Control Devices and Features 3. Ensure the labor, equipment, and materials are available to immediately correct deficiencies in the traffic control system 4. Ensure workers performing flagging operations meet the flagger’s certificate requirements 5. Ensure the status of closures is reported using the LCS Mobile web page 6. Verify that all closures comply with the contract requirements and that traffic control devices, including PCMS, arrow boards and radar speed feedback signs, are functioning after traffic control installation 12-4.02C(11)(b) Material Not Used 12-4.02C(11)(c) Construction For each traffic control system, a traffic control technician must be present during the installation, operation, and removal of the traffic control system. Notify the Engineer of the assigned traffic control technician for each closure 1 business day before the closure. Notify the Engineer before an alternate traffic control technician assumes the duties of the assigned traffic control technician. Traffic control technicians must be available by: 1. Cellular telephone 2. Two-way radio 3. Mobile internet access Traffic control technician must: 1. Mark the locations for traffic control devices before installation of closures 2. Monitor work zone traffic control activities and operations, including detours, to ensure the traffic control is functioning properly When monitoring work zone traffic control, if an imminent danger is identified, take immediate corrective action and notify the Engineer. Notify the Engineer of modifications needed to the traffic control system plans or traffic handling plans if the traffic control is not functioning as required due to changes in traffic or site conditions. Do not implement any changes to the traffic control system plans or traffic handling plans until the proposed revisions are authorized. ---PAGE BREAK--- RSS-63 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.02C(11)(d) Payment Not Used 12-4.02C(12) Construction Work Zone Speed Limit Reduction Reserved 12-4.02C(13) Traffic Control Supervision Reserved 12-4.02C(14)–12-4.02C(25) Reserved 10-18-19 12-4.02D Payment The Department pays for change order work for a traffic control system by force account for increased traffic control and uses a force account analysis for decreased traffic control. The Department does not pay for furnishing, placing, relocating, and removing used for a traffic break. The Department deducts the full cost of COZEEP support provided for the traffic break. The hourly rate for each California Highway Patrol officer providing COZEEP support is $115. This rate includes full compensation for each hour or portion thereof that the officer provides the support. Markups are not added to any expenses associated with COZEEP support. The minimum number of hours for an officer is 4 hours, except if a closure is already in place and the Engineer authorizes your request for an on-duty officer to conduct a traffic break, the minimum number of hours for an officer is 1 hour. For a cancellation less than 48 hours before the scheduled start time of COZEEP support, except for a cancellation due to adverse weather or extenuating circumstances, the Department deducts: 1. Minimum of $50 per California Highway Patrol officer if the officer is notified before the start time 2. Maximum of 4 hours of pay per officer if the officer is not notified before the start time 12-4.03 FALSEWORK OPENINGS 04-17-20 12-4.03A General Section 12-4.03 includes specifications for providing falsework openings. 12-4.03B Materials Not Used 12-4.03C Construction 12-4.03C(1) General Reserved 12-4.03C(2) Temporary Railing Install Type K temporary railing on both sides of vehicular openings through falsework. If ordered, install temporary railing at other falsework less than 12 feet from the edge of a traffic lane. This is change order work. Temporary railings for vehicular openings must start 150 feet in advance of the falsework and extend past the falsework in the direction of adjacent traffic flow. For 2-way traffic openings, temporary railing must extend at least 60 feet past the falsework in the direction of adjacent traffic flow. Install temporary crash cushion modules as shown at the approach end of temporary railings located less than 15 feet from the edge of a traffic lane. For 2-way traffic openings install temporary crash cushion modules at the departing end of temporary railings located less than 6 feet from the edge of a traffic lane. ---PAGE BREAK--- RSS-64 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The Engineer determines the exact location and length of railing and the type of flare to be used. Install temporary railing for protecting the falsework before erecting it. Do not remove temporary railing until authorized. 12-4.03D Payment Not Used 10-18-19 12-4.04 TEMPORARY PEDESTRIAN ACCESS ROUTES 12-4.04A General 12-4.04A(1) Summary Section 12-4.04 includes specifications for providing, maintaining, and removing temporary pedestrian access routes. A temporary pedestrian access route includes temporary traffic control devices as shown except for Type K temporary railing and temporary crash cushions. 12-4.04A(2) Definitions Reserved 12-4.04A(3) Submittals If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown, submit a work plan for a temporary pedestrian access route. The work plan must: 1. Describe the activities, processes, equipment, and materials that will be used to provide the temporary access route 2. Show the locations of the routes and the placement of traffic control devices for each stage of work 3. Include a time-scaled logic diagram displaying the sequence and duration of the planned activities for each stage of work 4. Be sealed and signed by an engineer who is registered as a civil engineer in the State Submit "Temporary Pedestrian Access Route Contractor Compliance Report," within 2 business days after construction of a temporary pedestrian access route. Submit "Temporary Pedestrian Access Route Contractor Weekly Report," within 2 business days of completing a weekly inspection. 12-4.04A(4) Quality Assurance 12-4.04A(4)(a) General Reserved 12-4.04A(4)(b) Quality Control Perform a review of the temporary pedestrian access route after it is constructed and document compliance on the "Temporary Pedestrian Access Route Contractor Compliance Report." The Department will conduct a verification inspection after receiving the compliance report. For a temporary pedestrian access route in use perform a weekly review and document compliance on the "Temporary Pedestrian Access Route Contractor Weekly Report." 12-4.04B Materials The walkway surface must be slip resistant and surfaced with minor HMA or commercial-quality, bituminous material, commercial-quality concrete, or wood. A handrail with a circular cross section must have an outer diameter from 1-1/4 to 2 inches. A handrail with a noncircular cross section must have a perimeter from 4 to 6-1/4 inches and a maximum cross- section dimension of 2-1/4 inches. ---PAGE BREAK--- RSS-65 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Fasteners must be rounded to prevent injury to a pedestrian's fingers, hands, and arms and to eliminate sharp edges that could catch on clothing. A detectable warning surface must be on the Authorized Material List for detectable warning surfaces and match yellow color no. 33538 of AMS.Std.595. Temporary traffic control devices used to channelize pedestrians must: 1. Be free of sharp or rough edges 2. Have a continuous detectable edging at least 6 inches high and at no more than 2 inches above the walkway surface 3. Be at least 32 inches in height 4. Have smooth connection points between devices to allow for a handrail 5. Have a top and bottom surface in the same vertical plane 12-4.04C Construction Notify the Engineer 5 business days before closing an existing pedestrian route. Do not close the route until authorized. If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown, provide a temporary pedestrian access route near the traveled way. You may route pedestrians using the existing sidewalk or by constructing a temporary access route. If a bid item for a temporary pedestrian access route is not shown on the Bid Item List, then constructing a temporary pedestrian access route is change order work, except when the closure is a result of your means and methods. Construct a temporary pedestrian access route such that: 1. Walkway surface is firm and stable and free of irregularities 2. Cross slope of the pedestrian route is at most 50:1 (horizontal:vertical) 3. Longitudinal slope of the pedestrian route is at most 20:1 (horizontal:vertical) 4. Walkway, landings, blended transitions, and curb ramps are at least 60 inches wide except where not feasible, the width must be at least 48 inches wide with a 60-by-60-inch passing space at least every 200 feet 5. Lateral joints or gaps between surfaces are less than 1/2 inch wide 6. Discontinuities in surface heights are less than 1/2 inch and beveled if greater than 1/4 inch with a slope no greater than 2:1 (horizontal:vertical) 7. Ramps have: 7.1. Longitudinal slope of at most 12:1 (horizontal:vertical) 7.2. Rise less than 30 inches 7.3. Protective edging at least 2 inches high on each side and handrails at a height from 34 to 38 inches above the walkway surface if the rise is greater than 6 inches 8. Curb ramps have: 8.1. Longitudinal slope of at most 12:1 (horizontal:vertical) 8.2. Protective edging at least 2 inches high on each side if the curb ramp does not have flares and the rise is greater than 6 inches 9. Pedestrians are channelized when routed off existing pedestrian routes Construct handrails such that they are continuous, smooth and free of sharp or rough edges. Provide an overhead covering to protect pedestrians from falling objects and drippings from overhead structures. If the temporary access route is next to traffic or work activities, place a temporary barrier to separate the route from vehicles and equipment. Install a detectable warning surface at locations where a curb ramp, landing, or blended transition connects to a street. Install the warning surface such that it extends a minimum of 36 inches in the ---PAGE BREAK--- RSS-66 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) direction of travel and for the full width of the landing, blended transition, or curb ramp, excluding the flares. Maintain the temporary pedestrian access route clear of obstructions. Do not allow traffic control devices, equipment, or construction materials to protrude into the walkway. Maintain a continuous unobstructed path connecting all pedestrian routes, parking lots, and bus stops located within the project limits. Remove the temporary pedestrian access route when the Engineer determines it is no longer needed. Provide a temporary pedestrian access route through falsework under section 16-2.02. 12-4.04D Payment Not Used 12-4.05 BRIDGE CLEANING AND PAINTING ACTIVITIES 12-4.05A General Section 12-4.05 includes specifications for maintaining traffic during bridge cleaning and painting activities. Signs must comply with section 12-3.11. 12-4.05B Materials Not Used 12-4.05C Construction For bridge cleaning and painting activities, place the signs as shown in the following table in addition to those shown on the plans: Sign no. Sign description Requirement W20-1 Road Work Ahead Place portable 30-by-30-inch signs at locations where traffic approaches a bridge with work underway. If the approach speed is greater than 50 mph, the sign must be 48 by 48 inches. The sign panel base material must not be plywood. Attach 2 orange, 16 sq in flags to each sign. Cleaning and Painting Operations Place a 48-by-48-inch sign near each W20-1 sign. Use 4-inch- high black lettering and include your name, address, and telephone number on an orange background. The Engineer determines the exact locations of the signs. Do not use signs until needed. Maintain the signs in place during bridge cleaning and painting activities. Remove the signs at the end of each work shift. After each day's bridge cleaning and painting activities, remove obstructions from the roadway to allow for free passage for traffic. Remove blast cleaning residue from the traveled way before opening the area to traffic. You may lay supply lines along the top of curbs adjacent to railing posts if the lines do not interfere with traffic. Remove the lines when work is not in progress. 12-4.05D Payment Not Used 12-4.06 TOLL BRIDGES Reserved ---PAGE BREAK--- RSS-67 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-4.07–12-4.10 RESERVED 12-5 RESERVED 12-6 TEMPORARY PAVEMENT DELINEATION 12-6.01 GENERAL Section 12-6 includes specifications for placing temporary pavement delineation except for delineation on a seal coat project. Temporary painted traffic stripes and painted pavement markings used for temporary delineation must comply with section 84-2. Temporary signs for no-passing zones must comply with section 12-3.11. 12-6.02 MATERIALS 12-6.02A General The following types of temporary pavement delineation must be on the Authorized Material List for signing and delineation materials: 1. Temporary pavement markers for long term day/night use (180 days or less) 2. Temporary pavement markers for short term day/night use (14 days or less) 3. Temporary (removable) striping and pavement marking tape (180 days or less) 4. Permanent traffic striping and pavement marking tape 5. Channelizers 12-6.02B Temporary Pavement Markers Temporary pavement markers must be the same color as the lane line or centerline markers being replaced. Temporary pavement markers must be for long-term day or night use, 180 days or less, except you may use temporary pavement markers for short-term day or night use, 14 days or less, if you place the permanent pavement delineation before the end of the 14 days. 12-6.02C Channelizers Channelizers used for temporary edge line delineation must be orange and surface mounted. 12-6.03 CONSTRUCTION 12-6.03A General If work activities obliterate pavement delineation, place temporary or permanent pavement delineation before opening the traveled way to traffic. The temporary pavement delineation must consist of a lane line and centerline pavement delineation for traveled ways open to traffic. On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width, the temporary pavement delineation must also include edge line delineation for traveled ways open to traffic. Establish the alignment for temporary pavement delineation, including the required lines or markers. Surfaces to receive an application of paint or removable traffic tape must be dry and free from dirt and loose material. Do not apply temporary pavement delineation over existing pavement delineation or any other temporary pavement delineation. Maintain temporary pavement delineation until no longer needed or replace it with a new striping detail of temporary or permanent pavement delineation. When the Engineer determines the temporary pavement delineation is no longer required for the direction of traffic, remove the temporary pavement delineation, including any underlying adhesive for temporary pavement markers, from the final layer of surfacing and from the pavement to remain in place. Remove temporary pavement delineation that conflicts with any subsequent or new traffic pattern for the area. 12-6.03B Temporary Lane Line and Centerline Delineation If lane lines or centerlines are obliterated and temporary pavement delineation to replace the lines is not shown, the minimum lane line and centerline delineation must consist of temporary pavement markers placed longitudinally at 24-foot maximum intervals. ---PAGE BREAK--- RSS-68 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) For temporary lane line or centerline delineation consisting entirely of temporary pavement markers for short-term day or night use, 14 days or less, do not use the markers for more than 14 days on lanes opened to traffic. Place the permanent pavement delineation before the end of the 14 days. If the permanent pavement delineation is not placed within 14 days, replace the temporary pavement markers with additional temporary pavement delineation equivalent to the pattern described for the permanent pavement delineation for the area. If no-passing centerline pavement delineation is obliterated, install the following temporary no-passing zone signs before opening lanes to traffic: 1. W20-1 (Road Work Ahead) sign from 1,000 to 2,000 feet in advance of the no-passing zone 2. R4-1 (Do Not Pass) sign at the beginning of the no-passing zone and at 2,000-foot maximum intervals within the no-passing zone 3. W7-3a (Next Miles) plaque beneath the W20-1 sign for continuous zones longer than 2 miles 4. R4-2 (Pass With Care) sign at the end of the no-passing zone The Engineer determines the exact location of temporary no-passing zone signs. Maintain the temporary no-passing zone signs in place until you place the permanent no-passing centerline pavement delineation. Remove the temporary no-passing zone signs when the Engineer determines they are no longer required for the direction of traffic. 12-6.03C Temporary Edge Line Delineation On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width open to traffic where edge lines are obliterated and temporary pavement delineation to replace those edge lines is not shown, provide temporary pavement delineation for: 1. Right edge lines consisting of any of the following: 1.1. Solid 6-inch-wide traffic stripe tape of the same color as the stripe being replaced. 1.2. Traffic cones placed longitudinally at 100-foot maximum intervals. 1.3. Portable delineators or channelizers placed longitudinally at 100-foot maximum intervals. 2. Left edge lines consisting of any of the following: 2.1. Solid 6-inch-wide traffic stripe tape of the same color as the stripe being replaced. 2.2. Traffic cones placed longitudinally at 100-foot maximum intervals. 2.3. Portable delineators or channelizers placed longitudinally at 100-foot maximum intervals. 2.4. Temporary pavement markers placed longitudinally at 6-foot maximum intervals. You may apply temporary traffic stripe paint of the same color as the stripe being replaced instead of solid 6-inch-wide temporary traffic stripe tape where the removal of the temporary traffic stripe is not required. The Engineer determines the lateral offset for traffic cones, portable delineators, and channelizers used for temporary edge line delineation. If traffic cones or portable delineators are used for temporary edge line delineation, maintain the cones or delineators during the hours of the day when they are in use. Cement the bases of channelizers used for temporary edge line delineation to the pavement with hot melt bituminous adhesive as specified in section 81-3 for cementing pavement markers to pavement. 12-6.03D Temporary Traffic Stripe, Pavement Marking, and Pavement Markers 12-6.03D(1) General Reserved 12-6.03D(2) Temporary Traffic Stripe Tape Except where the temporary traffic stripe is used for 14 days or less, apply temporary removable traffic stripe tape under the manufacturer's instructions and as follows: 1. Slowly roll the tape with a rubber-tired vehicle or roller to ensure complete contact with the pavement surface. 2. Apply the tape straight on a tangent alignment and on a true arc on a curved alignment. ---PAGE BREAK--- RSS-69 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Do not apply the tape when the ambient air or pavement temperature is less than 50 degrees F unless otherwise authorized. For temporary traffic stripe tape used for 14 days or less, apply the temporary removable traffic stripe tape under the manufacturer's instructions. 12-6.03D(3) Temporary Traffic Stripe Paint Apply temporary traffic stripe paint under section 84-2.03, except you may apply 1 or 2 coats of the temporary traffic stripe paint for new or existing pavement. You are not required to remove painted temporary traffic stripe that will be covered by paving work. 12-6.03D(4) Temporary Pavement Marking Tape Apply temporary removable pavement marking tape as specified for applying temporary removable traffic stripe tape in section 12-6.03D(2). 12-6.03D(5) Temporary Pavement Marking Paint Apply temporary pavement marking paint under section 84-2.03, except you may apply 1 or 2 coats of the temporary pavement marking paint. You are not required to remove of painted temporary pavement markings that will be covered by paving work. You may use permanent or temporary removable pavement marking tape instead of temporary pavement marking paint. 12-6.03D(6) Temporary Pavement Markers Place temporary pavement markers under the manufacturer's instructions. Cement temporary markers to the surfacing with the manufacturer's recommended adhesive except do not use epoxy adhesive in areas where the removal of the pavement markers is required. You may use retroreflective pavement markers instead of temporary pavement markers for long-term day or night use, 180 days or less, except to simulate patterns of broken traffic stripe. Retroreflective pavement markers used for temporary pavement markers must comply with section 81-3, except the waiting period before placing pavement markers on new asphalt concrete surfacing as specified in section 81-3.03 does not apply. Do not use epoxy adhesive to place pavement markers in areas where the removal of the pavement markers is required. 12-6.04 PAYMENT The Department does not pay for additional temporary pavement delineation used to replace temporary pavement markers. Temporary traffic stripe is measured as specified for traffic stripe in section 84. Temporary pavement marking is measured as specified for pavement marking in section 84. 12-7 TEMPORARY PAVEMENT DELINEATION FOR SEAL COATS 12-7.01 GENERAL Section 12-7 includes specifications for placing temporary pavement delineation for a seal coat project. Temporary signs for no-passing zones must comply with section 12-3.11. 12-7.02 MATERIALS Temporary raised pavement markers for seal coat applications must be temporary pavement markers for short-term day or night use, 14 days or less, on the Authorized Material List for signing and delineation materials. ---PAGE BREAK--- RSS-70 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12-7.03 CONSTRUCTION Before applying binder that will obliterate existing traffic stripes, place temporary raised pavement markers on the existing traffic stripes except for right edge lines at 24-foot maximum intervals. Place 2 markers side by side on double traffic stripes with 1 marker placed on each stripe longitudinally at 24-foot maximum intervals. Place temporary raised pavement markers under the manufacturer's instructions. Before opening the lanes to uncontrolled traffic, remove the covers from the temporary raised pavement markers. If you obliterate no-passing centerline pavement delineation, install the following temporary no-passing zone signs before opening lanes to traffic: 1. W20-1 (Road Work Ahead) sign from 1,000 to 2,000 feet in advance of the no-passing zone 2. R4-1 (Do Not Pass) sign at the beginning of the no-passing zone and at 2,000-foot maximum intervals within the no-passing zone 3. W7-3a (Next Miles) plaque beneath the W20-1 sign for continuous zones longer than 2 miles 4. R4-2 (Pass With Care) sign at the end of the no-passing zone The Engineer determines the exact location of the temporary no-passing zone signs. Maintain the temporary no-passing zone signs in place until you place the permanent no-passing centerline pavement delineation. Remove the temporary no-passing zone signs when the Engineer determines they are no longer required for the direction of traffic. Maintain temporary pavement delineation until you replace it with the permanent pavement delineation. 12-7.04 PAYMENT Not Used 12-8-12-10 RESERVED 13 WATER POLLUTION CONTROL 10-16-20 Replace the 3rd paragraph of section 13-1.01A with: 10-16-20 You may view these manuals at the Stormwater and Water Pollution Control Information link at the Department's Division of Construction website. Add to the end of section 13-1.01C(1): 04-17-20 Submittals for additional or new WPC practices to manage run-on, run-off, and stormwater conveyance must: 1. Describe the activities, processes, equipment, and materials that will be used to manage the run-on, run-off, and stormwater conveyance through the job site 2. Show the locations of the management practices 3. Include a time-scaled logic diagram displaying the sequence and duration of the management practices for each stage of work 4. Be sealed and signed by an engineer who is registered as a civil engineer in the State Add after the 2nd paragraph of section 13-1.01C(5): 04-19-19 For partial listing of disposal facilities and their waste acceptance list, go to website. ---PAGE BREAK--- RSS-71 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 3rd paragraph of section 13-1.01D(3) with: 04-17-20 Training for assistant WPC managers who inspect, repair, and maintain WPC practices, collect water quality samples, and record water quality data must include: 1. Review of the sampling and analysis plan and the Construction Site Monitoring Program Guidance Manual 2. Health and safety review 3. Sampling simulations The training for assistant WPC managers must comply with the requirements described under "WPC Manager Training," and includes: 1. Obtaining a certificate by completing the 8-hour WPC manager training 2. Reviewing updates, revisions, and amendments to the training For training requirements, go to the Construction Storm Water and Water Pollution Control website. Replace the 1st paragraph of section 13-1.01D(4)(a) with: 04-17-20 Assign a WPC manager to implement the WPCP or Assign an alternate WPC manager to perform the responsibilities of the WPC manager in the manager's absence. The alternate WPC manager must have the same qualifications as the WPC manager. You may assign an assistant WPC manager to act under the supervision of the WPC manager to inspect, repair, and maintain WPC practices, collect water quality samples, and record water quality data. You may have more than one assistant WPC manager. Replace the 1st paragraph of section 13-1.01D(4)(b) with: 04-17-20 The WPC manager must: 1. Comply with the requirements provided in the Construction General Permit for QSP 2. Comply with the requirements described under "WPC Manager Training," including: 2.1. Obtaining a certificate by completing the 8-hour training 2.2 Reviewing updates, revisions, and amendments to the training For the requirements, go to the Construction Storm Water and Water Pollution Control website. 04-19-19 Delete item 2.6.3 in the list of section 13-1.01D(4)(c). Replace item 7 in the list in the 1st paragraph of section 13-1.01D(4)(c) with: 04-17-20 7. Revise the WPCP or recommend changes to the Replace the 3rd sentence in the 4th paragraph of section 13-1.03A with: 04-17-20 Additional WPC work is change order work except when the additional WPC practices are a result of your means and methods. ---PAGE BREAK--- RSS-72 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 1st paragraph of section 13-2.01C with: 04-19-19 Within 7 days after Contract approval, submit one printed copy and an electronic copy on a read-only CD, DVD, or other authorized data-storage device of your WPCP unless different quantities are ordered at the preconstruction conference. You may assign a QSP other than the WPC manager to develop the WPCP. Replace item 4 in the list in the 2nd paragraph of section 13-2.01C with: 04-19-19 4. Show the locations and types of temporary WPC practices that will be used in the work for whichever has the longest duration in the first: 4.1. 60 days 4.2. Construction phase Replace item 7 in the list in the 2nd paragraph of section 13-2.01C with: 10-16-20 7. Include a copy of each permit obtained by the Department, such as the Department of Fish and Wildlife permits, US Army Corps of Engineers permits, 401 certifications, Docket No. ESPO- SMA 15/16-001 Soil Management Agreement for Aerially Deposited Lead-Contaminated Soils with the DTSC (ADL Agreement), ADL Agreement notification, and waste discharge requirements for reuse of aerially deposited lead Replace the 4th paragraph of section 13-2.01C with: 04-19-19 After the Engineer authorizes the WPCP, submit one printed copy and an electronic copy on a read-only CD, DVD, or other Engineer-authorized data-storage device of the authorized WPCP. 04-19-19 Delete the row for Annual Certification in the table in section 13-3.01C(1). Replace the 1st paragraph of section 13-3.01C(2)(a) with: 04-17-20 Within 15 days of Contract approval, submit 1 printed copy and an electronic copy on a read-only CD, DVD, or other authorized data-storage device of your unless different quantities are ordered at the preconstruction conference. You must assign a QSD to develop and revise the Replace item 4 in the list in the 2nd paragraph of section 13-3.01C(2)(a) with: 04-19-19 4. Include a schedule showing when: 4.1. Work activities that could cause the discharge of pollutants into stormwater will be performed 4.2. WPC practices, including soil stabilization and sediment control, that will be used in the work for whichever has the longest duration in the first: 4.2.1. 60 days 4.2.2. Construction phase ---PAGE BREAK--- RSS-73 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace item 5 in the list in the 2nd paragraph of section 13-3.01C(2)(a) with: 10-16-20 5. Include a copy of each permit obtained by the Department, such as the Department of Fish and Wildlife permits, US Army Corps of Engineers permits, 401 certifications, Docket No. ESPO- SMA 15/16-001 Soil Management Agreement for Aerially Deposited Lead-Contaminated Soils with the DTSC (ADL Agreement), ADL Agreement notification, and waste discharge requirements for aerially deposited lead reuse Replace the 4th paragraph of section 13-3.01C(2)(a) with: 04-19-19 Submit an electronic copy on a read-only CD, DVD, or other Engineer-authorized data-storage device and 4 printed copies of the authorized unless fewer quantities are authorized at the preconstruction conference. Replace the introductory clause in the 7th paragraph of section 13-3.01C(2)(a) with: 04-19-19 Submit a revised annually before September 15th and any time: Add after the 7th paragraph of section 13-3.01C(2)(a): 04-19-19 Revise the through amendment. The annual amendment must include an annual winterization plan. The annual winterization plan must describe the preparation for the upcoming rainy season including: 1. Updated schedule 2. Materials and labor 3. Management of stormwater through the job site including: 3.1. Run-on 3.2. Run-off 3.3. Conveyance downslope 4. Management of areas within the job site including: 4.1. Areas where work is suspended 4.2. Areas of soil stabilization 4.3. New disturbed soil areas 5. Changes to monitoring locations 6. Slope stabilization 04-19-19 Delete section 13-3.01C(5). Replace the 2nd paragraph of section 13-6.02A with: 10-16-20 Fiber rolls, compost socks, rope, stakes, gravel-filled bags, and foam barriers must comply with section 13-10.02. ---PAGE BREAK--- RSS-74 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to the list in the 1st paragraph of section 13-10.01C: 10-16-20 6. Compost socks Replace section 13-10.03J with: 10-16-20 13-10.03J Temporary Compost Sock Install temporary compost sock under section 21-2.03Q. Temporary compost sock must not be installed upstream of a nutrient-impaired water body. 14 ENVIRONMENTAL STEWARDSHIP 04-16-21 Add between the 3rd and 4th paragraphs of section 14-10.01: 04-19-19 If ordered, remove solid waste from illegal dumping on the project site. This work is change order work. Illegal dumping is: 1. Third party nonhazardous residential or commercial waste 2. Greater than 1.0 cubic yard per event Replace section 14-10.03 with: 04-16-21 14-10.03 RECYCLED MATERIALS REPORTING Submit a Recycled Materials Report form within 5 business days after Contract acceptance. Show the types and amounts of recycled materials incorporated into the project. If you fail to submit a completed report, the Department deducts $10,000. Replace section 14-11.05A with: 10-18-19 14-11.05A General Do not stockpile material containing hazardous waste or contamination unless authorized in your excavation and transportation plan. Stockpiles containing hazardous waste or contamination must not be placed where affected by surface run-on or run-off. Cover stockpiles with a minimum 12-mils-thick plastic sheeting. Do not place stockpiles in ESAs. Stockpiled material must not enter storm drains, inlets, or waters of the State. Replace section 14-11.14 with: 11-19-20 14-11.14 TREATED WOOD WASTE Reserved ---PAGE BREAK--- RSS-75 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace Reserved in section 14-11.15 with: 04-17-20 14-11.15A General Section 14-11.15 includes specifications for disposing of electrical equipment containing hazardous materials. 14-11.15B Submittals 14-11.15B(1) General Reserved 14-11.15B(2) Identification of Disposal Facilities Thirty days before starting work submit the name and address of the appropriately permitted facilities where electrical equipment containing hazardous materials will be taken to dispose or recycle them. 14-11.15C Waste Management 14-11.15C(1) General When you mishandle and damage electrical equipment you are the generator of resulting hazardous waste and are responsible for cleanup, management, and disposal of this hazardous waste and the associated costs for the work under section 14-11.06. 14-11.15C(2) Universal Waste 14-11.15C(2)(a) General Universal wastes include removed: 1. Light bulbs 2. E-waste including, electronic devices as described in 22 CA Code Regs § 66273.3(a), containing: 2.1. Circuit boards, including controller boxes and LED lights 2.2. Computer screens or video screens 2.3. Computer keyboards 2.4. Cathode ray tube devices 3. Batteries as described in 22 CA Code Regs § 66273.2 4. Mercury-containing equipment as described in section 22 CA Code Regs §66273.4(a); such as lamps, timers, and switches 5. Fluorescent tubes, bulbs, and lamps Manage and dispose of universal waste under 22 CA Code Regs § 66261.9. Transport universal wastes to an appropriately permitted recycling or disposal facility. 14-11.15C(2)(b) Undamaged Lithium Thionyl Chloride batteries Package removed equipment containing undamaged lithium thionyl chloride batteries and place the packages in US DOT approved sealed shipping containers. Transport the containers to a recycling or disposal facility. Notify the receiving facility 48 hours before delivery. Affix a label to containers of intact units identifying the contents as "Universal Waste: Lithium Thionyl Chloride Batteries." Ship lithium thionyl chloride batteries that are separated from the electrical equipment units they powered to a recycling or disposal facility under 49 CFR 173.185. Package the batteries such that contact between them and resulting short circuits are avoided. Prevent accidental contact between batteries by: 1. Covering terminal ends to prevent them from touching each other 2. Placing batteries in a sealed plastic bag packed with loose fill, such as vermiculite The outer packaging must comply with 49 CFR 173.24 and 173.24a. Transport lithium thionyl chloride batteries to an approved hazardous waste recycling or disposal facility. For a partial list of facilities, go to: http://www.calrecycle.ca.gov/Electronics/Recovery/Approved/Default.htm ---PAGE BREAK--- RSS-76 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 14-11.15C(3) Damaged Lithium Thionyl Chloride batteries Damaged Lithium thionyl chloride batteries are designated as an extremely hazardous waste under 22 CA Code of Regs, Div 4.5, Ch 11, Art 5, App 10. When lithium thionyl chloride batteries are damaged by your mishandling you are the generator of the resulting hazardous waste and responsible for cleanup, management, and disposal of this hazardous waste and the associated costs for the work under section 14-11.06. Lithium thionyl chloride batteries found damaged are Department-generated hazardous waste under section 14-11.07. Management of this Department-generated hazardous waste is change order work. Use a hazardous waste manifest to transport this damaged equipment to an appropriately permitted disposal facility. 14-11.15C(4) Electrical Equipment Containing PCBs 14-11.15C(4)(a) General PCBs are found in electrical equipment produced before 1979 such as transformers, capacitors, and fluorescent light ballasts. 14-11.15C(4)(b) Transformers and Capacitors Manage and dispose of transformers and capacitors containing PCBs under 40 CFR Part 761 and 22 CA Code of Regs Div 4.5. 14-11.15C(4)(c) Undamaged Fluorescent Light Ballasts Manage and dispose of fluorescent light ballasts containing PCBs under 22 CA Code of Regs § 67426.1 et seq. Fluorescent light ballasts containing PCBs must be packaged and transported by a hauler with a current DTSC registration certificate and documentation of compliance with the CA Highway Patrol Basic Inspection of Terminals Program. The hauler must transport the fluorescent light ballasts containing PCBs to a facility permitted for hazardous waste disposal by DTSC. 14-11.15C(4)(d) Damaged Fluorescent Light Ballasts Damaged fluorescent light ballasts containing PCBs are designated as extremely hazardous waste by DTSC. When fluorescent light ballasts containing PCBs are damaged by your mishandling you are the generator of the resulting hazardous waste and responsible for cleanup, management, and disposal of this hazardous waste and the associated costs for the work under section 14-11.06. Fluorescent light ballasts containing PCBs found damaged are Department-generated hazardous waste under section 14-11.07. Management of this Department-generated hazardous waste is change order work. Use a hazardous waste manifest to transport damaged equipment to an appropriately permitted disposal facility. 14-11.15C(5) Lead Acid Batteries Removed lead acid batteries are Department-generated hazardous waste. Manage hazardous waste lead acid batteries under 22 CA Code Regs § 66266.80 and 66266.81. Do not dispose of or attempt to dispose of, a lead-acid battery on or in any land, including dumpsters, landfills, lakes, streams, or the ocean. Upon removal immediately place batteries upright in non-reactive, structurally-secure, closed containers such as polyethylene buckets or drums for transport. Package the batteries under 49 CFR 172.101 and 49 CFR 173.59. Prevent accidental contact between batteries by: 1. Covering terminal ends to prevent them from touching each other 2. Placing batteries in a sealed plastic bag packed with loose fill, such as vermiculite Label the container with the date the first battery is placed in it and identify the contents as "Lead-acid Batteries." ---PAGE BREAK--- RSS-77 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Use a: 1 Bill of lading under 13 CCR § 1161 for shipments of 9 or less batteries. 2. Hazardous waste manifest for shipments of 10 batteries or more. The Engineer provides the Department's EPA Generator Identification Number for hazardous waste shipment. The Engineer signs the hazardous waste manifests. Notify the Engineer 5 business days before the manifests are to be signed. Outer packaging must comply with 49 CFR 173.24. Transport batteries to a DTSC permitted recycling facility. 14-11.15C(6) Photovoltaic Panels Removed photovoltaic panels are Department-generated hazardous waste due to heavy metals content. Manage and dispose of photovoltaic panels under section 14-11.07. 15 EXISTING FACILITIES 10-16-20 Replace item 1.3 in the list in the 7th paragraph of section 15-1.03B with: 10-16-20 1.3. Buried at least 10 feet from the dripline of trees or highway facilities DIVISION III EARTHWORK AND LANDSCAPE 19 EARTHWORK 04-16-21 Replace section 19-3.01C(4) with: 04-17-20 19-3.01C(4) Ground Anchor and Soil Nail Walls Submit shop drawings for earthwork for each ground anchor wall and soil nail wall under section 46- 1.01C(2). 10-16-20 Delete the 5th paragraph of section 19-3.02C. Add to the end of section 19-3.02H: 04-16-21 For steel soldier piles, concrete backfill placed under slurry must: 1. Contain at least 675 pounds of cementitious material per cubic yard and be proportioned to prevent excessive bleed water and segregation. 2. Comply with the combined aggregate gradation requirements of 1/2-inch or 3/8-inch maximum gradation specified in section 90-1.02C(4). 3. Have a nominal slump equal to or greater than 7 inches. The nominal and maximum slump and penetration specifications in section 90-1.02G(6) do not apply to concrete placed under slurry. ---PAGE BREAK--- RSS-78 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 1st paragraph of section 19-3.03E(1) with: 10-19-18 Place structure backfill in uniform layers. Bring backfill up uniformly on all sides of structures or drainage facilities. Backfill layer thickness must not exceed 0.67 foot before compacting. If you perform compaction by ponding and jetting, the thickness of the backfill layer must not exceed 4 feet. Replace the 1st sentence in the 3rd paragraph of section 19-3.03E(1) with: 10-19-18 Do not place structure backfill until footings or other parts of structures or drainage facilities are authorized. Replace section 19-3.03E(2) with: 10-16-20 19-3.03E(2) Reserved Replace the 2nd paragraph of section 19-3.03K with: 10-16-20 Clean the excavated face of loose materials, mud, rebound, and other materials that prevent or reduce the shotcrete from bonding to soil nails and the receiving surface. Replace the 3rd sentence in the 6th paragraph of section 19-3.03K with: 10-16-20 Take authorized remedial measures to stabilize the areas. Add between the 6th and 7th paragraphs of section 19-3.03K: 10-16-20 Reset anchor if soil ravels, sloughs, or shows measurable displacement. Do not remove ground anchor excess tendon length until all lift-off tests for the ground anchor are complete. Replace the list in the 9th paragraph of section 19-3.03K with: 10-16-20 1. Soil nails or ground anchors are installed and grouted. 2. Reinforced concrete facing if shown is constructed. 3. Grout and concrete facing if shown have cured for at least 72 hours. 4. Soil nail facing anchorages are attached or ground anchors are locked off. ---PAGE BREAK--- RSS-79 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 20 LANDSCAPE 04-16-21 Add to section 20-1.01D: 04-17-20 20-1.01D(3) Reserved Replace item 2 in the list in the 1st paragraph of section 20-1.03C(1) with: 10-18-19 2. Controlling weeds and pests Replace the 2nd paragraph of section 20-2.01A(4)(d) with: 10-19-18 In the presence of the Engineer, perform a functional test for each system that demonstrates: 1. Components of the system are functioning and integrated with one another. 10-18-19 2. Controller programming is complete including external weather, learned flow, and other system data inputs required to operate the system in the automatic mode. 10-19-18 3. Watering schedule is appropriate for the plants, current weather, season, and site conditions. 4. System has complete sprinkler coverage of the site. Perform the test for each system: 1. Before planting the plants 2. After irrigation system repair work 3. Annually during plant establishment work 4. Not more than 30 days prior to contract acceptance 5. When ordered 10-19-18 Delete section 20-2.01A(4)(e). Replace the 1st paragraph of section 20-2.01B(5) with: 10-19-18 Pull boxes must comply with section 86-1.02C and be no. 5 or larger. Pull boxes for low voltage conductors must not have side openings. Replace the 2nd paragraph of section 20-2.01B(5) with: 04-19-19 Pull box covers used for control and neutral conductors for irrigation equipment operated by the irrigation controller must be marked SPRINKLER CONTROL. Add to section 20-2.01B: 04-19-19 20-2.01B(9) Woven Wire Cloth and Gravel Woven wire cloth must be galvanized and manufactured with a minimum diameter of 19-gauge wire and have square openings from 1/4 to 1/2 inches. ---PAGE BREAK--- RSS-80 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Gravel must be 3/4-inch gravel or crushed rock. Gravel or crushed rock must be clean, washed, dry, and free from clay or organic material. Replace the 1st paragraph of section 20-2.01C(2) with: 10-19-18 Perform trenching and backfilling under section 87-1.03E(2). Replace the introductory clause to the list in the 1st paragraph of section 20-2.01C(3) with: 10-19-18 Install pull boxes under section 87-1.03C at the following locations: Add to section 20-2.01C(4): 04-19-19 Install valve boxes on woven wire cloth and gravel or crushed rock. Add to the end of section 20-2.01C(4): 04-17-20 Space remote control valve boxes at least 2 feet from the edge of the adjacent valve box. Replace the 1st paragraph of section 20-2.04A(4) with: 10-19-18 Perform field tests on control and neutral conductors. Field tests must comply with the specifications in section 87-1.01D(2)(a). Replace the 1st and 2nd paragraphs of section 20-2.04B with: 10-19-18 Control and neutral conductors must comply with the provisions for conductors and cables in section 86- 1.02F. Electrical conduit and fittings must comply with section 86-1.02(B). Replace the 1st paragraph of section 20-2.04C(4) with: 04-19-19 Splice conductors with a UL-listed connector manufactured for copper wire, direct burial irrigation systems. Connector must be prefilled with a moisture sealing compound that encapsulates and protects the splice in a waterproof housing. Connector must be sized for the number and gauge of the conductors at the splice. Add to the end of the 4th paragraph of section 20-2.06B(2)(a): 10-18-19 Notify the Engineer at least 10 business days before accessing the network communications to integrate new irrigation controllers into the network. ---PAGE BREAK--- RSS-81 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the introductory clause of the 1st paragraph of section 20-2.06B(3) with: 10-19-18 The irrigation controller enclosure cabinet must comply with section 86-1.02Q and must: Add to the beginning of section 20-2.06C: 10-19-18 Install the irrigation controller enclosure cabinet under 87-1.03Q(1). Replace the paragraph of section 20-2.07B(3) with: 10-18-19 Corrugated HDPE pipe must comply with ASTM F667 or be Type S complying with AASHTO M252 or AASHTO M294. Couplings and fitting must be as recommended by the pipe manufacturer. Replace section 20-2.07B(5) with: 04-16-21 20-2.07B(5) PVC Pipe Conduit and PVC Pipe Conduit Sleeve PVC pipe conduit and PVC pipe conduit sleeve must be schedule 40 complying with ASTM D1785. Fittings must be schedule 80. Replace section 20-2.07C(3) with: 04-16-21 20-2.07C(3) PVC Pipe Conduit and PVC Pipe Conduit Sleeve Where shown, install PVC pipe conduit and PVC pipe conduit sleeve under surfacing. PVC pipe conduit under surfacing must be installed using directional boring under section 20-2.07C(2)(b). Cap ends of conduit until used. Replace the 3rd paragraph of section 20-2.09B(1) with: 04-19-19 Threaded nipples for swing joints and risers must be schedule 80, PVC 1120 or PVC 1220 pipe, and comply with ASTM D1785. Add to the end of section 20-2.10B(6): 10-18-19 Flanged adapters used to connect pipe to gate valves must be metal. Replace section 20-2.10B(7) with: 04-17-20 Each pressure regulating valve used on the side of the control valves must be: 1. Threaded type with outflow pressure clearly marked on the regulator 2. Plastic body with a working pressure of 125 psi or greater 3. Stainless-steel compression spring Each pressure regulating valve used on the upstream side of the control valves must be: ---PAGE BREAK--- RSS-82 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Flanged or threaded and manufactured of brass or bronze 2. Capable of withstanding a working pressure of 300 psi or greater 3. Adjustable with a stainless-steel spring and seat 4. Tapped and plugged for a pressure gauge and if shown with a gauge installed Add to section 20-2.10B: 04-16-21 20-2.10B(11) Automatic Flush Valve Automatic flush valve body must be one-piece thermoplastic threaded type. The body must be serviceable by unthreading the valve from the male adapter. The body must use a molded rubber seal. Valve must open automatically. The seat must be constructed of molded rubber that is held in the open position with a stainless steel spring. Flush rate must be at least 1.5 gpm at 60 psi. 20-2.10B(12) Air or Vacuum Relief Valve Air relief valve body must be thermoplastic. Valve must be continuous acting air vent type. Valve must have a minimum release rate volume of 260 cfm at 5 psi. Add to section 20-2.10C: 04-16-21 20-2.10C(8) Automatic Flush Valve Install automatic flush valve under manufacturer's instructions. Valve box must contain a gravel bed that will absorb at least 1 gpm of water. 20-2.10C(9) Air Relief Valve Install air relief valve under the manufacturer's instructions. Replace the 1st paragraph of section 20-2.11C with: 04-16-21 Install wye strainer assembly on the upstream side of the control valve. ---PAGE BREAK--- RSS-83 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the table in the 3rd paragraph of section 20-3.01B(2)(a) with: 10-19-18 Plant group designation Description Container size (cu in) A No. 1 container 152–251 B No. 5 container 785–1242 C Balled and burlapped E Bulb F In flats H Cutting I Pot K 24-inch box 5775–6861 M Linera O Acorn P Plugsa, b S Seedlingc U No. 15 container 2768–3696 Z Palm Tree aDo not use containers made of biodegradable material. bGrown in individual container cells. cBare root. Replace the introductory clause of the 1st paragraph of section 20-3.01B(4)(b) with: 10-19-18 Slow-release fertilizer must be a pelleted or granular form with a nutrient release over a 3 to 4 month period and be within the chemical analysis ranges shown in the following table: Replace section 20-3.01C(3) with: 10-19-18 Water plants as needed to keep the plants in a healthy growing condition. Add to section 20-3.02C(3)(a): 04-16-21 Where plants are shown to be planted in RECP areas, cut the RECP to provide a planting hole with minimal damage to the RECP. Secure cuts and loose edges of the RECP with fasteners after plants have been planted. Fasteners must be steel staples complying with section 21-2.02R. If you substitute steel staples with an alternative attachment device, submit a sample of the device at least 5 business days for approval before its installation. Replace item 3 in the list in the 2nd paragraph of section 20-4.01A with: 10-18-19 3. Controlling weeds and pests Replace the 1st paragraph of section 20-4.03G with: 10-18-19 Operate the electric irrigation systems utilizing external weather, learned flow, and other system data inputs required to operate the system in the automatic mode, unless otherwise authorized. ---PAGE BREAK--- RSS-84 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 10-19-18 Delete the 3rd paragraph of section 20-4.03G. Replace the 1st paragraph of section 20-5.03A(2) with: 10-18-19 Preemergent must be granular oxadiazon. Replace the paragraph of section 20-5.03A(3)(c) with: 10-18-19 After compaction, apply preemergent at the maximum label rate. Do not apply preemergent more than 12 inches beyond the inert ground cover limits. Complete the preemergent application and inert ground cover placement within the same day. Replace section 20-5.03B(2)(b) with: 10-16-20 20-5.03B(2)(b) Concrete Concrete must be minor concrete. Aggregate size must be from 3/8 to 3/4 inch. Add to the end of section 20-5.03B(3): 10-19-18 If you are ordered to remove existing concrete below ground within the limits of the rock blanket, saw cut the concrete before removal. This work is change order work. Replace the 1st paragraph of section 20-5.03C(3) with: 10-16-20 Place gravel and compact. Replace section 20-5.04B(6) with: 10-16-20 20-5.04B(6) Pine Needle Mulch Pine needle mulch must: 1. Be derived from pine needles 2. Be a blend of pine needles and not more than 25 percent by volume of bark, cones and small twigs 3. Contain at least 95 percent by volume pine needles from 4 to 12 inches in length 4. Not be crushed Add between the 6th and 7th paragraphs of section 20-5.04C: 10-16-20 Place pine needle mulch uniformly without clumping. ---PAGE BREAK--- RSS-85 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace item 1 in the list in the 1st paragraph of section 20-10.03A(3) with: 10-19-18 1. Transplanting trees. The work plan must include methods of lifting, transporting, storing, planting, guying, watering and maintaining each tree to be transplanted. Include the root ball size, method of root ball containment, and a maintenance program for each tree. Replace item 2 in the list in the 1st paragraph of section 20-10.03A(3) with: 10-18-19 2. Maintain existing planted areas. The work plan must include controlling the weeds, fertilizing, mowing and trimming of turf areas, watering, and controlling pests. Replace item 6 in the list in the 2nd paragraph of section 20-10.03A(4) with: 10-18-19 6. Pests Add to the end of section 20-10.03C(3): 10-19-18 Water transplanted trees immediately after planting and as needed to keep it in a healthy growing condition until contract acceptance. Add to the end of section 20-10.03C(4): 10-19-18 Water existing plants as needed to keep them in a healthy growing condition until contract acceptance. 21 EROSION CONTROL 04-16-21 Add to section 21-2.01C(2): 04-16-21 Submit a 1 cu ft compost sample from the compost producer. Obtain authorization before delivering the compost to the job site. Replace section 21-2.01C(3) with: 10-18-19 At least 60 days before seed application, submit proof that the purchase order for seed required for the Contract has been placed and accepted by the seed vendor. Include the seed's botanical names, quantity ordered, and the anticipated date of delivery on the purchase order. Submit a copy of the supplier's seed analysis report and seed label for each seed species before application. Seed analysis report must show: 1. Seed variety including botanical name and common name 2. Percent pure live seed ---PAGE BREAK--- RSS-86 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Percent by weight inert matter 4. Percent by weight other crop seed 5. Percent by weight weed seed 6. Name of restricted noxious weed seed by number per pound of seed 7. Germination test results 8. Name and address of the supplier or grower 9. Name and address of the seed laboratory 10. Date of the analysis Seed labels must show: 1. Seed variety including botanical name and common name 2. Lot number or other lot identification 3. Origin 4. Net weight 5. Percent pure live seed 6. Percent total viability 7. Percent by weight inert matter 8. Percent by weight other crop seed 9. Percent by weight weed seed 10. Name of restricted noxious weed seed by number per pound of seed 11. Name and address of the supplier or grower 12. Date the seed was labeled Replace section 21-2.01D(3) with: 10-18-19 Seed must be tested for purity and germination by a seed laboratory certified by the Association of Official Seed or by a seed technologist certified by the Society of Commercial Seed Technologists. Seed test must be performed for germination within 12 months before application. Replace the 3rd paragraph of section 21-2.02B with: 04-16-21 Stockpile duff until work area to receive duff is complete. Duff stockpiles must not exceed 5 feet in height. Duff stockpiles must not be covered with a material that will stop air circulation, increase duff pile temperatures, or harm beneficial biological activity and resident seeds. Replace item 1 in the list in the paragraph of section 21-2.02C with: 10-16-20 1. Consist of fertile, friable soil of loamy character with a pH range from 6 to 7 that contains organic matter in quantities natural to the region and capable of sustaining healthy plant life Replace the 2nd paragraph of section 21-2.03J with: 04-19-19 Do not incorporate materials within 3 feet of the pavement edge. 04-19-19 Delete the 4th paragraph of section 21-2.03J ---PAGE BREAK--- RSS-87 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace item 2 in the list in the 2nd paragraph of section 21-2.03Q with: 10-18-19 2. Secure compost sock to soil surface with Type 1 installation. Do not construct a furrow. Replace the 1st paragraph of section 21-2.04 with: 04-17-20 The payment quantity for bid items paid for by area is the area measured parallel to the ground surface except overlaps and key trenches. DIVISION IV SUBBASES AND BASES 28 CONCRETE BASES 10-16-20 Replace the 1st paragraph of section 28-2.01D(1)(a) with: 04-19-19 The cylinders for compressive strength testing under ASTM C31 or ASTM C192 must be 6 by 12 inches. Replace the 1st paragraph of section 28-2.02B with: 04-19-19 The SCM content requirements in the 4th paragraph of section 90-1.02B(3) do not apply to LCB. Replace the 1st paragraph of section 28-3.02C with: 04-17-20 Asphaltic emulsion must be Grade SS1. Replace section 28-5.02C with: 10-16-20 28-5.02C Curing Seal The curing seal must be asphaltic emulsion Grade SS1. 30 RECLAIMED PAVEMENT 10-16-20 Replace Section 30-4 with: 10-16-20 30-4 FULL DEPTH RECLAMATION—CEMENT 30-4.01 GENERAL 30-4.01A Summary Section 30-4 includes specifications for constructing a reclaimed pavement base using FDR—cement. Constructing an FDR—cement base includes: ---PAGE BREAK--- RSS-88 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Pulverizing existing asphalt concrete pavement and underlying materials 2. Mixing with water, cement, and if specified, supplementary aggregate 3. Grading and compacting the mixture 4. Applying asphaltic emulsion and sand cover 30-4.01B Definitions Lot: 1,000 sq yd of FDR—cement 30-4.01C Submittals 30-4.01C(1) General With the QC plan, submit the mix design. Submit quality control test results along with the daily reports. Submit QC test results to [EMAIL REDACTED]. 30-4.01C(2) Quality Assurance Submittals 30-4.01C(2)(a) General Reserved 30-4.01C(2)(b) Mix Design Submit each FDR—cement mix design at least 2 weeks before starting FDR—cement operations. Each mix design submittal must be sealed and signed by an engineer who is registered as a civil engineer in the State. You may submit multiple mix designs to optimize the cement content and adjust for varying underlying materials. Each mix design submittal must include: 1. Area represented by the mix design by beginning and ending stations. 2. Gradation of the mixture before addition of cement. 3. Cement content in percent by weight of the dry mixture and in lb/sq yd surface application rate. 4. Supplementary aggregate in percent by weight of the dry mixture, if supplementary aggregate is specified. 5. Moisture content of the material when mixing, relative to OMC. 6. Test results and any worksheets, photographs, and graphs. 7. Unconfined compressive strength test results. 8. Moisture-density curve of the material at the specified cement content. 9. Certificate of compliance for cement. 30-4.01C(2)(c) Quality Control Reporting With the daily report, submit the following based on the testing frequencies specified: 1. General Information: 1.1. Weather: 1.1.1. Ambient air temperature before starting daily FDR—cement activities, including time of temperature reading. 1.1.2. Road surface temperature before starting daily FDR—cement activities, including time of temperature reading. 2. Average forward speed of pulverizing equipment 3. FDR—cement quality control test results for unconfined compressive strength 4. Depth of pulverization With the daily report, submit the test results for the quality characteristics within the times after sampling shown in the following table: ---PAGE BREAK--- RSS-89 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) FDR—Cement Quality Characteristic Test Result Reporting Time Allowances Quality characteristic Maximum reporting time allowance Water sulfates Before work starts Water chlorides Aggregate gradation 24 hours Moisture content Laboratory maximum wet density Relative compaction Unconfined compressive strength 24 hours after testing specimens 30-4.01D Quality Assurance 30-4.01D(1) General Relative compaction must be determined under California Test 231 and the following: 1. For a reclaimed layer 0.5-foot thick and less, perform 1 relative density test at mid layer. For thickness greater than 0.5-foot, test at every 0.5-foot intervals from 2 inches above the bottom of the FDR—cement layer. 2. Sample must contain no more than 5 percent retained on the 2-inch sieve and 15 percent retained on the 1-1/2-inch sieve. 3. Correction for oversize material does not apply. 4. Use the laboratory wet test maximum density closest in proximity to the lot to determine relative compaction. If the relative compaction for a lot is less than 95 percent in accordance with ASTM D1557 requirements, perform California Test 216 and California Test 226 for each noncompliant lot and recalculate the relative compaction. The Engineer tests each test strip under section 30-4.01D(4). 30-4.01D(2) Mix Design Develop a mix design for each materials sampling location. The mix design must produce FDR—cement with an unconfined compressive strength from 300 to 600 psi, determined at 7 days under ASTM D1633, Method A, with the exceptions shown in FDR—Cement Quality Characteristic Requirements table under section 30-4.02A. Notify the Engineer at least 2 business days before sampling. Use materials from the specified FDR—cement mixing depth. If any portion of existing asphalt concrete pavement is to be removed before pulverizing, remove that portion of asphalt concrete pavement from the samples used in the mix design. If additional samples of subgrade material are needed, sampling locations can be excavated outside the edge of pavement to variable dimensions. Characterize and record sampling location features such as layer thicknesses and types, distresses, interlayers, thin or thick areas, digouts, and adhesion to the base. Use the sampled material to determine the mix design represented by the sampling location, according to the proportions of the pavement structure shown. Before opening the mix design sampling locations to traffic, backfill sampling locations by replacing and compacting with an authorized material or minor HMA that complies with section 39-2.07. Backfill and compact to the existing grade and thickness of asphalt concrete pavement, in the Engineer's presence. 30-4.01D(3) Quality Control 30-4.01D(3)(a) General Reserved 30-4.01D(3)(b) Sampling, and Testing Assign a ground supervisor whose sole purpose is to monitor the FDR—cement activities, advise project personnel, and interface with the quality control testing personnel. The ground supervisor must not have any sampling or testing duties. Test the quality characteristics of FDR—cement shown in the following table: ---PAGE BREAK--- RSS-90 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) FDR—Cement Quality Characteristic Sampling Locations and Testing Frequencies Quality characteristic Test method Minimum sampling and testing frequency Sampling location Aggregate gradation California Test 202 Test strip and 1 per 2 lots Loose mix after pulverizing and mixing Moisture content California Test 226 Test strip and 2 per daya Loose mix after pulverizing and mixingb Unconfined compressive strength ASTM D1633 Test strip and 1 per 2 lots Laboratory maximum wet density California Test 216 Test strip and 2 per day Same location as California Test 231 Relative compactionc California Test 231 Test strip and 1 per lot Compacted mix aIf test fails, minimum test frequency is 1 per lot. bSample immediately after mixing is complete. cVerify the moisture content reading made under California Test 231 with California Test 226. Measure and record the actual cut depth at both ends of the pulverizing drum at least once every 300 feet along the cut length. Take measurements in the Engineer's presence. 30-4.01D(4) Department Acceptance The Department accepts FDR—cement based on: 1. Visual inspection for the following: 1.1. No segregation, raveling, or loose material 1.2. Variance must not be more than 0.05 foot measured from the lower edge of a 12-foot straightedge 1.3. Uniform surface texture throughout the work limits 2. Compliance with the quality characteristics shown in the following table: FDR—Cement Requirements for Acceptance Quality characteristic Test method Value Cement application rate (lb/sq yd) Calibrated tray or equal Mix design rate ± 5% Relative compaction (min, wet density) California Test 231 95 3. FDR—cement thickness for each lot. The thickness must be within 0.05 foot of the thickness shown. Verify the thickness at a location determined by, and in the presence of the engineer by one of the following methods: 3.1. Excavate a test pit that is at least 1 by 1-foot and use 3.2. Survey equipment 30-4.02 MATERIALS 30-4.02A General The quality characteristics for the FDR—cement must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-91 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) FDR—Cement Quality Characteristic Requirements Quality characteristic Test method Requirement Aggregate gradation passing)a Sieve Size: 3 inch 2 inch 1-1/2 inch California Test 202 100 95–100 85–100 Moisture content California Test 226 Mix design ± 2 percent Unconfined compressive strength (psi) ASTM D1633b Specified in section 30-4.01D(2) Laboratory maximum wet density (lb/cu ft) California Test 216 Use for relative compaction calculation Relative compaction (min, wet density)c California Test 231 95 a Perform aggregate gradation on samples collected from full recycled depth. bMethod A, except: 1. Test specimens must be compacted under ASTM D1557, Method A or B. 2. Test specimens must be cured by sealing each specimen with 2 layers of plastic at least 4- mil thick. The plastic must be tight around the specimen. Seal all seams with duct tape to prevent moisture loss. Sealed specimens must be placed in an oven for 7 days at 100 ± 5 degrees F. At the end of the cure period, specimens must be removed from the oven and air-cooled. Duct tape and plastic wrap must be removed before capping. Specimens must not be soaked before testing. cVerify the moisture content reading made under California Test 231 with California Test 226. 30-4.02B Cement Reserved 30-4.02C Water Reserved 30-4.02D Supplementary Aggregate If supplementary aggregate is specified, supplementary aggregate must comply with the specifications for Class 2 aggregate base in section 26. 30-4.02E Asphaltic Emulsion Asphaltic emulsion must be Grade SS-1h or CSS-1h. Notify the Engineer if you dilute the asphaltic emulsion with water. The ratio by weight of added water to asphaltic emulsion must not exceed 1 to 1. Measure added water weight. 30-4.02F Sand Cover Sand used for sand cover must comply with the material specifications for fine aggregate under section 90-1.02C(3). Sand must not contain more than 2 percent moisture by dry weight of sand. 30-4.02G Test Pit Backfill Material Backfill for test pits must be FDR—cement treated material. 30-4.03 CONSTRUCTION 30-4.03A General Do not start FDR—cement activities if the ambient air temperature is below 40 degrees F or the road surface is below 40 degrees F. If the ambient air temperature falls below 40 degrees F during FDR— cement activities, you may only compact and finish FDR—cement. ---PAGE BREAK--- RSS-92 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Backfill test pits and compact to 95 percent under California Test 231. After compaction, the repair area must not vary more than 0.05 foot from the adjacent FDR—cement surface. 30-4.03B Equipment The FDR—cement mixing machine must have independent and interlocked systems for water and must include the following: 1. Digital electronic controller system 2. Pumping system 3. Spray bar system The cement distributor must have a vacuum or dust suppressant system to minimize airborne cement during spreading of the cement on the grade. Storage equipment for water must not leak and must be attached to the FDR—cement mixing machine with a tow bar and hose. The hose must be attached to the bar and must not touch the ground at any time. Grading and compacting equipment must be self-propelled and reversible. The frequency and amplitude of vibrating rollers must be adjustable and exceed a force of 15 tons in vibratory mode. 30-4.03C Pulverizing Unless otherwise authorized, do not pulverize more material than can be mixed with cement and compacted in one day. Do not leave a wedge where the pulverizing drum cuts into the existing material. The 1st cut width must use the full width of the pulverizing drum. Subsequent cuts must overlap at least 4 inches. Do not leave a gap of unpulverized material between cuts. If an overlap is less than 4 inches, immediately back up and pulverize the deviation along the correct cut line. Mark the existing pavement where the center of the pulverizing drum stops. Start the following cut on this alignment at least 2 feet behind the mark. 30-4.03D Spreading Materials Spread cement uniformly over the full roadway surface width. Do not spread cement more than 30 minutes before mixing. Do not apply dry cement in windy conditions that will result in dust outside the FDR—cement area. The spread rate must be the mix design rate or the ordered rate in lb/sq yd ± 5 percent. Do not spread cement and supplementary aggregate before pulverizing. 30-4.03E Mixing The overlap requirements in section 30-4.03C apply to mixing. With each cut, adjust the quantity of water proportionally to the actual cut width. If an overlap is less than 4 inches, immediately back up and pulverize the deviation along the correct line without adding water or cement. Water must be injected through the mixing machine. The injection rate of mixing water must be sufficient to produce the FDR—cement material mixing moisture content described in the mix design. Mark where the center of the pulverizing drum stops. Start the following cut on this alignment at least 2 feet behind the mark. 30-4.03F Compacting and Grading Immediately after pulverizing and mixing, compact FDR—cement to the minimum relative compaction. Do not allow more than 2 hours between final mixing of the pulverized material with cement and completion of compaction. Check thickness of compacted FDR material in test pit with prior to final compaction and grading. During grading and final compaction with vibratory steel drum rollers, add water to maintain the mixing moisture content as described in the mix design. After final compaction, do not place cement treated soil to fill low areas in the grade. ---PAGE BREAK--- RSS-93 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 30-4.03G Finishing Immediately after compaction, apply water and roll with pneumatic-tired rollers or steel drum roller with no vibration. The finished surface must be free of ruts, bumps, indentations, segregation, raveling, and any loose material. Keep the compacted surface damp by watering until asphaltic emulsion is applied. Apply a diluted asphaltic emulsion to the finished surface when it is damp but free of standing water at the end of the day. The application rate of asphaltic emulsion must be from 0.13 to 0.25 gal/sq. yd. Do not water after applying asphaltic emulsion. Spread sand cover after asphaltic emulsion is applied under section 37-4.03C. Remove excess sand from the surface by sweeping before opening to traffic. During the period from 48 to 56 hours after compaction, microcrack the surface by applying 2 to 3 single passes using a 12-ton vibratory steel drum roller at maximum amplitude travelling from 2 to 3 mph. Maintain the FDR—cement surface free of ruts, bumps, indentations, raveling, and segregation. Repair damaged FDR—cement material with minor HMA. Determine the finished FDR—cement thickness before placing HMA. If FDR—cement thickness is less than the specified thickness by more than 0.05 foot, excavate a test pit at least 1 by 1-foot in the vicinity of the noncompliant test pit to determine the extent of the deficient thickness. Remove the FDR—cement material deficient in thickness by cold planing to a depth of 0.2 foot below the finished FDR—cement grade. Replace the planed FDR—cement with the HMA specified for the project and compact under section 39-2.01C. For each lot of FDR—cement, the HMA layer must be placed within 7 days from final compaction of the FDR—cement base unless otherwise authorized. Immediately before placing HMA, apply asphaltic emulsion at a rate from 0.03 to 0.05 percent residual binder content. Do not place HMA until authorized. 30-4.04 PAYMENT Not Used DIVISION V SURFACINGS AND PAVEMENTS 37 BITUMINOUS SEALS 10-16-20 Add to section 37-1.01D(1): 10-16-20 Take samples under California Test 125. Replace item 1 in the list in the 1st paragraph of section 37-2.01A(3) with: 10-16-20 1. Samples for: 1.1. Asphaltic emulsion chip seal, two 1-quart samples of asphaltic emulsion 1.2. Polymer modified asphaltic emulsion chip seal, two 1-quart samples of polymer modified asphaltic emulsion 1.3. Asphalt rubber binder chip seal, two 1-quart samples of base asphalt binder 1.4. Asphalt rubber binder chip seal, five 1-quart samples of asphalt rubber binder ---PAGE BREAK--- RSS-94 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 37-2.02A(3) with: 10-16-20 37-2.02A(3) Submittals Immediately after sampling, submit two 1-quart samples of asphaltic emulsion taken in the presence of the Engineer. Replace the 1st paragraph of section 37-2.02A(4)(b)(ii) with: 10-16-20 Take two 1-quart samples for Department acceptance testing. Replace section 37-2.03A(3) with: 10-16-20 37-2.03A(3) Submittals Immediately after sampling, submit two 1-quart samples of polymer modified asphaltic emulsion taken in the presence of the Engineer. Replace the 1st paragraph of section 37-2.03A(4)(b)(ii) with: 10-16-20 Take two 1-quart samples for Department acceptance testing. Replace the 2nd paragraph of section 37-2.03B(2) with: 04-17-20 A polymer modified asphaltic emulsion must be either Grade or Polymer content in percent by weight does not apply. Replace the 1st paragraph of section 37-2.04A(4)(c)(iv) with: 10-16-20 For Department acceptance testing, take two 1-quart samples and one 1-gallon sample of asphalt rubber binder in the presence of the Engineer for every 5 lots or once a day, whichever is greater. Replace item 1 in the list in the 1st paragraph of section 37-3.01A(3) with: 10-16-20 1. Samples for: 1.1. Asphaltic emulsion slurry seal, two 1-quart samples of asphaltic emulsion 1.2. Polymer modified asphaltic emulsion slurry seal, two 1-quart samples of polymer modified asphaltic emulsion 1.3. Micro-surfacing, two 1-quart samples of micro-surfacing emulsion ---PAGE BREAK--- RSS-95 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 37-3.02A(3) with: 10-16-20 37-3.02A(3) Submittals Immediately after sampling, submit two 1-quart samples of asphaltic emulsion or polymer modified asphaltic emulsion taken in the presence of the Engineer. Replace section 37-3.02A(4)(b)(i) with: 10-16-20 37-3.02A(4)(b)(i) General Take two 1-quart samples of asphaltic emulsion and polymer modified asphaltic emulsion for Department acceptance testing. Replace section 37-3.02B(3) with: 04-17-20 37-3.02B(3) Polymer Modified Asphaltic Emulsions A polymer modified asphaltic emulsion must be grade A polymer modified asphaltic emulsion must consist of an elastomeric polymer mixed with an asphaltic material uniformly emulsified with water and an emulsifying or stabilization agent. A polymer modified asphaltic emulsion must use either neoprene polymer or butadiene and styrene copolymer. The polymer must be homogeneous and milled into the asphaltic emulsion at the colloid mill. Replace section 37-3.03A(3) with: 10-16-20 37-3.03A(3) Submittals Immediately after sampling, submit two 1-quart samples of micro-surfacing emulsion taken in the presence of the Engineer. Replace the 1st paragraph of section 37-3.03A(4)(b)(ii) with: 10-16-20 Take two 1-quart samples of micro-surfacing emulsion for Department acceptance testing. Replace section 37-3.03B(2) with: 04-17-20 37-3.03B(2) Micro-surfacing Emulsions A micro-surfacing emulsion must be grade MSE. A micro-surfacing emulsion must be a homogeneous mixture of asphalt, an elastomeric polymer, and an emulsifier solution. Add an elastomeric polymer modifier to asphalt or emulsifier solution before emulsification. An elastomeric polymer solid must be a minimum of 3 percent by weight of the residual asphalt in the micro- surfacing emulsion. Replace item 1 in the paragraph of section 37-4.01A(3) with: 10-16-20 1. Two 1-quart samples of asphaltic emulsion ---PAGE BREAK--- RSS-96 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to section 37-4.01A: 10-16-20 37-4.01A(4) Quality Assurance Reserved Replace section 37-4.02A(3) with: 10-16-20 37-4.02A(3) Submittals Immediately after sampling, submit two 1-quart samples of asphaltic emulsion taken in the presence of the Engineer. Replace the 1st paragraph of section 37-4.02A(4)(b)(ii) with: 10-16-20 Take two 1-quart samples for Department acceptance testing. Replace the 6th paragraph of section 37-5.01C with: 10-16-20 Immediately after sampling, submit two 1-quart samples of parking area seal taken in the presence of the Engineer. 39 ASPHALT CONCRETE 04-16-21 10-16-20 Replace AASHTO T 324 (Modified) and AASHTO T 324 at each occurrence in section 39 with: 04-17-20 California Test 389 04-17-20 Delete the row for AASHTO T 324 in the table in the 5th paragraph of section 39-2.01A(1). Add to the table in the 5th paragraph of section 39-2.01A(1): 10-16-20 ASTM D5095 2007 Replace the 1st and 2nd paragraphs of section 39-2.01A(3)(d) with: 04-19-19 If ordered, submit QC test results within 3 business days of a request. ---PAGE BREAK--- RSS-97 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-17-20 Delete the 1st paragraph of section 39-2.01A(4)(a). Replace the 2nd paragraph of section 39-2.01A(4)(a) with: 10-16-20 Take samples under California Test 125. Reduce samples of HMA to testing size under California Test 306. Replace item 2 in the list in the 2nd paragraph of section 39-2.01A(4)(b) with: 10-16-20 2. Asphalt binder. Take at least two 1-qt samples. If the asphalt binder is modified or rubberized, the asphalt binder must be sampled with the components blended in the proportions to be used. Replace the 1st sentence in the 2nd paragraph of section 39-2.01A(4)(h)(i) with: 04-17-20 Condition each at-the-plant sample of HMA mixture for testing under AASHTO 283 in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Add to section 39-2.01A(4)(h)(v): 10-16-20 California Test 389 and AASHTO T 283 are not required if production start-up evaluation is within 45 days of the date the Hot Mix Asphalt Verification form is signed. If production stops for more than 60 days, perform a production start-up evaluation. If production stops for more than 30 days but less 60 days, perform a reduced production start-up evaluation. Reduced production start-up evaluation is production start-up evaluation without California Test 389 and AASHTO T 283. If production start-up evaluation fails, do not begin production. Add between the 3rd and 4th paragraphs of section 39-2.01A(4)(i)(i): 04-19-19 You must assist in collecting Engineer acceptance samples. Sample in the presence of the Engineer. Split the Engineer acceptance samples into at least 4 parts. Engineer retains 3 parts and you keep 1 part. Replace the 1st sentence in the 5th paragraph of section 39-2.01A(4)(i)(i) with: 04-17-20 The Engineer conditions each at-the-plant sample of HMA mixture for testing under AASHTO 283 in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Replace the 1st through 3rd paragraphs of section 39-2.01A(4)(i)(iv) with: 04-19-19 You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding test result discrepancies. You and the Engineer may only dispute each other's test results if one party's test results pass and the other party's test results fail. If there is a dispute, submit your test results and copies of paperwork including worksheets used to determine the disputed test results within 3 business day of receiving Engineer's test results. An ---PAGE BREAK--- RSS-98 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) independent third party performs referee testing. Before the third party participates in a dispute resolution, it must be qualified under AASHTO re:source program and the Department's Independent Assurance Program. The independent third party must have no prior direct involvement with this Contract. By mutual agreement, the independent third party is chosen from: 1. Department laboratory in a district or region not in the district or region the project is located 2. Transportation Laboratory 3. Laboratory not currently employed by you or your HMA producer If the Department's portion of the split acceptance samples are not available, the independent third party uses any available material agreed by you and the Engineer as representing the disputed HMA for evaluation. Replace the 1st paragraph of section 39-2.01B(2)(b) with: 04-17-20 If the proposed JMF indicates that the aggregate is being treated with dry lime or lime slurry with marination, or the HMA with liquid antistrip, then testing the untreated aggregate under AASHTO T 283 and California Test 389 is not required. Replace section 39-2.01B(5) with: 10-16-20 39-2.01B(5) Liquid Antistrip Treatment Do not use liquid antistrip as a substitute for asphalt binder. Total amine value for amine-based liquid antistrip must be a minimum of 325 when tested under ASTM D2074. Dosage for amine-based liquid antistrip must be from 0.25 to 1.00 percent by weight of asphalt. Nonvolantile content of organosaline-based liquid antistrip must be 40 percent minimum when tested under ASTM D5095. Dosage for organosaline-based liquid antistrip must be from 0.05 to 0.15 percent by weight of asphalt. Use only 1 liquid antistrip type or brand at a time. Do not mix liquid antistrip types or brands. Store and mix liquid antistrip under the manufacturer's instructions. Replace the table in the 3rd paragraph of section 39-2.01C(3)(f) with: Tack Coat Application Rates for HMA 04-17-20 HMA over: Minimum residual rates (gal/sq yd) CSS-1/CSS-1h, SS- 1/SS-1h, and QS- 1h/CQS-1h asphaltic emulsion CRS-1/CRS-2 and QS-1/CQS-1 asphaltic emulsion Asphalt binder and 2h asphaltic emulsion New HMA (between layers) 0.02 0.03 0.02 Concrete pavement and existing asphalt concrete surfacing 0.03 0.04 0.03 Planed pavement 0.05 0.06 0.04 ---PAGE BREAK--- RSS-99 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 9th paragraph of section 39-2.01C(3)(f) with: 04-16-21 If authorized, you may change the tack coat application rates. Replace section 39-2.02A(4)(b)(iii) with: 04-16-21 39-2.02A(4)(b)(iii) Reclaimed Asphalt Pavement Sample and test mix design RAP stockpile under California Test 384. Report the average AASHTO T 308 uncorrected binder content on page 4 of your Contractor Hot Mix Asphalt Design Data form. When the mix design RAP stockpile is augmented, sample RAP used to augment the stockpile at a minimum frequency of 1 sample per 1,000 tons under California Test 384 before augmenting the stockpile. Test each sample to determine the uncorrected binder content under AASHTO T 308. Average the results of the 3 tests. When tested under AASHTO T 308, the uncorrected binder content of each augmented RAP sample must be within ±2.00 percent of the average uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. You must use the same ignition oven used to determine the uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. The augmented RAP sample when tested under AASHTO T 209 must be within ±0.06 of the average maximum specific gravity reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. During Type A HMA production, sample RAP twice daily and perform QC testing for: 1. Aggregate gradation at least once a day under California Test 384 2. Moisture content at least once a day 04-17-20 Replace footnote a in the table in item 1 in the list in the paragraph of section 39-2.02A(4)(e) with: 10-18-19 aThe Engineer determines combined aggregate gradations containing RAP under California Test 384. The Engineer uses the correlation factor from Contractor Hot Mix Asphalt Design Data form and mathematically combines the virgin and corrected RAP aggregate gradations at the correct proportions to obtain the combined gradation. Replace the table in item 2 in the list in the paragraph of section 39-2.02A(4)(e) with: 10-18-19 Reclaimed Asphalt Pavement Quality Quality characteristic Test method Requirement Uncorrected binder content within the average value reporteda) AASHTO T 308 ±2.00 Specific gravity (within the average value reportedb) AASHTO T 209 ±0.06 aAverage uncorrected binder content of three ignition oven tests performed at JMF verification. Engineer must use the same ignition oven used to determine the average uncorrected binder content at JMF verification. bAverage maximum specific gravity reported on page 4 of Contractor Hot Mix Asphalt Design Data form. ---PAGE BREAK--- RSS-100 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Moisture susceptibility (min, psi, dry strength) in the table in item 3 in the list in the paragraph of section 39-2.02A(4)(e) with: 04-19-19 For RAP substitution equal to or less than 15% moisture susceptibility (min, psi, dry strength) AASHTO T 283 100 For RAP substitution greater than 15% moisture susceptibility (psi, dry strength) AASHTO T 283 100-300h Replace the row for Hamburg wheel track (min number of passes at inflection point) in the table in item 3 in the paragraph of section 39-2.02A(4)(e) with: 04-17-20 Hamburg wheel track (number of passes at inflection point) California Test 389 Report only Replace the row for Moisture susceptibility (min, psi, wet strength) in the table in item 3 in the list in the paragraph of section 39-2.02A(4)(e) with: 10-16-20 Moisture susceptibility (min, psi, wet strength) AASHTO T 283i 70 Add a footnote to the table in item 3 in the list in the paragraph of section 39-2.02A(4)(e): 04-19-19 hNot required in the following areas: 1. Southern San Luis Obispo or Santa Barbara County in District 5. 2. Kern County in District 6. 3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16. 4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15. Add footnote i to the table in item 3 in the list in the paragraph of section 39-2.02A(4)(e): 10-16-20 iFreeze thaw required Replace the row for Hamburg wheel track (min number of passes at inflection point) in the 1st paragraph of section 39-2.02B(2) with: 04-17-20 Hamburg wheel track (number of passes at inflection point) California Test 389c Report only ---PAGE BREAK--- RSS-101 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Moisture susceptibility, dry strength in the table in the 1st paragraph of section 39-2.02B(2) with: 04-19-19 For RAP substitution equal to or less than 15% moisture susceptibility (min, psi, dry strength) AASHTO T 283 100 For RAP substitution greater than 15% moisture susceptibility (psi, dry strength) AASHTO T 283 100-300e Add a footnote to the table in the 1st paragraph of section 39-2.02B(2): 04-19-19 eNot required in the following areas: 1. Southern San Luis Obispo or Santa Barbara County in District 5. 2. Kern County in District 6. 3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16. 4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15. Replace the 3rd and 4th paragraphs of section 39-2.02B(2) with: 04-19-19 For RAP substitution of 15 percent or less, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA. For RAP substitution greater than 15 percent and not exceeding 25 percent, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA with the upper and lower temperature classification reduced by 6 degrees C. Hamburg wheel track requirements are based on the grade of asphalt binder specified for Type A HMA. Replace the 2nd sentence in the 2nd paragraph of section 39-2.02B(11) with: 04-19-19 For RAP substitution of 15 percent or less, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 15 percent. For RAP substitution of greater than 15 percent, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 25 percent. Replace the row for Hamburg wheel track (min number of passes at 0.5-inch rut depth) in the table in item 2 in the paragraph of section 39-2.03A(4)(e)(i) with: 04-17-20 Hamburg wheel track (min number of passes at 0.5-inch rut depth) Base binder grade: PG 64 or lower PG 70 California Test 389 15,000 20,000 ---PAGE BREAK--- RSS-102 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Hamburg wheel track (min number of passes at inflection point) in the table in item 2 in the paragraph of section 39-2.03A(4)(e)(i) with: 04-17-20 Hamburg wheel track (number of passes at inflection point) California Test 389 Report only Replace the row for Moisture susceptibility (min, psi, wet strength) in the table in item 2 in the list in the paragraph of section 39-2.03A(4)(e)(i) with: 10-16-20 Moisture susceptibility (min, psi, wet strength) AASHTO T 283g 70 Add footnote g to the table in item 2 in the list in the paragraph of section 39-2.03A(4)(e)(i): 10-16-20 gFreeze thaw required Replace the row for Hamburg wheel track (min number of passes at 0.5-inch rut depth) in the table in 1st paragraph of section 39-2.03B(2) with: 04-17-20 Hamburg wheel track (min number of passes at 0.5-inch rut depth) Base binder grade: PG 64 or lower PG 70 California Test 389d 15,000 20,000 Replace the row for Hamburg wheel track (min number of passes at inflection point) in the table in 1st paragraph of section 39-2.03B(2) with: 04-17-20 Hamburg wheel track (number of passes at inflection point) California Test 389d Report only ---PAGE BREAK--- RSS-103 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the table in the 3rd paragraph of section 39-2.04C with: Tack Coat Application Rates for OGFC 04-17-20 OGFC over: Minimum residual rates (gal/sq yd) CSS-1/CSS-1h, SS- 1/SS-1h, and QS- 1h/CQS-1h asphaltic emulsion CRS-1/CRS-2 and QS-1/CQS-1 asphaltic emulsion Asphalt binder and 2h asphaltic emulsion New HMA 0.03 0.04 0.03 Concrete pavement and existing asphalt concrete surfacing 0.05 0.06 0.04 Planed pavement 0.06 0.07 0.05 Replace the 8th and 9th paragraphs of section 39-2.04C with: 04-19-19 For RHMA-O and RHMA-O produced with WMA water injection technology, and RHMA-O-HB and RHMA-O-HB produced with WMA water injection technology: 1. Spread and compact if the ambient air temperature is at least 55 degrees F and the surface temperature is at least 60 degrees F 2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 280 degrees F 3. Complete compaction before the surface temperature drops below 250 degrees F For RHMA-O produced with WMA additive technology and RHMA-O-HB produced with WMA additives technology: 1. Spread and compact if the ambient air temperature is at least 45 degrees F and the surface temperature is at least 50 degrees F 2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 270 degrees F 3. Complete compaction before the surface temperature drops below 240 degrees F Spread sand at a rate from 1 to 2 lb/sq yd on RHMA-O and RHMA-O-HB with or without WMA technology pavement after finish rolling activities are complete. Keep traffic off the pavement until spreading of the sand is complete. Replace the 2nd paragraph of section 39-2.05A(1)(a) with: 04-17-20 Placing a BWC consists of applying a bonded wearing course asphaltic emulsion and placing the specified HMA in a single pass with an integrated paving machine. Replace the 1st paragraph of section 39-2.05A(1)(d)(ii) with: 10-16-20 Take two 1-gallon samples of BWC. Replace the row for Penetration at 25 °C in the table in the 1st paragraph of section 39- 2.05A(1)(d)(iii) with: 04-17-20 Penetration at 25 °C (dmm) AASHTO T 49 70–150 ---PAGE BREAK--- RSS-104 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the paragraph of section 39-2.05A(2)(b) with: 04-17-20 The asphaltic emulsion must be bonded wearing course asphaltic emulsion. Add to section 39-2: 04-16-21 39-2.11–39-2.20 RESERVED 40 CONCRETE PAVEMENT 10-16-20 10-16-20 Delete full-depth crack and its definition in section 40-1.01B. Replace working crack and its definition in section 40-1.01B with: 10-16-20 working crack: Crack parallel to and within 4 inches of a planned JPCP contraction joint. Add to section 40-1.01B: 10-16-20 uncontrolled crack: Any crack in JPCP that is not a working crack. Replace the 2nd paragraph of section 40-1.01C(4) with: 04-17-20 At least 15 days before starting field qualification, submit the proposed concrete mix proportions, the corresponding mix identifications, and laboratory test reports, including measurements of the modulus of rupture and compressive strength, for each trial mixture at 3, 7, 10, 21, 28, and 42 days. Replace the 2nd paragraph of section 40-1.01C(9) with: 10-19-18 Submit your coefficient of thermal expansion test data at: Replace the 3rd paragraph of section 40-1.01D(1) with: 04-17-20 Provide material, labor and equipment that meets initial curing requirement to assist the Engineer in fabricating, curing and handling test beams for the Department's modulus of rupture testing. Failure to maintain the proper curing environment during initial cure will not be basis for rejection of samples, dispute resolution, or claim against the Department. The initial curing equipment must be capable of being locked, using a Department provided padlock. Ensure that the initial curing equipment is secured at all times and protected against theft and damage. ---PAGE BREAK--- RSS-105 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Density in the table in the 1st paragraph of section 40-1.01D(7)(a) with: 04-17-20 Unit weight California Test 518 1 per 4 hours Add to the list in the 4th paragraph of section 40-1.01D(7)(a): 04-17-20 6. Unit weight Replace item 2 in the list in the 8th paragraph of section 40-1.01D(7)(a) with: 04-17-20 2. 1 point falls outside the suspension limit line for individual penetration, unit weight or air content measurements Replace nv in the 1st paragraph of section 40-1.01D(8)(b)(ii) with: 04-17-20 nv = number of Department's tests (minimum of 3 required) Replace the 4th paragraph of section 40-1.01D(8)(b)(ii) with: 04-17-20 If your QC test results are not verified, core at least 3 specimens from the concrete pavement under section 40-1.03M. For dispute resolution, the Engineer selects the core locations and the Department contracts with an independent testing laboratory or uses the Department's laboratory to test these specimens for air content under ASTM C457. The Engineer compares these test results with your QC test results using the t-test method. If your QC test results are verified based on this comparison, the Engineer uses your QC test results for acceptance of concrete pavement for air content, otherwise, the Engineer uses the test results from the dispute resolution process and you pay for the independent testing. Replace the note b in the table in the 1st paragraph of section 40-1.01D(8)(c)(i) with: 04-17-20 bAverage of the individual test results of 3 test beams. Replace the 1st sentence of section 40-1.01D(8)(c)(iii) with: 04-17-20 The Department verifies and accepts pavement smoothness based on the results of your inertial profiler testing under Section 36-3. Replace section 40-1.01D(8)(c)(v) with: 04-17-20 40-1.01D(8)(c)(v) Determining Modulus of Rupture from Pavement Cores For each approved mix design, a correlation between flexural beam strength and compressive core strength may be developed to evaluate low modulus of rupture results from projects. If the average 28- day modulus of rupture is below 570 psi, you may use compressive strength results from pavement cores to determine the equivalent 28-day modulus of rupture. ---PAGE BREAK--- RSS-106 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) In the presence of engineer: 1. From the test strip, fabricate an additional 3 beams, and take a total of 15 cores under ASTM C42 to test 3 cores at each age of 28, 42, 56, 70, and 91 days. 2. If test strip is not constructed, fabricate additional 3 beams on the first day of production and placement of concrete pavement, and take total 15 cores under ASTM C42 to test 3 cores at each age of 28, 42, 56, 70, and 91 days. 3. Break 3 beams at 28 days and take the average. 4. Break 3 cores at each age of 28, 42, 56, 70, and 91 days under ASTM C 39 and take the average at each age. Use the following formula to calculate the equivalent 28-day modulus of rupture: MOR = MORs x [Cp(t)/Cs(t)]1/2 where: MOR = equivalent 28-day modulus of rupture in psi MORs = average modulus of rupture in psi of 3 beams taken from the test strip at 28 days Cs(t) = average compressive strength in psi of 3 cores taken from the test strip at 28, 42, 56, 70, or 91 days under ASTM C39 Cp(t) = average compressive strength in psi of 3 cores taken from the pavement project at 28, 42, 56, 70, or 91 days under ASTM C39 Submit all test results to engineer on the same date of completion of testing. If the 28-day modulus of rupture is below 570 psi, select an age equal to one of the test ages from the test strip and drill 3 concrete cores under ASTM C42 of same diameter as the test strip from the area not complying to the acceptance strength requirement and test in presence of engineer for compressive strength under ASTM C39. The average compressive strength of 3 concrete cores will be used to determine the equivalent 28-day modulus of rupture. Replace introductory clause in the 4th paragraph of section 40-1.03J with: 04-17-20 Do not allow traffic or use equipment on concrete pavement before the concrete has attained a modulus of rupture of 550 psi based on the Department's testing unless: Add to the list in the 4th paragraph of section 40-1.03J: 04-17-20 2.5 You must monitor for damage and immediately discontinue access and suspend operations if any damage becomes apparent Replace section 40-1.03N with: 10-16-20 40-1.03N Spall and Ravel Repair Repair spalled or raveled areas that are any of the following: 1. Deeper than 0.05 foot 2. Wider than 0.10 foot 3. Longer than 0.30 foot ---PAGE BREAK--- RSS-107 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Repair spalls or ravels under section 41-4 and complete the repairs before opening a lane or lanes to traffic. Remove and replace JPCP slabs that have combined raveled areas more than 5 percent of the total slab area or a single raveled area more than 4 sq ft. Replace section 40-2 with: 10-18-19 40-2 CONTINUOUSLY REINFORCED CONCRETE PAVEMENT 40-2.01 GENERAL 40-2.01A Summary Section 40-2 includes specifications for constructing continuously reinforced concrete pavement. Constructing continuously reinforced concrete pavement includes terminal joints and expansion joints. 40-2.01B Definitions Reserved 40-2.01C Submittals For field qualification, submit the test data for the coefficient of thermal expansion of the concrete. If you request to use plastic chairs to support the transverse bars, submit a sample of the plastic chair, including: 1. Manufacturer's instructions for the applicable use and load capacity 2. Chair spacing 3. Your calculation for the load on a chair for the area of bar reinforcement it supports During production, submit the test data for the coefficient of thermal expansion as an informational submittal. 40-2.01D Quality Assurance For field qualification, test the coefficient of thermal expansion of the concrete under AASHTO T 336. The coefficient of thermal expansion must not exceed 6.0 microstrain/degree F. During the evaluation of the test strip, the Engineer visually checks the reinforcement and dowel and tie bar placement. During production, test the coefficient of thermal expansion of the concrete at a frequency of 1 test for each 5,000 cu yd of paving but not less than 1 test for a project with less than 5,000 cu yd of concrete. 40-2.02 MATERIALS 40-2.02A General Reserved 40-2.02B Transverse Bar Assembly Transverse bar assemblies may be used to support longitudinal bars instead of transverse bars and other support devices. 40-2.02C Intermediate Transverse Bars Intermediate transverse bars do not need to be epoxy-coated for a project not shown to be in a high desert or any mountain climate region. 40-2.02D Joints Joint seals for transverse expansion joints must comply with section 51-2.02. bond breaker for expansion joint support slabs must comply with section 36-2. ---PAGE BREAK--- RSS-108 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 40-2.03 CONSTRUCTION 40-2.03A General Reserved 40-2.03B Bar Reinforcement Place bar reinforcement under section 52-1.03D except you may request to use plastic chairs. Plastic chairs will be considered only for support directly under the transverse bars. You must demonstrate the vertical and lateral stability of the bar reinforcement and plastic chairs during the construction of the test strip. For a transverse bar in a curve with a radius under 2,500 feet, place the reinforcement in a single continuous straight line across the lanes and aligned with the radius point as shown. Lap splice bar reinforcement under section 52-6. For low carbon, chromium-steel bar reinforcement, the length of lap splice must be at least 30 inches. 40-2.03C Construction Joints Transverse construction joints must be perpendicular to the lane line. Construct the joints so that the nearest longitudinal bar splice is at least 42 inches away from each side of the joint. Clean joint surfaces before placing concrete against the surfaces. Remove laitance, curing compound, and other foreign materials. 40-2.03D Correcting Noncompliant Pavement Work 40-2.03D(1) General The specifications for repairing cracks in section 40-1.03N do not apply to CRCP. Do not apply high- molecular-weight methacrylate to cracks in CRCP. CRCP that develops raveling areas of 6 by 6 inches or greater requires partial depth repair. 40-2.03D(2) Partial Depth Repair Partial depth repair must comply with section 41-4 except: 1. Determine a rectangular boundary which extends 6 inches beyond the damaged area. The depth of the saw cut must be between 2 inches from the surface to 1/2 inch above the longitudinal bars. 2. Provide additional reinforcement if each length of the repair boundaries is equal to or greater than 3 feet. 40-2.03D(3) Full-Depth Repair 40-2.03D(3)(a) General Remove the full-depth of CRCP except for the portion of reinforcement to remain in place. Provide continuity of the reinforcement. For low carbon, chromium-steel bar reinforcement, the length of lap splice must be at least 30 inches. Splicing must comply with section 52-6. Do not damage the base, concrete, and reinforcement to remain in place. Place concrete in the area where you removed CRCP. 40-2.03D(3)(b) Transverse Cracks Make initial full-depth transverse saw cuts normal to the lane line a distance of 3 feet on each side of the transverse crack. 40-2.03D(3)(c) Longitudinal Cracks Remove the cracked area normal to the lane line for the full width of the lane a distance of 1 foot beyond each end of the crack. You may propose alternate limits with your repair plan. 40-2.03E Reserved 40-2.04 PAYMENT Not Used ---PAGE BREAK--- RSS-109 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to the end of section 40-4.03B: 10-16-20 Replace JPCP for 4.5 feet on both sides of a joint with a rejected dowel bar. Replace section 40-4.03C with: 10-16-20 40-4.03C Correcting Cracks Correct JPCP cracks as follows: 1. Repair working cracks. 2. Remove and replace JPCP slabs that have uncontrolled cracks from joint to joint or edge to edge. 3. For other uncontrolled cracks, stop production, notify the Engineer, and submit a Corrective Action Plan for approval. The Corrective Action Plan must include the following: 1. Root-cause analysis 2. Details for location, orientation, width, and depth of cracks 3. Proposed procedures for treatment or replacement 4. Details for demonstrating compliance with approved treatment procedures 5. Corrective steps to prevent reoccurrence If the joints are sealed, repair working cracks by routing and sealing. Use a router mounted on wheels with a vertical shaft and a routing spindle that moves along the crack on its caster wheels. Form a reservoir 3/4-inch deep by 3/8-inch wide in the crack and fill with sealant. The equipment must not cause raveling or spalling. Treat the contraction joint adjacent to the working crack by either of the following methods: 1. Applying epoxy resin under ASTM C881/C881M, Type IV, Grade 2 2. Pressure injecting epoxy resin under ASTM C881/C881M, Type IV, Grade 1 41 EXISTING CONCRETE PAVEMENT 04-17-20 Replace the 2nd paragraph of section 41-10.01C with: 04-17-20 At least 15 days before delivery of the chemical adhesive to the job site, submit the SDS and the manufacturer's instructions for: 1. Handling and storage 2. Installation procedures 3. Minimum cure time 4. Use of chemical adhesive Replace the 3rd paragraph of section 41-10.02A with: 04-17-20 Each chemical adhesive system container must clearly and permanently show the: 1. Manufacturer's name 2. Material name ---PAGE BREAK--- RSS-110 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Lot or batch number 4. Expiration date 5. Evaluation report number 6. Directions for use 7. Storage requirement 8. Warnings or precautions required by State and federal laws and regulations Replace section 41-10.03A with: 04-17-20 41-10.03A General Drill holes for bars as shown without damaging the adjacent concrete. Clean drilled holes under the chemical adhesive manufacturer's installation instructions. Holes must be dry at the time of placing the chemical adhesive and bars. Immediately after inserting the bar into the chemical adhesive, support the bar to prevent movement until chemical adhesive has cured the minimum time recommended by the manufacturer. Use a grout retention ring when drilling and bonding dowel bars. Apply dowel bar lubricant to the entire exposed portion of the dowel bar. If the Engineer rejects a bar installation: stop paving, drilling, and bonding activities. Adjust your procedures and obtain the verbal authorization before resuming paving, drilling, and bonding. Cut the rejected bar flush with the pavement joint surface and coat the exposed end of the bar with chemical adhesive. Offset the new hole 3 inches horizontally from the rejected hole's center. DIVISION VI STRUCTURES 46 GROUND ANCHORS AND SOIL NAILS 04-16-21 Replace section 46-1.01C(2) with: 04-17-20 46-1.01C(2) Shop Drawings 46-1.01C(2)(a) General Submit shop drawings and supporting calculations to OSD, Documents Unit for initial review. Notify the Engineer of the submittal. Include in the notification the date and contents of the submittal. Submit 6 copies of the general project information, 5 copies of the fabricators plan, and 3 copies of the construction plan. Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State. Allow 30 days for the Department's review. After review, submit from 6 to 12 copies of final shop drawings and supporting calculations, as requested, for authorization and use during construction. 46-1.01C(2)(b) General Project Information Plan General project information plan must include: 1. Name, address, email address, and phone number of the contractor or subcontractor performing the work. 2. Wall construction schedule with construction sequence. ---PAGE BREAK--- RSS-111 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-16-21 3. Wall construction staging schedule and layout of ground anchors and soil nails with identification numbers of ground anchors and soil nails based on the following labeling convention: 3.1. Identification number "r_ccc", where represents row numbers starting with or from top to bottom and "ccc" represents column numbers starting with "001" from down-station to up-station. 3.2. For structures that include both ground anchors and soil nails, use separate identification systems and add "GA" for ground anchors and "SN" for soil nails preceding the identification numbers. 3.3. Identify sacrificial test ground anchors and soil nails based on the nearest down-station production ground anchor and soil nail. Label the test type with "Proof Test", "Verification Test", or "Performance Test" preceding the identification numbers. 04-17-20 4. Table of tendon sizes, centralizers, and drilled-hole diameters. 5. For ground anchors, calculations for determining the bonded length and assumed bonded strength. Do not rely on any capacity from the grout-to-ground bond within the unbonded length. 6. Procedures for installing verification and proof test nails. 7. Bench width requirements for installation equipment. 8. Excavation lift height and maximum duration of exposure for each wall zone, including: 8.1. Methods to stabilize the exposed excavated face if face is not maintaining its integrity 8.2. Supporting calculations 46-1.01C(2)(c) Fabrication Plan Fabrication plan must include: 1. Details and specifications for: 1.1. Ground anchors and anchorage system 1.2. Production and test soil nails 2. Corrosion protection details and repair procedure for: 2.1. Damaged sheathing 2.2. Couplers 04-16-21 3. Testing equipment, including: 3.1. Jacking frame and appurtenant bracing. 3.2. Method and equipment for measuring movement during testing. 3.3. Calculations that demonstrate the jacking frame and appurtenant bracing can support the test equipment at maximum test load on the soils or structural element with Factor of Safety for bearing capacity greater than 2.0. 04-17-20 4. For ground anchors, details for the transition between the corrugated plastic sheathing and the anchorage assembly. If shims are used during lock-off, include: 4.1. Shim thickness 4.2. Supporting calculations You may start fabrication early by requesting an authorization of the fabrication plan portion before the complete shop drawings submittal is authorized. If the early fabrication plan is authorized, you are fully responsible for any changes that may occur after starting fabrication. 46-1.01C(2)(d) Construction Plan Construction plan must include: 1. Methods of excavation for the staged lifts and types of excavation equipment. 2. Details for measuring the movement of the excavated face and the wall during stability testing and construction. 3. Measures to ensure wall and slope stability during construction. 4. Details for providing the bonded and unbonded length. If packers or other similar devices are used, include the type. 5. For soil nails, details for isolating installed proof test soil nails during shotcrete application. ---PAGE BREAK--- RSS-112 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 6. Dewatering plan to divert, control, and dispose of surface and groundwater during construction 7. Drilling methods and equipment, including: 7.1. Size of drilled hole 7.2. Space requirements 8. Grout mix design and testing procedures. 9. Grout placement equipment and procedures, including minimum required cure time. 10. Testing equipment including method and equipment for measuring movement during testing. 11. For soil nails, include procedure for extracting grouted soil nails. Replace section 46-1.01C(3) with: 04-16-21 46-1.01C(3) Test Data Submit each ground anchor and soil nail test data in both electronic and hard copy format by noon the following working day after testing is complete. For each test include: 1. Key personnel 2. Test loading equipment 3. Ground anchor and soil nail identification number, location, and test type 4. Time and date of: 4.1. Drilling 4.2. Installation 4.3. Grouting 4.4. Testing 5. Hole diameter and depth 6. Drilling method 7. Soil or rock classification and description 8. Bonded and unbonded length 9. Quantity of groundwater encountered within the bonded length 10. Grout quantity and pressure used within the bonded length 11. Anchor end or nail head movement at each load increment or at each time increment during the load hold period 12. Digital photo logs of extracted test ground anchors and soil nails For electronic format of test data, compile test data using the Quail software provided by the Department. For each wall, email the latest accumulated test data in XML format generated by Quail to [EMAIL REDACTED] and the Engineer. Include the contract number and the Department’s structure number of the wall in the subject line of the email. Replace Not Used in section 46-1.01D(1) with: 10-19-18 Welding must comply with AWS D1.1. Replace the introductory clause in the 1st paragraph of section 46-1.03A with: 04-16-21 Water or grout from ground anchor and soil nail construction must not: Add to the end of section 46-1.03A: 10-19-18 Shotcrete must comply with section 53-2. ---PAGE BREAK--- RSS-113 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 10-19-18 Delete the 3rd paragraph of section 46-1.03B. Replace the 1st paragraph of section 46-1.03C with: 04-16-21 Before you insert each ground anchor and soil nail into a drilled hole, clean the anchor or nail of oil, grease, dirt, and other extraneous substances and repair or replace any damaged sheathing. Use centralizers to position the ground anchor and soil nail in the center of the drilled hole. The diameter of the centralizers must be no more than 0.5-inch smaller than the diameter of the drilled hole, or 0.25-inch smaller than the inside diameter of casing, if casing is used. Add to the end of section 46-2.01C: 04-16-21 If a pullout failure occurs, submit the pullout failure load as part of the test data. Replace the 3rd paragraph of section 46-2.01D(2)(b)(i) with: 04-16-21 Do not stress against the concrete until it has attained a compressive strength of at least 2,880 psi and has cured for at least 7 days. Replace the note for the table in the 1st paragraph of section 46-2.01D(2)(b)(ii) with: 04-16-21 NOTE: FTL = Factored test load shown AL = Alignment load = 0.10FTL aMaximum test load Replace section 46-2.01D(3)(b)(i) with: 04-16-21 46-2.01D(3)(b)(i) General Incrementally load the ground anchor until the maximum test load is held for the specified duration or a pullout failure occurs. If a pullout failure occurs, record the pullout failure load. Add to the list in the 1st paragraph of section 46-2.01D(3)(b)(ii): 04-16-21 3. Pullout failure does not occur. Replace the 1st paragraph of 46-2.02B with: 04-17-20 Strand tendons, bar tendons, and bar couplers must comply with section 50-1.02B and must be on the Authorized Material List for post-tensioning systems. ---PAGE BREAK--- RSS-114 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 1st sentence in the 2nd paragraph of section 46-2.02B with: 10-19-18 The anchorage enclosure and the steel tube and bearing plate of the anchorage assembly must be galvanized steel and comply with sections 55-1.02D(1) and 55-1.02E(1). Replace item 9 in the list in the 3rd paragraph of section 46-2.02D with: 10-19-18 9. Have the physical properties shown in Table 4.1 of Recommendations for Prestressed Rock and Soil Anchors published by the Post-Tensioning Institute Replace the 11th paragraph of section 46-2.03A with: 04-16-21 Space centralizers at 5-foot maximum intervals for the full length of the tendon, with the uppermost centralizer located less than 2 feet from the end of the steel tube and the deepest centralizer located 2 feet from the end of the anchor. Replace the 1st paragraph of section 46-2.03C with: 04-16-21 Use spacers to separate individual strands of strand tendons within both the bonded and unbonded so that the entire surface of each strand is bonded in the grout in the bonded length and each sheathed strand is surrounded by grout in the unbonded length. The spacers must be: 1. Spaced at 5 feet maximum 2. Less than 2 feet from the ends of the strand tendon 3. Made of plastic 4. Strong enough to support the individual strands during construction Replace the 4th paragraph of section 46-2.03D with: 10-19-18 Immediately after lock-off, perform a lift-off test to verify that the lock-off load has been attained. The lift- off load must be within 10 percent of the specified lock-off load. If necessary adjust the shim thickness to achieve the lock-off load. If the load is not within 10 percent of the specified lock-off load, the anchorage must be reset and another lift-off load reading must be made. Repeat the process until the specified lock- off load is obtained. Replace the 2nd paragraph of section 46-3.01A with: 10-19-18 A soil nail consists of a solid steel bar with an anchorage assembly that is placed in a drilled hole and then grouted. Replace section 46-3.01D(2)(b)(ii)(1) with: 04-16-21 46-3.01D(2)(b)(ii)(A) General 10-19-18 Determine the test load using the following equation: T = Lb x Qb ---PAGE BREAK--- RSS-115 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) where: T = test load, pounds 04-16-21 Lb = soil nail bonded length, feet, 10 feet minimum for proof test; 8 feet minimum for verification test 10-19-18 Qb = test load per unit length of bond, pounds/foot Replace the heading of section 46-3.01D(2)(b)(ii)(2) with: 04-16-21 46-3.01D(2)(b)(ii)(B) Verification Test Replace the 1st through 3rd paragraphs of section 46-3.01D(2)(b)(ii)(2) with: 04-16-21 Perform verification testing in the Engineer's presence. Install and test 2 verification test soil nails for each wall zone, or when you change equipment or method of drilling or grouting. You may install and test the nails during stability testing. Conduct the verification test as follows: 1. Incrementally load the test soil nail as shown in the following table: Verification Test Loading Schedule Load increment Hold time (minutes) AL Until stable 0.20T 1–2 0.40T 1–2 0.60T 1–2 0.80Ta 60 1.00Tb,c 10 AL Until stable Notes: T = Test load AL = Alignment load = 0.10T aCreep test bAcceptance test load for verification test cMaximum test load for verification test 2. Apply each load increment in less than 1 minute and hold it for the length of time shown in the table titled "Verification Test Loading Schedule." 3. Measure and record the applied test load and the nail head movement at each load increment. 4. During the creep test: 4.1. Hold the load constant for 60 minutes. 4.2. Start the observation period for the load hold when the pump starts to apply the load increment from 0.60T to 0.80T. 4.3. Measure and record the nail head movement at 1, 2, 3, 4, 5, 6, 10, 20, 30, 40, 50, and 60 minutes. 4.4. Plot a creep curve as a function of the logarithm of time, showing the nail head movement from 6 to 60 minutes. 5. If the movement measured from 6 to 60 minutes is less than 0.08 inch: 5.1. Increase the load incrementally to 1.00T. 5.2. Hold the load constant for 10 minutes. ---PAGE BREAK--- RSS-116 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 5.3. Start the observation period for the load hold when the pump starts to apply the load increment from 0.80T to 1.00T. 5.4. Measure and record the nail head movement at 1, 2, 3, 4, 5, 6, and 10 minutes. 5.5. Reduce the load to the ending alignment load and record the residual movement. 6. If the movement measured from 6 to 60 minutes is 0.08 inch or greater, reduce the load to the ending alignment load. Replace the 8th paragraph of section 46-3.01D(2)(b)(ii)(2) with: 04-19-19 If the Engineer revises soil nail or test load per unit length of bond values, any additional verification test soil nails are change order work. Replace section 46-3.01D(2)(b)(ii)(3) with: 04-16-21 46-3.01D(2)(b)(ii)(C) Proof Test Perform proof testing in the Engineer's presence at the locations shown. Production soil nails will be accepted when all the proof test soil nails within the same wall zone are accepted. Test against a temporary yoke that bears directly on the shotcrete facing. Test loads transmitted through the temporary yoke must not fracture the shotcrete or cause displacement or sloughing of the soil surrounding the drilled hole. Conduct the proof test as follows: 1. Incrementally load the test soil nail as shown in the following table: Proof Test Loading Schedule Load increment Hold time (minutes) AL Until stable 0.20T 1–2 0.40T 1–2 0.60T 1–2 0.80Ta 10 or 60 1.00Tb,c 1–2 AL Until stable NOTE: T = Test load AL = Alignment load = 0.10T aCreep test bAcceptance test load for proof test cMaximum test load for proof test 2. Apply each load increment in less than 1 minute and hold it for the length of time shown in the table titled "Proof Test Loading Schedule." 3. Measure and record the applied test load and the nail head movement at each load increment. 4. During the creep test: 4.1. Hold the load constant for 10 minutes. 4.2. Start the observation period for the load hold when the pump starts to apply the load increment from 0.80T to 1.00T. 4.3. Measure and record the nail head movement at 1, 2, 3, 4, 5, 6, and 10 minutes. 5. If the movement measured from 1 to 10 minutes is greater than 0.08 inch: 5.1. Hold the load constant for an additional 50 minutes. ---PAGE BREAK--- RSS-117 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 5.2. Measure and record the nail head movement at 20, 30, 40, 50, and 60 minutes. 5.3. Plot a creep curve as a function of the logarithm of time, showing the nail head movement from 6 to 60 minutes. 6. Reduce the load to the ending alignment load and record the residual movement. Production soil nails represented by proof test soil nails that fail to comply with the acceptance criteria are rejected. Submit revised shop drawings for replacement soil nails that show alternative installation methods, revised production soil nails, or a modified soil nail plan. Replace section 46-3.02A with: 04-19-19 46-3.02A General Each production soil nail must be either a solid steel bar encapsulated full length in a grouted corrugated plastic sheathing or an epoxy-coated prefabricated solid steel bar partially encapsulated in a grouted corrugated plastic sheathing as shown. Epoxy-coated prefabricated solid steel bars must comply with the specifications for epoxy-coated prefabricated reinforcement in section 52-2.03, except the average coating thickness after curing must be from 10 to 15 mils. Solid steel bar for test soil nails is not required to be epoxy coated or encapsulated in grouted plastic sheathing. Replace the heading of section 46-3.02B with: 10-19-18 46-3.02B Anchorage Assemblies Replace the 2nd paragraph of section 46-3.02B with: 10-16-20 Concrete anchors on bearing plates must comply with the specifications for studs in clause 9 of AWS D1.1. Replace section 46-3.02C with: 10-19-18 46-3.02C Solid Steel Bars Solid steel bars must be either: 1. Threaded bars with spirally-deformed, ribbed threads continuous along the entire length of the bar. 2. Deformed reinforcing bars with at least a 6-inch length of thread cut into the bar on the anchorage end. Use coarse threading and the next larger reinforcing bar size. Solid steel bars must comply with ASTM A615/A615M or A706/A706M, Grade 60 or ASTM A615/A615M, Grade 75. Splicing must be authorized. Epoxy coating at the anchorage end of epoxy-coated bars may be omitted for a maximum of 6 inches. Metal surfaces of assembled splices of epoxy-coated bars must be epoxy coated. Choose the solid steel bar size and grade for test soil nails. Test soil nail bars must not be smaller than the production soil nails they represent. ---PAGE BREAK--- RSS-118 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 1st paragraph of section 46-3.03A with: 10-19-18 Determine the drilled-hole diameter and installation method required to achieve the test load per unit length of bond values shown. Replace section 46-3.03B with: 04-16-21 46-3.03B Test Soil Nails Construct verification and proof test soil nails using the same equipment, methods, nail inclination, and drilled hole diameter as to be used for production soil nails. Drill, install, and grout verification test soil nails in the Engineer's presence. Install the verification test soil nails within the limits of each wall zone or within the limits of the excavated stability test face. Space the verification test soil nails at least 10 feet apart. Grout only the bonded length of verification and proof test soil nails. Form the terminating grout surface perpendicular to the soil nail alignment using a forming device. The forming device must: 1. Have a diameter no more than 1 inch smaller than the drilled hole diameter 2. Be made of materials that can form a minimum 8-inch compressible zone measured along the test soil nail alignment 3. Not deform during test soil nail installation Grout overflow above the forming device is allowed, but the forming device must not be submerged by overflowed grout. Do not splice a test soil nail within the bonded length. Remove each verification and proof test soil nail to 6 inches behind the front face of the shotcrete after testing is complete. Fill the voids with grout. If ordered, extract verification and proof test soil nails selected by the Engineer. Fill the voids with grout. Photograph the extracted test nails in 5-foot section intervals. Replace the 2nd paragraph of section 46-3.03C with: 04-16-21 Space the centralizers at 7.5 feet maximum intervals along the bar length and 1.5 feet from the bar ends. You may use plastic centralizers. Replace the 3rd paragraph of section 46-3.03C with: 10-19-18 Splice the solid steel bar only where shown on the authorized shop drawings or at the end of a soil nail that is ordered to be lengthened. Replace the 1st sentence in the 7th paragraph of section 46-3.03C with: 10-19-18 Hand tighten the nut on the end of the production soil nail bar before shotcrete hardening begins. Ensure the bearing plate is fully seated on the shotcrete. ---PAGE BREAK--- RSS-119 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 47 EARTH RETAINING SYSTEMS 10-16-20 Replace section 47-3 with: 10-16-20 47-3 RESERVED 48 TEMPORARY STRUCTURES 04-16-21 Replace section 48-1.01 with: 04-17-20 48-1.01 GENERAL 48-1.01A Summary Section 48-1 includes general specifications for constructing temporary structures. If a railroad company is involved, falsework, temporary supports, and jacking support systems must comply with any additional requirements of the railroad company. 04-16-21 Section 11 does not apply to temporary structures. 04-17-20 48-1.01B Definitions frame: Portion of a bridge between expansion joints. jacking: Positioning of new or existing structures or portions thereof, by jacks or other mechanical methods. previously welded splice: Splice made in a temporary-structure member in compliance with AWS D1.1 or other recognized welding standard, before contract award. temporary-structure adjustment: Grading or adjusting of temporary structures. 48-1.01C Submittals 48-1.01C(1) General Submit 6 copies of shop drawings and 2 copies of calculations for: 1. Falsework 2. Temporary supports 3. Temporary decking 4. Jacking 5 Adjustment 48-1.01C(2) Temporary-Structure Inspection Report Temporary-structure inspection reports must be: 1. Prepared daily during jacking and temporary-structure adjustment activities. Reports must be submitted: 1.1. By close of business the following business day 1.2. Before opening the roadway on or under the temporary structure to traffic 2. Prepared before placing concrete ---PAGE BREAK--- RSS-120 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The temporary-structure inspection report must be prepared, sealed, and signed by the temporary- structure engineer. The temporary-structure inspection report must include: 1. Description of the progress of the jacking and adjustment activities 2. Description and evaluation of the condition of the temporary structure and supported structure 3. Inspection findings and the certifications listed in section 48-1.01D(2) that are completed by the temporary-structure engineer 48-1.01C(3) Adjustment Plan Shop Drawings Submit adjustment plan shop drawings if the falsework or temporary supports are to be adjusted more than 1/2 inch. The adjustment plan shop drawings and calculations must be sealed and signed by the temporary- structure engineer. Adjustment plan shop drawings and calculations must include: 1. Methods and sequencing for the adjustment. 2. Descriptions of equipment to be used. 3. Location of jacks or other adjustment equipment. 4. Detailed sequence for releasing of bracing. 5. Details and calculations for the stability and adjustment of the falsework or temporary supports during all stages of the adjustment including any additional required temporary bracing. 6. Calculations that include stresses, deflections, and loads in all load carrying members, bracing, and equipment as well as any redistributed loads resulting from the adjustment. Calculations must also include the effect of the adjustment sequence. 48-1.01D Quality Assurance 48-1.01D(1) General Reserved 48-1.01D(2) Temporary-Structure Engineer The temporary-structure engineer must: 1. Be registered as a civil engineer in the State. 2. Have experience in temporary structure design or temporary structure construction inspection. 3. Seal and sign the shop drawings. 4. Be present during all jacking and adjustment activities. 5. Prepare, seal, and sign a daily temporary-structure inspection report during jacking and temporary- structure adjustment activities. 6. The temporary-structure engineer must inspect and certify that: 6.1. Temporary structure is stable before jacking activities or adjustments and before concrete is placed. 6.2. Temporary structure complies with the authorized shop drawings. 6.3. Materials and workmanship are satisfactory for the work. 7. Stop activity if any unanticipated issues occur. 8. Propose revisions to the authorized shop drawings to address any issues. Do not resume temporary structure activities until the proposed revisions are authorized. The temporary-structure engineer may assign a representative to perform the temporary structure activities specified in section 48-1.01D. The temporary-structure engineer must submit a letter that is sealed and signed certifying that the representative: 1. Is registered as a civil engineer in the State 2. Has experience in temporary structure design or temporary structure construction inspection 3. Is familiar with the authorized shop drawings and the stresses the members are required to sustain ---PAGE BREAK--- RSS-121 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 4. Will attend at least 1 job site visit with the Engineer and your temporary-structure superintendent to discuss the authorized shop drawings Add to list in the 2nd paragraph of section 48-2.01A: 04-17-20 5. Includes illumination for vehicular and pedestrian traffic Add to the end of section 48-2.01A: 04-17-20 Falsework used as temporary supports must comply with section 48-3. Replace section 48-2.01B with: 04-17-20 48-2.01B Definitions independent support system: Support system that is in addition to a falsework removal system that employs methods of holding falsework from above by winches, hydraulic jacks with prestressing steel, HS steel rods, or cranes. falsework release: Lowering of falsework to the point that it no longer supports the loads imposed by the permanent structure, or any element, that the falsework was designed to support during construction. Falsework release includes blowing sand from sand jacks, turning screws on screw jacks, and removing wedges. falsework removal: Releasing, lowering, and disposing of the falsework. Add between the 1st and 2nd paragraphs of section 48-2.01C(1): 10-16-20 Submit a certificate of compliance for the timber used to construct falsework. The certificate of compliance must verify the grade and species of the timber. Replace the last paragraph of section 48-2.01C(1) with: 04-17-20 Submit a falsework lighting plan at least 10 days before starting construction on falsework containing openings for vehicular traffic, pedestrians, or railroad. The plan must include: 1. Location, spacing, and mounting heights of luminaires 2. Types of luminaires 3. Calculations of illumination levels used to determine placement of luminaries 4. Plot of illumination points used to demonstrate compliance with the illumination levels requirements 5. Lighting circuit diagrams ---PAGE BREAK--- RSS-122 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 48-2.01C(2) with: 04-17-20 48-2.01C(2) Shop Drawings Submit shop drawings and calculations for falsework. The falsework shop drawings and calculations must be sealed and signed by the temporary-structure engineer for any of the following conditions: 1. Height of any portion of the falsework measured from the ground line to the soffit of the superstructure is more than 14 feet 2. Any individual falsework clear span is more than 16 feet 3. Falsework contains openings for vehicular, pedestrian, or railroad traffic 4. Falsework removal systems support falsework from above by winches, hydraulic jacks with prestressing steel, HS rods or cranes 10-16-20 Shop drawings and calculations for falsework piles with a calculated nominal resistance greater than 100 tons must be sealed and signed by an engineer who is registered as a civil or geotechnical engineer in the State. 04-17-20 Falsework shop drawings and calculations must include: 1. Details of erection and removal activities. 2. Methods and sequences of erection and removal, including equipment. 3. Maximum falsework adjustment height. 4. Details for the stability of falsework during all stages of erection and removal activities. 5. Superstructure placing diagram showing concrete placing sequence and construction joint locations. If a schedule for placing concrete is shown, no deviation is allowed. 6. Assumed soil bearing values for falsework footings. 7. Maximum horizontal distance falsework piles may be pulled for placement under caps. 8. Maximum deviation of falsework piles from vertical. 9. Anticipated total falsework and formwork settlements, including footing settlement and joint take-up. 10. Grade, species, and type of any timber or structural composite lumber. Include manufacturer's tabulated working stress values for composite lumber. 11. Design calculations that include stresses and deflections in load carrying members. 12. Provisions for complying with temporary bracing requirements. 13. Welding standard used for welded members, including previously welded splices. 14. The following information for falsework removal systems employing methods of holding falsework from above by winches, hydraulic jacks with prestressing steel, HS steel rods, or cranes: 14.1. Design code used for the analysis of the structural members of the independent support system 14.2. Provisions for complying with current Cal/OSHA requirements 14.3. Load tests and ratings within 1 year of intended use of hydraulic jacks and winches 14.4. Location of the winches, hydraulic jacks with prestressing steel, HS steel rods, or cranes 14.5. Analysis showing that the bridge deck and overhang are capable of supporting all loads at all time 14.6. Analysis showing that winches will not overturn or slide during all stages of loading 14.7. Location of deck and soffit openings if openings are needed 14.8. Details of repair for the deck and soffit openings after falsework removal Submit separate falsework shop drawings and calculations for each: 1. Single bridge or portion of bridge 2. Frame for multi-frame bridges ---PAGE BREAK--- RSS-123 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to section 48-2.01D: 04-17-20 48-2.01D(3) Falsework Lighting After the installation of falsework lighting, measure the illumination levels in the presence of the Engineer, during the hours of darkness. For pavement and pedestrian walkway lighting, the measurements must be taken at ground level with the meter sensor pointing upward. For portal lighting, measurements must be taken at the face of the surface areas specified with the meter sensor perpendicular to the surface areas. Falsework lighting must comply with the illumination levels shown in the following table: Illumination Levels Illumination Area Average Illuminance (fc) (Eavg) Uniformity (Eavg/Emin) Pavement 0.6 4.0 Portal 1.0 4.0 Pedestrian Walkway 2.0 4.0 Replace the 1st paragraph of section 48-2.01D(2) with: 04-17-20 Except for previously welded splices, welding must comply with AWS D1.1. Welding of bar reinforcement must comply with AWS D1.4. Replace the 2nd paragraph of section 48-2.01D(2) with: 10-16-20 Perform NDT on welded splices using UT or RT. Each weld and any repair made to a previously welded splice must be tested. You must select locations for testing. The length of a splice weld where NDT is to be performed must be a cumulative weld length equal to 25 percent of the original splice weld length. The cover pass must be ground smooth at test locations. Acceptance criteria must comply with the specifications for cyclically loaded nontubular connections subject to tensile stress in clause 8 of AWS D1.1. If repairs are required in a portion of the weld, perform additional NDT on the repaired sections. The NDT method chosen must be used for an entire splice evaluation, including any repairs. Replace Reserved in section 48-2.02A with: 04-17-20 Wood must comply with the NDS. Timber used for falsework construction must be seasoned with moisture content not to exceed 19 percent. Add to the end of section 48-2.02B(1): 04-17-20 Where falsework for multiple level bridges is supported on the deck of a structure: 1. Falsework must bear directly on either: 1.1. Girder stems, bent caps, or end diaphragms of the supporting structure. 1.2. Falsework sills that transmit the load to the girder stems, bent caps, or end diaphragms without applying any stress to the deck slab. 2. Additional falsework must be in place beneath the supporting structure when construction loads are imposed on the supporting structure. Design and construct additional falsework to support all construction loads imposed on the supporting structure from the upper structure. Design the falsework lighting, for pavement, portals, and pedestrian walkways at or under falsework openings, to illuminate: ---PAGE BREAK--- RSS-124 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Falsework portals during the hours of darkness 2. Pavement, with portals less than 150 feet apart, during the hours of darkness 3. Pavement, with portals 150 feet or more apart, 24 hours a day 4. Pedestrian walkways 24 hours a day Lighting branch circuits must not exceed 20 A. Replace the 2nd sentence in the 1st paragraph of section 48-2.02B(2) with: 04-17-20 The minimum total design load for any falsework for combined live and dead load is 100 psf, including members that support walkways. Replace the 4th paragraph of section 48-2.02B(2) with: 10-19-18 The assumed horizontal load the falsework bracing system must resist must be the sum of the actual horizontal loads due to equipment, construction sequence or other causes, and a wind loading. The assumed horizontal load in any direction must be at least 2 percent of the total dead load. Replace the table in the 7th paragraph of section 48-2.02B(2) with: 04-17-20 Height zone, H (feet above ground) Wind pressure value Shores or columns adjacent to traffic (psf) At other locations (psf) H≤30 20 15 30100 35 30 Replace the table in the 8th paragraph of section 48-2.02B(2) with: 04-17-20 Height zone, H (feet above ground) Wind pressure value For members over and bents adjacent to traffic opening (psf) At other locations (psf) H≤30 2.0 Q 1.5 Q 30100 3.5 Q 3.0 Q NOTE: Q = 1 + 0.2W, but not more than 10 where: W = width of the falsework system in feet, measured in the direction of the wind force ---PAGE BREAK--- RSS-125 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 48-2.02B(3)(b) with: 04-17-20 48-2.02B(3)(b) Timber Design stresses for timber and timber connections must not exceed stresses specified in the current NDS. Adjustment factors used to determine allowable stresses for timber members and connections must comply with NDS for the appropriate condition of use and species. Deflection due to concrete loading only must not exceed 1/240 of the span length. Pile design load for timber piles must not exceed 45 tons. Replace the 1st and 2nd paragraphs of section 48-2.02B(3)(c) with: 04-17-20 Except for flexural compressive stresses, the design load for identified grades of steel must not exceed the allowable strength specified in the AISC Steel Construction Manual. Except for flexural compressive stresses, the design load for unidentified steel must not exceed the allowable strength specified for steel complying with ASTM A36/A36M in the AISC Steel Construction Manual or as shown in the following table: Quality characteristic Requirement Tension, axial and flexural (psi) 22,000 Compression, axial (psi) 16,000 - 0.38(L/r)2a Shear on gross section of web of rolled shapes (psi) 14,500 Web yielding for rolled shapes (psi) 27,000 Modulus of elasticity (psi) 30 x 106 NOTES: L = unsupported length, inches r = radius of gyration of the member, inches aL/r must not exceed 120 Replace the table in the 3rd paragraph of section 48-2.02B(3)(c) with: 10-19-18 Quality characteristic Requirement Compression, flexural (psi) 12,000,000/[(L x d)/(b x t)]a Deflection due to concrete loading only 1/240 of the span Modulus of elasticity (psi) 30 x 106 NOTES: L = unsupported length, inches d = least dimension of rectangular columns or the width of a square of equivalent cross-sectional area for round columns, or the depth of beams, inches b = width of the compression flange, inches t = thickness of the compression flange, inches Fy = specified minimum yield stress in psi aNot to exceed 22,000 psi for unidentified steel, 22,000 psi for steel complying with ASTM A36/A36M, or 0.6Fy for other identified steel ---PAGE BREAK--- RSS-126 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add a footnote to the table in item 6 in the list in the 3rd paragraph of section 48-2.02B(4): 04-16-21 NOTE: Anchored temporary railings require 4 capped stakes per panel Add to section 48-2.02: 04-17-20 48-2.02C Falsework Lighting 48-2.02C(1) General A falsework luminaire must: 1. Be commercially available 2. Include brackets and locking screws 48-2.02C(2) Pavement Illumination Not Used 48-2.02C(3) Portal Illumination Portal illumination includes plywood clearance guides 4 feet wide by 8 feet high and luminaires. 48-2.02C(4) Pedestrian Walkway Illumination Not Used 04-17-20 Delete the 3rd paragraph of section 48-2.03A. Add to section 48-2.03A: 04-17-20 During concrete placement, if events occur that the Engineer determines will result in a structure that does not comply with the structure as described or settlement variance is greater than 3/8-inch from the values shown on shop drawings, stop concrete placement and apply corrective measures. If the measures are not provided before initial concrete set occurs, stop concrete placement at the location ordered. Detour traffic from the lanes over which falsework is being erected, released, adjusted, or removed. Replace the 3rd paragraph of the section 48-2.03B with: 04-17-20 Falsework piles must be driven and assessed under section 49. The actual nominal driving resistance must be at least twice the falsework pile design load. For pile acceptance, the required number of hammer blows in the last foot of driving is determined using the formula in 49-2.01A(4)(c). Add between the 2nd and 3rd paragraphs of section 48-2.03C: 10-19-18 Falsework erection includes adjustments or removal of components that contribute to the horizontal stability of the falsework system. 04-17-20 Delete the 8th paragraph of section 48-2.03C. ---PAGE BREAK--- RSS-127 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 48-2.03D with: 04-17-20 48-2.03D Removal Release and remove falsework such that portions of falsework to be removed remain stable. Falsework release includes blowing sand from sand jacks, turning screws on screw jacks, and removing wedges. Except for concrete above the deck, do not release falsework supporting any span of a: 1. Simple span bridge before 10 days after the last concrete has been placed 2. Continuous or rigid frame bridge before 10 days after the last concrete has been placed: 2.1. In that span 2.2. In adjacent portions of each adjoining span for a length equal to one-half of the span where falsework is to be released 3. Simple span, continuous, or rigid frame bridge until the supported concrete has attained a compressive strength of 2,880 psi or 80 percent of the specified strength, whichever is greater Do not release falsework for prestressed portions of structures until prestressing steel has been tensioned. Do not release falsework supporting any span of a continuous or rigid frame bridge until all required prestressing is complete in that span and in adjacent portions of each adjoining span for a length equal to at least one half of the span where falsework is to be released. Release falsework supporting spans of CIP girders, slab bridges, or culverts before constructing or installing railings or barriers on the spans, unless authorized. Release falsework for arch bridges uniformly and gradually. Start at the crown and work toward the springing. Release falsework for adjacent arch spans concurrently. Do not release falsework that supports overhangs, deck slabs between girders, or girder stems that slope 45 degrees or more from vertical before 7 days after deck concrete has been placed. You may release falsework supporting the sides of girder stems that slope less than 45 degrees from vertical before placing deck concrete if you install lateral supports. Lateral supports must be: 1. Designed to resist rotational forces on the girder stem, including forces due to concrete deck placement 2. Installed immediately after each form panel is removed 3. Installed before releasing supports for the adjacent form panel Do not release falsework for bent caps supporting steel or PC concrete girders before 7 days after placing bent cap concrete. Release falsework for structural members subject to bending as specified for simple span bridges. Do not release falsework for box culverts and other structures with decks lower than the roadway pavement and span of 14 feet or less until the last placed concrete has attained a compressive strength of 1,600 psi. Curing of the concrete must not be interrupted. Falsework release for other box culverts must comply with the specifications for the release of bridge falsework. Do not release falsework for arch culverts sooner than 40 hours after concrete has been placed. Remove falsework piling to at least 2 feet below the original ground or streambed. Remove falsework piling driven within ditch or channel excavation limits to at least 2 feet below the bottom and side slopes of the excavated areas. Falsework removal systems employing methods of holding falsework by winches, hydraulic jacks with prestressing steel, HS steel rods, or cranes must also be supported by an independent support system when the falsework is over vehicular, pedestrian, or railroad traffic openings open to traffic. ---PAGE BREAK--- RSS-128 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Bridge deck and soffit openings used to facilitate falsework removal activities must: 1. Have a 6-inch maximum diameter opening. 2. Be located away from the wheel paths for deck openings. 3. Be formed with corrugated HDPE pipe complying with section 20-2.07B(3). Before filling the bridge deck and soffit openings with concrete: 1. Trim HDPE pipes 1 inch from the exposed surface of the top of deck, bottom overhand, and soffit 2. Clean and roughen concrete surfaces of opening. Fill the opening with rapid setting concrete complying with section 60-3.02B(2) or with a concrete mix of equal or higher strength than the deck. Finish surface must comply with section 51-10.3F(2). Falsework removal over roadways with a vertical traffic opening of less than 20 feet must start within 14 days after the falsework is eligible to be released and must be completed within 45 days after it is eligible to be released. Replace section 48-2.03E with: 04-17-20 48-2.03E Falsework Lighting 48-2.03E(1) General Notify the Engineer at least 5 business days before the installation of the falsework lighting. Fasten power cables to the supporting structure at a minimum 3-foot intervals and within 12 inches from every box. Encase cables within 8 feet of the ground in a minimum 1/2-inch Type 1 conduit. Enclose splices in junction boxes. Provide power for the falsework lighting under section 87-20. Energize lighting circuits immediately after supporting structures have been erected. 48-2.03E(2) Pavement Illumination Provide pavement illumination on roadways beneath falsework structures. Install luminaires: 1. Along the sides of the opening not more than 4 feet behind or 2 feet in front of the roadway face of the temporary railing 2. 12 to 16 feet above the roadway surface without obstructing the light pattern on the pavement 3. Aimed to avoid glare to motorists 4. Spaced to comply with the illumination levels table 5. At the ends no more than 10 feet inside portal faces Measure the illumination levels at a minimum two points per lane, one on each side within one-quarter of the lane width from the lane stripe. Use this pattern to start the measurements at both ends of the falsework and then at 15-foot intervals through the length of the pavement under the falsework. 48-2.03E(3) Portal Illumination Provide portal illumination on the sides facing traffic. Install luminaires and clearance guides immediately after falsework vertical members are erected. Fasten clearance guides: 1. To the vertical support adjacent to the traveled way, facing traffic 2. Vertically with the bottom of the clearance guide from 3 to 4 feet above the roadway 3. With the center located approximately 3 feet horizontally behind the railing face on the roadway side Paint clearance guides before each installation with not less than 2 applications of flat white paint. ---PAGE BREAK--- RSS-129 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) If ordered, repainting is change order work. Install luminaires on the structure directly over the vertical support, approximately 16 feet above the pavement and 6 feet in front of the guides. Aim the luminaires to illuminate the exterior falsework beam, the clearance guides, and the overhead clearance sign and comply with the illumination levels table. Measure the illumination levels at the center and four corners of the clearance guides, at the exterior falsework beam, and at the overhead clearance sign. 48-2.03E(4) Pedestrian Walkway Illumination Provide pedestrian walkway illumination immediately after the protective overhead covering is erected. Install the luminaires a minimum 8 feet clearance in the protective overhead covering and center them over the pedestrian walkway. Space the luminaires through the pedestrian walkway as needed to comply with the illumination levels table. Install luminaires at the ends no more than 7 feet inside the pedestrian walkway openings. Measure the illumination levels at a minimum two points, one on each side within one-quarter of the walkway width from the edge. Use this pattern to start the measurements at both ends of the falsework and then at 10-foot intervals through the length of the pedestrian walkway. Replace section 48-3.01A with: 10-16-20 48-3.01A Summary Section 48-3 includes specifications for providing temporary supports for structures during retrofit, reconstruction, erection, and removal activities. Jacking assemblies, accessories, and activities required to jack and support structures must comply with section 48-5. Falsework must comply with section 48-2. Replace section 48-3.01B with: 10-16-20 48-3.01B Definitions Reserved Replace the 2nd paragraph of section 48-3.01C(1) with: 10-16-20 Submit a copy of the displacement monitoring record after completing the work. Replace the 1st and 2nd paragraphs of section 48-3.01C(2) with: 10-16-20 Submit 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 jacking and supporting the structure. 4. Stress sheets, anchor bolt layouts, shop details, erection plans, and removal plans for the temporary supports. 5. Assumed soil bearing values and design stresses for temporary support footings, including anticipated foundation settlement. 6. Maximum distance temporary-support piles may be pulled for placement under footing caps. ---PAGE BREAK--- RSS-130 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 7. Maximum deviation of temporary-support piles from a vertical line through the point of fixity. 8. Details for use of permanent piles. Include any additional loads imposed on the piles. 9. Details for additional bracing required during erection and removal of temporary supports. 10. Details of the displacement monitoring system, including equipment, location of control points, and methods and schedule for taking measurements. 11. Mitigation plan for jacking the structure if settlement occurs in the temporary supports. Calculations must show a summary of computed stresses in temporary supports, connections between temporary supports and the structure, and load-supporting members. The computed stresses must include the effect of the jacking sequence. Calculations must include a lateral stiffness assessment of the temporary support system. 10-19-18 Delete the 4th paragraph of section 48-3.01C(2). Replace section 48-3.01D with: 10-16-20 48-3.01D Quality Assurance 48-3.01D(1) General Welding, welder qualification, and welding inspection for temporary supports must comply with AWS D1.1. 48-3.01D(2) Quality Control Reserved Replace section 48-3.02B with: 04-17-20 48-3.02B Design Criteria The Engineer does not authorize temporary support designs based on allowable stresses or design load greater than those specified in section 48-2.02B(3). If falsework loads are imposed on temporary supports, the temporary supports must also satisfy the deflection criteria in section 48-2.02B(3). The temporary support system must support the initial jacking loads and the minimum temporary support design loads and forces shown. As a minimum, the horizontal load to be resisted in any direction by the temporary support system must be the sum of actual horizontal loads due to equipment, construction sequence, or other causes plus an allowance for wind and not less than 5 percent of the total supported dead load at the location being considered. Adjust vertical design loads for the weight of the temporary supports and jacking system, construction equipment loads, and additional loads imposed by jacking activities. Construction equipment loads must be at least 20 psf of deck surface area of the frame involved. 10-16-20 For column repair or removal, the temporary supports must resist the described lateral design forces applied at the point where the column to be removed meets the superstructure. Stiffness of temporary supports must match the described minimum stiffness. If the temporary support stiffness exceeds the described minimum stiffness, increase the lateral design forces to be compatible with the temporary support lateral stiffness. 04-17-20 Place temporary supports, that are resisting transverse lateral loads, within 1/2 of the span length from the existing bent. Place temporary supports, that are resisting longitudinal lateral loads, within the frame where columns are to be removed. ---PAGE BREAK--- RSS-131 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) You may use the permanent piles as part of the temporary support foundation. Do not move or adjust permanent piles from the locations shown. If you install permanent piles longer than described to support the temporary supports above the top of the footing and later cut off the piles at their final elevation, you must use shear devices adequate to transfer all pile reactions into the footing. 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 are placed on the deck of an existing structure: 1. Temporary supports must bear either: 1.1. Directly on girder stems, bent caps, or end diaphragms of the supporting structure 1.2. On falsework sills that transmit the load to the stems, bent cap, or end diaphragms without overstressing any member of the new or existing structure 2. Temporary supports must not induce permanent forces into the completed structure or produce cracking. 3. Place additional temporary supports beneath the existing structure where temporary support loads are imposed on the existing structure. Design and construct the additional temporary supports to support all loads from the upper structure and construction activities. Provide additional bracing as required to withstand all imposed loads during each phase of temporary support erection and removal. Include wind loads complying with section 48-2.02B(2) in the design of additional bracing. Mechanically connect the structure to the temporary supports and the temporary supports to their foundations. Mechanical connections must be capable of resisting the lateral design forces. Friction forces developed between the structure and temporary supports are not considered an effective mechanical connection and must not be used to reduce lateral forces. Design mechanical connections to accommodate movement resulting from adjustments made to the temporary supports. If the concrete is to be prestressed, design temporary supports to support changes to the loads caused by prestressing forces. Temporary supports must comply with the specifications for falsework in section 48-2.02B(4). Replace section 48-3.03 with: 10-16-20 48-3.03 CONSTRUCTION Where described, install temporary crash cushion modules under section 12-3.22 before starting temporary support activities. Remove crash cushion modules when authorized. Construct and remove temporary supports under the specifications for falsework in section 48-2.03. If traffic is carried on the structure on temporary supports, do not release temporary supports until the supported concrete has attained 100 percent of the described strength. Remove attachments from the existing structure. Restore concrete surfaces to original conditions except where permanent alterations are shown. Replace section 48-4.01 with: 04-17-20 48-4.01 GENERAL 48-4.01A Summary Section 48-4 includes specifications for temporary decking for joint or deck reconstruction. ---PAGE BREAK--- RSS-132 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Temporary decking must consist of a steel plate system that spans the incomplete work. Concrete anchorage devices and nonskid surface must comply with section 75-3. 48-4.01B Definitions Reserved 48-4.01C Submittals Submit shop drawings and calculations for temporary decking. Shop drawings and calculations for temporary decking must be sealed and signed by an engineer who is registered as a civil engineer in the State. Temporary decking shop drawings and calculations must include: 1. Storage location of equipment and materials that allows for 1 shift of work and placement of temporary decking within the time allowed 2. Construction sequence and schedule details 3. Cure time for concrete to be placed under temporary decking 4. Details for removing temporary decking and restoring the existing structure If temporary decking is not shown, shop drawings and calculations must also include: 1. Design calculations, including the description, location, and value, of all loads 2. Details of the connection between the temporary decking and the existing or new structure Submit a certificate of compliance for temporary decking materials. Sections 48-1.01C(2), 48-1.01C(3), and 48-1.01D(2) do not apply for temporary decking. 48-4.01D Quality Assurance Reserved Replace Not Used in section 48-4.02 with: 04-17-20 48-4.02A General Yield strength of steel plate must be greater than or equal to 36 ksi. Bolts must comply with ASTM F3125, Grade A325. Nuts must comply with ASTM A563/563M. Material for temporary tapers must be rapid setting concrete or polyester concrete complying with section 60-3.02B(2) or 60-3.04B(2). 48-4.02B Design Criteria If temporary decking is not shown, the temporary decking design must: 1. Comply with the unfactored permit loads, braking force, and HL93 loads except lane load from the current AASHTO LRFD Bridge Design Specifications with California Amendments. 2. Not exceed the allowable stresses or design loads specified in section 48-2.02B(3). 3. Have live load deflection not exceeding 1/300 of the temporary decking span for the design load. 4. Provide for temporary decking with a uniform surface with a coefficient of friction of at least 0.35 when measured under California Test 342. 5. Provide for temporary decking that is mechanically connected to the existing structure and adjacent approaches. If a steel plate spans a joint, the mechanical connection must accommodate at least 50 percent of the movement rating shown for that joint. 6. Not overstress, induce permanent forces into, or produce cracking in the existing structure. ---PAGE BREAK--- RSS-133 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 48-4.03 with: 04-17-20 48-4.03 CONSTRUCTION For bolted connections, drill the holes without damaging the adjacent concrete. Do not damage existing reinforcement. If the temporary decking does not extend the entire width of the roadway, taper the sides of the temporary decking at a 12:1 (horizontal: vertical) ratio. Cure temporary tapers at least 3 hours before allowing traffic on the temporary decking. If unanticipated displacements, cracking, or other damage occurs to the existing structure or to any new components installed in or adjacent to the deck, stop work on the deck and perform corrective measures. Edges of steel plate systems must be in full contact with the existing deck and the adjacent approach slab. If used, shims must be securely attached to the plate. Do not allow traffic on deck concrete until it has attained the compressive strength shown. When temporary decking is no longer needed, immediately remove temporary decking materials and connections from the existing structure. Patch holes with rapid setting concrete complying with section 60-3.02. Remove modifications to the existing structure except where permanent alterations are shown. Replace section 48-5 with: 10-16-20 48-5 JACKING 48-5.01 GENERAL 48-5.01A Summary Section 48-5 includes specifications for jacking the bridge superstructure using a jacking support system. 48-5.01B Definitions Reserved 48-5.01C Submittals The submittal for shop drawings and calculations must include: 1. Descriptions, locations, and values of all loads, including construction equipment loads 2. Jacking construction sequence including staging areas for equipment and materials for jacking support systems 3. Type, model number, and weight of equipment to be used including: 3.1. Jack capacity 3.2. Certified calibration chart for each jack 3.3. Certified indicator to determine jacking force 4. Details and calculations with the load paths for jacking and supporting the structure including a redundant system of supports to ensure stability of the jacking system during jacking activities 5. Stress sheets, anchor bolt layouts, shop drawing details, and erection and removal plans for the jacking support system 6. Assumed soil bearing values and design stresses for support footings, including anticipated foundation settlement 7. Details for bracing required during erection and removal 8. Details of the displacement monitoring system, including equipment, location of control points, and methods and schedule of taking measurements 9. Any additions or modifications to the structure in connection with the jacking support systems including: 9.1. Temporary strengthening and stiffening members 9.2. Permanent stiffening members 10. Mitigation plan for jacking the structure if settlement occurs ---PAGE BREAK--- RSS-134 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Calculations must show a summary of computed stresses in the jacking support system and the connections between the jacking support system and the bridge superstructure. The computed stresses must include the effect of the jacking sequence. Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State. Submit the displacement monitoring records. 48-5.01D Quality Assurance 48-5.01D(1) General Calibrate each jack within 6 months of use and after each repair. Each jack and its gauge must be calibrated as a unit with the cylinder extension in the approximate position that it will be at the final jacking force and accompanied by a certified calibration chart. Each load cell must be calibrated. Calibration must be performed by an authorized laboratory. 48-5.01D(2) Displacement Monitoring 04-16-21 Perform an initial survey to record the location of the structure before starting work. Monitor and record vertical and horizontal displacements of the jacking support system and the structure. Use vandal- resistant displacement monitoring equipment. Perform monitoring continuously during jacking activities. Make monitoring records available at the job site during normal work hours. Monitoring records must be sealed and signed by an engineer who is registered as a civil engineer in the State. 04-16-21 As a minimum, monitor the structure at the supported or jacking locations and at the midspan of both adjoining spans. Locate control points at each location near the center and at both edges of the superstructure. As a minimum, record elevations at the following times: 10-16-20 1. Before starting jacking activities 2. Immediately after completing jacking 3. After completing bridge removal 4. Before connecting the superstructure to the substructure 5. After removing the jacking support system 48-5.02 MATERIALS 48-5.02A General Reserved 48-5.02B Design Criteria The jacking support system must resist the structure dead load and lateral design forces shown, plus any additional loads from jacking equipment and activities. As a minimum, the horizontal load to be resisted in any direction for the jacking support system and temporary bracing must be the sum of actual horizontal loads due to equipment, construction sequence, or other causes plus an allowance for wind as specified in section 48-2.02B(2) and not less than 5 percent of the total dead load of the structure being jacked. If the jacking support system lateral stiffness exceeds the described minimum stiffness, increase the lateral design forces to be compatible with the jacking support system lateral stiffness. Systems involving modifications to the bridge that impair the structural integrity, intended serviceability, or design capacity of the bridge are not allowed. 48-5.03 CONSTRUCTION Equip each jack with a pressure gauge or load cell for determining the jacking force. Each pressure gauge must have an accurately reading dial at least 6 inches in diameter. Each load cell must be provided with an indicator to determine the jacking force. Provide a redundant system of supports to ensure stability of the jacking system during jacking activities. ---PAGE BREAK--- RSS-135 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Stop jacking activities if unanticipated displacements, cracking, or other damage occurs. Corrective measures must be authorized and implemented before resuming jacking activities. Before starting jacking activities at a location being supported, the jacking support system must apply a force to the structure that is equal to the initial jacking load or the dead load shown and hold that load until all initial compression and settlement of the system is completed. During jacking activities, apply loads simultaneously. Control and monitor jacking operations to prevent distortion and stresses that would damage the structure. Maintain total vertical displacements at control points to less than 1/4 inch from elevations recorded before jacking or as authorized. Jack the superstructure uniformly to the position described. Distribute the load uniformly across each hinge, abutment, bent, or span. If authorized, place galvanized shims as necessary to provide uniform loading at bearing pads. After reconstruction activities, the monitored control points must not deviate by more than 1/4 inch from the initial vertical survey elevations or other authorized elevations. Remove attachments required for jacking from the superstructure and apply the described finish to concrete surfaces. 48-5.04 PAYMENT Not Used Add to the end of section 48-6.01C(1): 04-17-20 Sections 48-1.01C(2), 48-1.01C(3), and 48-1.01D(2) do not apply for temporary wood poles. Replace Reserved in section 48-6.01D(1) with: 04-17-20 A temporary-structure engineer is not required. 04-17-20 Delete the 3rd paragraph of section 48-6.02B. 49 PILING 04-16-21 Replace section 49-1.01B with: 04-16-21 49-1.01B Definitions control zone: Zone where subsurface conditions are similar to the corresponding support location. dry hole: Drilled hole that requires no work to keep it free of water. dewatered hole: Drilled hole that: 1. Accumulates no more than 12 inches of water at the bottom during a 1-hour period without pumping from the hole 2. Has no more than 3 inches of water at the bottom immediately before placing concrete 3. Does not require temporary casing to control groundwater ---PAGE BREAK--- RSS-136 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) nominal driving resistance: Sum of nominal resistance required to resist the factored axial loads and driving resistance from unsuitable, liquefiable, or scourable penetrated soil layers that do not contribute to the design resistance. nominal resistance: Geotechnical resistance required to resist the factored axial loads. Replace the 4th paragraph of section 49-1.01D(3) with: 04-16-21 Install load test piles with the same equipment to be used for installation of production piles. Replace the 6th paragraph of section 49-1.01D(4) with: 10-19-18 Except for load test piles and anchor piles, drive the 1st production pile in the control zone. Do not install any additional production piles until dynamic monitoring has been performed, and the Engineer provides you with the bearing acceptance criteria curves for any piles represented by the dynamically monitored piles. Add to the end of section 49-1.03: 04-16-21 For a mechanically stabilized embankment abutment, drive or install the piles before constructing the mechanically stabilized embankment around the piles. Mechanically stabilized embankment reinforcement must maintain a 6-inch clearance around the piles. Replace the 3rd paragraph of section 49-2.01D with: 10-19-18 The payment quantity for furnish piling is the length measured along the longest side of the pile from the specified tip elevation shown to the plane of pile cutoff, except for dynamically monitored piles. For dynamically monitored piles, the payment quantity for furnish piling includes an additional length of 2 times the largest cross-sectional dimension of the pile plus 2 feet. Add to the end of section 49-2.02A(2): 10-19-18 longitudinal weld length: The length of a continuous longitudinal weld. circumferential weld length: The length of a continuous weld around the circumference of the pipe pile. spiral weld length: The length of one full 360-degree spiral weld revolution around the circumference of the pipe pile. Replace the 3rd paragraph of section 49-2.02A(4)(b)(iii)(B) with: 10-19-18 For welding performed under AWS D1.1: 1. Perform NDT on 25 percent of each longitudinal, circumferential, or spiral weld length using RT or UT. 2. If repairs are required in a portion of the tested weld: ---PAGE BREAK--- RSS-137 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2.1. Perform additional NDT on untested areas on each end of the initial portion tested. The length of additional NDT on each end must equal 10 percent of the weld length. If it is not possible to perform 10 percent of the weld length on one end, perform the remaining percentage on the other end. 2.2. After this additional 20 percent of NDT is performed, determine and record the total cumulative repair from all NDT for each weld length. If the cumulative weld repair length is equal to or more than 10 percent of the weld length, then perform NDT on the entire weld length. 2.3. Perform NDT on the repaired portion plus 2 inches on each end of the repaired weld excavation. Replace the 2nd paragraph of section 49-2.02A(4)(b)(iii)(C) with: 10-19-18 Perform NDT on 25 percent of the weld length performed by each welder, using RT or UT at locations selected by the Engineer. The Engineer may select several locations on a given splice. The cover pass must be ground smooth at locations to be tested. Replace the 4th paragraph of section 49-2.02A(4)(b)(iii)(C) with: 10-19-18 If repairs are required in a portion of the tested weld: 1. Perform additional NDT on untested areas on each end of the initial portion tested. The length of additional NDT on each end must equal 10 percent of the pipe's outside circumference. If it is not possible to perform 10 percent of the weld length on one end, perform the remaining percentage on the other end. 2. After this additional 20 percent of NDT is performed, determine and record the total cumulative repair from all NDT for each weld length. If the cumulative weld repair length is equal to or more than 10 percent of the pipe's outside circumference, then perform NDT on the entire weld length. 3. Perform NDT on the repaired portion plus 2 inches on each end of the repaired weld excavation. Replace the 5th paragraph of section 49-2.02B(1)(a) with: 10-16-20 For welding and prequalifying base metal under Table 5.3 of AWS D1.1, treat steel pipe piles complying with ASTM A252 as either ASTM A572/572M, Grade 50, or ASTM A709/709M, Grade 50. Replace the 7th paragraph of section 49-2.02B(1)(a) with: 10-16-20 For groove welds using submerged arc welding from both sides without backgouging, qualify the WPS under Table 6.5 of AWS D1. Replace the 5th paragraph of section 49-2.02B(1)(b) with: 10-16-20 If splicing steel pipe piles using a circumferential weld, the piles must comply with the fit-up requirements of clause 10.23.1 of AWS D1.1. Replace clause 4.9.4 in item 2.3 in the list in the 2nd paragraph of section 49-2.02B(2) with: 10-16-20 Clause 6.10.4 ---PAGE BREAK--- RSS-138 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 49-3.01B(2) with: 04-19-19 49-3.01B(2) Mass Concrete Section 49-3.01B(2) applies to CIP concrete piles with a diameter greater than 8 feet. For piles with a diameter greater than 8 feet and less than or equal to 14 feet: 1. The specifications for SCM content in the 4th paragraph of section 90-1.02B(3) do not apply. 2. The SCM content of the concrete must comply with the following: 2.1. Any combination of portland cement and fly ash satisfying: Equation 1: (12 x FM)/MC ≥ X where: FM = fly ash complying with AASHTO M 295, Class F, with a CaO content of up to 10 percent, including the quantity in blended cement, lb/cu yd MC = minimum quantity of cementitious material specified, lb/cu yd X = 3.0 for 8 < D ≤ 10, where D = pile diameter in feet X = 4.0 for 10 < D ≤ 14, where D = pile diameter in feet Equation 2: MC - MSCM - PC ≥ 0 where: MC = minimum quantity of cementitious material specified, lb/cu yd MSCM = minimum sum of SCMs that satisfies equation 1, lb/cu yd PC = quantity of portland cement, including the quantity in blended cement, lb/cu yd 2.2. You may replace any portion of the portland cement with any SCM complying with section 90- 1.02B(3) if equations 1 and 2 are satisfied as specified above. For piles with a diameter greater than 14 feet, the concrete must comply with the specifications for mass concrete in section 51-6. Replace the introductory clause in the 2nd paragraph of section 49-3.02A(3)(b) with: 04-16-21 For concrete placed under slurry, submit the additional information: Replace item 3 in the list in the 2nd paragraph of section 49-3.02A(3)(g) with: 04-16-21 3. Step by step description of the mitigation work to be performed, including drawings if necessary. If the ADSC Standard Mitigation Plan is an acceptable mitigation method, include the most recent version. For the most recent Department-published version of ADSC Standard Mitigation Plan, go to the Authorized ADSC Standard Mitigation Plan website. ---PAGE BREAK--- RSS-139 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 3rd sentence in the 1st paragraph of section 49-3.02A(3)(h) with: 04-16-21 The mitigation report must be sealed and signed by an engineer who is registered as a civil engineer in the State, except for mitigation performed under the current Department-published version of ADSC Standard Mitigation Plan – Basic Repair. Replace the 7th paragraph of section 49-3.02A(4)(d)(iii) with: 04-16-21 If a rejected pile requires mitigation, the Department withholds 30 percent of the contract item price of the rejected pile. The Department returns the withholding upon compliance with sections 49-3.02A(3)(h) and 49-3.02A(4)(d). Add to the end of section 49-3.02C(1): 04-19-19 You may construct CIDH concrete piles 24 inches in diameter or larger by excavating and depositing concrete under slurry. Replace the 3rd paragraph of section 49-3.02C(7) with: 10-16-20 Section 49-2.01A(4)(c) and the 5th through 7th paragraphs of section 49-2.01C(5) do not apply to permanent casings specified in section 49-3.02C(7). 04-19-19 Delete the 2nd paragraph of section 49-3.02C(8). Replace section 49-4 with: 04-16-21 49-4 STEEL SOLDIER PILING 49-4.01 GENERAL 49-4.01A Summary Section 49-4 includes specifications for drilling holes, installing steel soldier piles, and placing concrete in the holes. 49-4.01B Definitions dewatered hole: Drilled hole that: 1. Accumulates no more than 12 inches of water at the bottom during a 1-hour period without pumping from the hole 2. Has no more than 3 inches of water at the bottom immediately before placing concrete 49-4.01C Submittals 49-4.01C(1) General Reserved 49-4.01C(2) Pile Installation Plan Submit a pile installation plan. Include descriptions, details, and supporting calculations for: 1. Concrete mix designs for concrete backfill and lean concrete backfill 2. Methods, toolings, and equipment for drilling and cleaning hole ---PAGE BREAK--- RSS-140 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Number and sequence of piles you plan to drive each day 4. Removing, handling, and disposing of drill cuttings 5. If temporary casing is used, proposed method of installing, drilling, placing concrete, and removing temporary casing 6. Placing, aligning, plumbing, spacing and securing the position of the pile before concrete placement 7. Theoretical volume of concrete to be placed at each pile 8. Verifying the bottom of the drilled hole is clean before concrete placement 9. Determining top of concrete elevation during concrete placement 10. Method of concrete placement in a dry or dewatered hole For concrete placed under slurry, submit the additional information: 1. Method of placing concrete in a hole that is neither dry nor dewatered 2. Manufacturer’s recommendations on the use of and test reports on the physical and chemical properties of the proposed slurry and any slurry chemical additives, including SDSs 3. Determining volume of slurry required for the work 4. Methods and equipment used for containment, mixing, agitating, placing, recirculating, and cleaning of the slurry 5. Slurry testing equipment and testing procedures 6. Methods of removing, handling, and disposing of drilled cuttings, contaminated concrete, and slurry 49-4.01C(3) Concrete Backfill Placement Report Submit a concrete backfill placement report as an informational submittal within 2 business days of completion of concrete backfill placement in the hole. The concrete backfill placement report must include: 1. Pile number, location, as-built tip elevation and concrete backfill cutoff elevation 2. Dates of drilling, concrete placement, and total quantity of concrete placed 3. Details of any hole stabilization methods and materials used 4. Drilling and tooling equipment used to complete the pile 49-4.01D Quality Assurance Reserved 49-4.02 MATERIALS 49-4.02A General Steel soldier piles must comply with section 49-2.03. Concrete anchors must comply with the specifications for studs in clause 9 of AWS D1.1. 49-4.02B Slurry Slurry must comply with section 49-3.02B(6) , except water slurry must comply with the requirements shown in the following table: Water Slurry Requirements Quality characteristic Test method Requirement Density Mud weight (density), API RP 13B-1 section 4 Before final cleaning and immediately before placing concrete (pcf) ≤64a Sand content Sand, Before final cleaning and immediately before placing concrete API RP 13B-1, section 9 ≤1.0 aIf authorized, you may use salt water slurry. The allowable density of the slurry may be increased by 2 pcf. ---PAGE BREAK--- RSS-141 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 49-4.03 CONSTRUCTION 49-4.03A General Concrete for steel soldier piles must be placed in a dry or dewatered hole. If authorized, you may construct piles by drilling and depositing concrete under slurry. Drilling the hole, installing the pile, and placing concrete backfill and lean concrete backfill must be performed in a continuous operation, unless otherwise authorized. Place concrete evenly on all sides of the pile and continuously from the bottom of the hole to the cut-off elevation. Concrete placement must not disturb pile alignment. 49-4.03B Drilled Holes The axis of the drilled hole must not deviate from plumb more than 1 inch per 10 feet of length. During drilling, do not disturb the foundation material surrounding the pile. Equipment or methods used for drilling holes must not cause quick soil conditions or scouring or caving of the hole. If the pile center-to-center spacing is less than four pile diameters, do not drill holes for the adjacent piles until 24 hours have elapsed after concrete placement in the preceding pile. If slurry is used during drilling operations, maintain the slurry level at a height required to maintain a stable hole but not less than 10 feet above the piezometric head. After drilling begins, complete construction of the pile in one work shift to prevent deterioration of the surrounding foundation material. Remove and dispose of deteriorated foundation material, including material that has softened, swollen, or degraded, from the exposed surface. Verify the bottom of the drilled hole is clean before placing the pile in the drilled hole. If authorized, you may use temporary casing to control caving or ground water. Temporary casing must comply with section 49-3.02C(3). If authorized to control caving or water seepage, you may enlarge portions of the hole, backfill the hole with slurry cement backfill or concrete, and redrill the hole to the diameter shown. The enlarged hole must allow for at least a 6-inch annulus of slurry cement or concrete surrounding the pile after the hole is redrilled. 49-4.03C Steel Soldier Piles Plumb, align, and secure the pile before placing concrete. The hole must provide at least a 2-inch horizontal clearance around the pile for the full length of the hole. Provide vertical clearance at the tip of the pile as shown. Provide spacers if necessary. Ream or enlarge holes to provide the required clearance. Before placing concrete, the pile must be secured in place and must not be suspended from a crane or other mobile equipment. Maintain clearance and alignment of the pile in the hole while placing concrete. 49-4.03D Placing Concrete Section 51-1.03D(3) does not apply to steel soldier piling. Drilled holes must be clean and free of debris before concrete is placed. Concrete must be directed to the bottom of the hole and not allowed to strike the sides of the hole. Placing concrete must not result in disturbance or caving of the hole. If necessary to prevent disturbance, use adjustable length pipes or tremie tubes to direct concrete to the bottom of the hole. If temporary casing is used, remove temporary casing during concrete placement. Maintain the concrete in the casing at a level required to maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent displacement of the concrete. If the hole is not a dry or dewatered hole, place concrete under slurry. ---PAGE BREAK--- RSS-142 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 49-4.03E Placing Concrete Under Slurry Section 49-4.03E applies if placing concrete under slurry. Carefully place concrete in a compact, monolithic mass, using a method that prevents washing of the concrete. Do not vibrate the concrete. The delivery system must consist of two tremie tubes, one on each side of the soldier pile, fed by one or more concrete pumps. The tremie tubes must be watertight steel tubes with sufficient rigidity to keep the tube ends in the mass of concrete placed for the full period of placement. Do not allow concrete to fall into the groundwater or drilling slurry during concrete placement. Cap each delivery tube with a watertight cap or plug each tube above the slurry level with a tight-fitting moving plug that expels the slurry from the tubes as the tubes are charged with concrete. The caps or plugs must be designed to release as the tubes are charged. Extend each tremie tube to the bottom of the hole before charging the tube with concrete. After charging the tube with concrete, induce the flow of concrete through the tube by raising the discharge end. During concrete placement: 1. Embed the tip of the delivery tube within 6 inches of the bottom of the hole until 10 feet of concrete has been placed. Maintain embedment of the tip at least 10 feet below the top surface of the concrete. 2. Do not rapidly raise or lower the delivery tube. Withdraw any temporary casing from the hole while maintaining concrete within the casing at the level required to prevent intrusion of groundwater, slurry, or soil, but not less than 5 feet above the bottom of the casing until you reach the limits of concrete placement. Withdrawal of the casing must not cause contamination of the concrete with slurry. Remove scum, laitance, and slurry-contaminated concrete from the top of the pile. Dispose of material resulting from placing concrete under slurry. 49-4.04 PAYMENT Not Used 51 CONCRETE STRUCTURES 04-16-21 Add to the beginning of section 51-1.01C(1): 04-19-19 If ordered, submit concrete form design and materials data for each forming system. Replace section 51-1.01C(5) with: 04-17-20 51-1.01C(5) Drill and Bond Dowel—Chemical Adhesive For each lot or batch of chemical adhesive used for drill and bond dowel chemical-adhesive systems, submit the following: 1. Certificate of compliance, including the material name and lot or batch number 2. Manufacturer's installation procedures, including the minimum cure time 3. SDS ---PAGE BREAK--- RSS-143 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) For each chemical adhesive, submit 1 test sample for every 100 cartridges or fraction thereof to be used. The test sample must consist of 1 cartridge of chemical adhesive, 1 mixing nozzle, and 1 retaining nut. Submit test samples to METS at least 25 days before use. Each test sample must clearly and permanently show the following: 1. Manufacturer's name 2. Material name 3. Lot or batch number 4. Expiration date 5. Evaluation report number 6. Directions for use 7. Storage requirements 8. Warnings or precautions required by State and federal laws and regulations Replace the 3rd paragraph of section 51-1.01D(3)(b)(ii) with: 04-16-21 Before the testing, clean the test area by sweeping and removing debris. Add between the 4th and 5th paragraphs of section 51-1.01D(3)(b)(ii): 04-16-21 Concrete roadway surfaces on the bridge deck and approach slabs must comply with the following smoothness requirements: 1. Profile trace having no high points over 0.02 foot 2. Profile count of 5 or less in any 100-foot section for portions within the traveled way 3. Surface not varying more than 0.02 foot from the lower edge of a 12-foot-long straightedge placed transversely to traffic 04-16-21 Delete the 6th paragraph of section 51-1.01D(3)(b)(ii). Add to the end of section 51-1.01D(3): 04-17-20 51-1.01D(3)(c) Drill and Bond Dowel—Chemical Adhesive The Department will verify the chemical adhesive used in the drill and bond dowel chemical adhesive system is chemically consistent with the chemical adhesive material on the Authorized Materials List. Add to the end of section 51-1.02B: 10-18-19 Concrete for concrete bridge decks or PCC deck overlays must contain: 1. Polymer fibers. Each cubic yard of concrete must contain at least 1 pound of microfibers and at least 3 pounds of macrofibers. 2. Shrinkage reducing admixture. Each cubic yard of concrete must contain at least 3/4 gallon of a shrinkage reducing admixture. If you use the maximum dosage rate shown on the Authorized Material List for the shrinkage reducing admixture, your submitted shrinkage test data does not need to meet the shrinkage limitation specified in section 90-1.02A. ---PAGE BREAK--- RSS-144 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 51-1.02D with: 04-17-20 51-1.02D Rapid Strength Concrete For bridge decks or PCC deck overlays: 1. RSC must have a minimum 28-day compressive strength of 4,500 psi 2. RSC must contain at least 675 pounds of cementitious material per cubic yard 10-16-20 3. If your RSC shrinkage test results are 0.024 percent or less without the use of a shrinkage reducing admixture: 04-17-20 3.1 Use of shrinkage reducing admixture is not required 3.2 Fibers are not required 4. If you use the maximum dosage rate shown on the Authorized Material List for shrinkage reducing admixture, your shrinkage test results must be 0.032 percent or less RSC must have a minimum 28-day compressive strength of 4,000 psi. If you use chemical admixtures or SCMs, the same proportions must be used when testing. If you use aggregate that is not on the Authorized Material List for innocuous aggregate, the cement in your proposed mix design must comply with one of the following: 1. Any hydraulic cement, with or without any proposed SCM, must have an expansion ratio of less than 0.10 percent when tested with glass aggregate under ASTM C1260. Test specimens must be prepared using proportions of ingredients under ASTM C441. 2. For Portland cement, the quantity of SCM in your proposed mix design must satisfy equation 1 of section 90-1.02B(3). The specifications for a reduction in the operating range and contract compliance for cleanness value and sand equivalent specified in section 90-1.02C(2) and section 90-1.02C(3) for aggregate, do not apply to RSC used for a bridge element. Replace the 1st paragraph of section 51-1.02H with: 04-17-20 Chemical adhesives for bonding dowels must be on the Authorized Material List for chemical adhesives and must be appropriate for the installation conditions of the project. 10-18-19 Delete the 5th paragraph of section 51-1.03C(2)(b). Replace section 51-1.03D(2) with: 10-16-20 51-1.03D(2) Concrete Bridge Decks and Diaphragms For decks on structural steel, install cross frames the entire width of the bridge before placing the deck concrete. For concrete decks placed on bridges composed of continuous steel girders, place the portion of deck over the supports last. For bridges composed of simple span PC concrete girders made continuous, place the deck at least 5 days after placing the intermediate diaphragms or after intermediate diaphragm concrete has attained a concrete compressive strength of at least 3,000 psi. Place end diaphragms with the portion of the deck over the supports last. ---PAGE BREAK--- RSS-145 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) For bridges composed of simple span PC concrete girders not made continuous, place the deck at least 5 days after placing the intermediate and end diaphragms or after diaphragm concrete has attained a concrete compressive strength of at least 3,000 psi. Deck closure pours must comply with the following: 1. During primary deck placement and for at least 24 hours after completing the deck placement, reinforcing steel protruding into the closure space must be free from any connection to reinforcing steel, concrete, forms, or other attachments of the adjacent structure. 2. Closure pour forms must be supported from the superstructure on both sides of the closure space. Replace the 1st paragraph of section 51-1.03E(1) with: 10-16-20 Where shown, paint the structure name, bridge number, year constructed, and other bridge identification information. Painting concrete must comply with section 78-4.03C(3). Bridge identification on the bridge barrier must comply with section 83-1.03D. Bridge identification on the bridge substructure must be painted at each structure approach facing and visible to approaching traffic. At bents or piers, paint identification 10 feet above roadway finish grade elevation or water surface elevation. Add to the end of section 51-1.03E(1): 04-17-20 Repair rejected holes, that will not be encased in concrete, with bonding material complying with section 51-1.02C. Replace the 2nd paragraph of section 51-1.03E(3) with: 04-17-20 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. Replace section 51-1.03E(5) with: 04-17-20 51-1.03E(5) Drill and Bond Dowel—Chemical Adhesive Install dowels for the drill and bond dowel chemical adhesive system under the manufacturer's instructions. When installing dowels in new concrete, install after the concrete has cured for at least 28 days. Drill the holes without damaging the adjacent concrete. Remove all loose dust and concrete particles from the hole and protect the hole from deleterious materials until the anchor is installed. 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. Immediately after inserting the dowel into the chemical adhesive, support the dowel as necessary to prevent movement until the chemical adhesive has cured the minimum time specified in the manufacturer's instructions. Dowels must not be adjusted by bending. The adhesive must be fully cured before the dowel is put into service. Replace dowels that fail to bond or are damaged. ---PAGE BREAK--- RSS-146 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 2nd paragraph of section 51-1.03H with: 10-18-19 Cure the top surface of bridge decks by misting and the water method using a curing medium under section 90-1.03B(2). After strike-off, immediately and continuously mist the deck with an atomizing nozzle that forms a mist and not a spray. Continue misting until the curing medium has been placed and the application of water for the water method has started. At the end of the curing period, remove the curing medium and apply curing compound on the top surface of the bridge deck during the same work shift under section 90-1.03B(3). The curing compound must be curing compound no. 1. 10-18-19 Delete the 4th paragraph of section 51-1.03H. Add to section 51-1.03: 10-19-18 51-1.03J Temporary Decking If you are unable to complete bridge reconstruction activities before the bridge is to be opened to traffic, furnish and maintain temporary decking under section 48-4 until that portion of the work is complete. Add to the end of section 51-2.01A(1): 10-18-19 The specifications for shrinkage in section 90-1.02A, shrinkage reducing chemical admixture in section 51-1.02B, and polymer fibers in section 51-1.02B do not apply to concrete used to fill blocked- out recesses for joint seal assemblies. Replace section 51-2.02B with: 04-16-21 51-2.02B Type A and AL Joint Seals 51-2.02B(1) General 51-2.02B(1)(a) Summary Section 51-2.02B includes specifications for installing Type A and AL joint seals. Type A and AL joint seals consist of field-mixed silicone sealant placed in grooves in the concrete. 51-2.02B(1)(b) Definitions Reserved 51-2.02B(1)(c) Submittals At least 15 days before delivery to the job site, submit a certificate of compliance, SDS, and manufacturer’s instructions for: 1. Storing and installing: 1.1. Joint seals. 1.2. Backer rods. Include manufacturer data sheet verifying compatibility with the joint sealant. 2. Storing and applying primer, if required by the manufacturer. 51-2.02B(1)(d) Quality Assurance Reserved ---PAGE BREAK--- RSS-147 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 51-2.02B(2) Materials Reserved 51-2.02B(2)(b) Type A and AL Joint Seal Type A and AL joint seals must be on the Authorized Materials List for type A and AL joint seals. Label sealant containers or provide identification tickets for tanks of 2-component material. Include the following: 1. Material designation 2. Lot number 3. Manufacturer's name 4. Date of manufacture and expiration 51-2.02B(2)(c) Backer Rods Polyethylene foam or rod stock for retaining sealant must be commercial quality with a continuous, impervious glazed surface. 51-2.02B(3) Construction 51-2.02B(3)(a) General Do not use sealant or adhesive that has skinned over or cannot be redispersed by hand stirring. Do not use liquid components that have been exposed to air for more than 24 hours. Abrasive blast clean joints and remove foreign material with high-pressure air immediately before installing seals. Protect waterstops during cleaning. Joint surfaces must be surface dry when seals are installed. Place the sealant using equipment that mixes and extrudes the sealant into the joint. The equipment and the sealant placement must be as recommended by the sealant manufacturer. 51-2.02B(3)(b) Type A Seal Preparation For Type A joint seals, do not start cutting grooves until joint material is delivered to the job site. 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. Saw cutting grooves is not required at the following locations: 1. Joints armored with metal 2. Joints in curbs, sidewalks, barriers, and railings, if grooves are formed to the required dimensions 3. Existing joints where Type A seals are to be installed Remove all material from the deck joint to the bottom of the saw cut. Remove foreign material from joints in curbs, sidewalks, barriers, railings, and deck slab overhangs. Repair spalls, fractures, or voids in the grooved surface at least 64 hours before installing the joint seal. Bevel the lips of saw cuts by grinding. The Engineer may order you to saw cut grooves at existing joints to be sealed with a Type A joint seal. This work is change order work. ---PAGE BREAK--- RSS-148 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 51-2.02B(3)(c) Type AL Seal Preparation For Type AL joint seals, remove expanded and foreign material to the depth of the joint seal. Grind or edge the lip of the joint. 51-2.02B(4) Payment Not Used Replace the 2nd paragraph of section 51-4.01C(1) with: 04-19-19 For PC PS concrete girders and deck panels, submit an erection work plan. The work plan must be signed by an engineer who is registered as a civil engineer in the State and include procedures, details, and sequences for: 1. Unloading 2. Lifting 3. Erecting 4. Temporary bracing installation Replace the 1st paragraph of section 51-4.01C(2)(a) with: 04-19-19 Submit shop drawings for PC concrete members to the OSD Documents Unit unless otherwise specified. Replace Reserved in section 51-4.01C(2)(e) with: 04-19-19 For PC deck panels, shop drawings must include: 1. Panel materials, shapes, and dimensions. 2. Deck panel layout identifying the locations of each panel. 3. Reinforcing, joint, and connection details. 4. Complete details of the methods, materials, and equipment used in prestressing and precasting work. 5. Type of texture and method of forming the textured finish. 6. Methods and details for lifting, bracing, and erection. 7. Method of support and grade adjustment. 8. Methods of sealing against concrete leaks. Replace the 2nd paragraph of section 51-4.02B with: 04-19-19 Handle, store, transport, and erect PC members in a position such that the points of support and directions of the reactions with respect to the member are approximately the same as when the member is in its final position. Replace Reserved in section 51-4.02D(7) with: 04-19-19 Clearly label the top surface of each panel with the word TOP as shown on the deck panel layout using waterproof paint or other authorized means. Apply a coarse texture to at least 90 percent of the deck panel top surface area by brooming with a stiff bristled broom or by other suitable devices that results in uniform scoring parallel with the prestressing strands. The top surface texture must have a maximum 1/8-inch texture. ---PAGE BREAK--- RSS-149 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Each camber strip must: 1. Consist of high density expanded with a minimum compressive strength of 55 psi. 2. Consist of a single layer and extend continuously under each deck panel. 3. Achieve a height that accounts for roadway profile, cross slope, and girder camber. 4. Have 1/4-inch v-notches or 1/2 by 1/2-inch slots cut into the top surface on 4-foot centers. Camber strip dimensions must comply with the following table: Camber Strip Dimensions Height (inches) Width (inches) 1 to 2.5 1.5 Greater than 2.5 and less than or equal to 3.5 1.75 Greater than 3.5 and less than or equal to 4 2 Chemical adhesive must be suitable for use with concrete and For the concrete deck pour, the aggregate must comply with the 1/2-inch maximum or the 3/8-inch maximum combined aggregate gradation specified in section 90-1.02C(4)(d). Add between the 5th and 6th paragraphs of section 51-4.03B: 10-19-18 Erect steel or PC girders onto the supporting concrete, such as bent caps or abutments, after the concrete attains a compressive strength of 2,880 psi or 80 percent of the specified strength, whichever is greater. Replace Reserved in section 51-4.03G with: 04-19-19 Construct the deck panel system in the following sequence: 1. After girders and diaphragms are in place, place each camber strip along the top of each girder. Apply a continuous bead of chemical adhesive to the top and bottom of each camber strip to prevent gaps between the camber strip and concrete members. 2. Place each deck panel as shown on the deck panel layout such that each panel bears uniformly on the camber strips. 3. Abrasive blast clean deck panel and girder surfaces before placing deck reinforcement. Remove all surface laitance, curing compound, and other foreign materials. Thoroughly clean under the edges of each panel to ensure removal of construction debris before the stage 1 deck pour. 4. Place deck reinforcement. 5. Place deck concrete in a two-stage continuous pour: 5.1. Place and vibrate stage 1 concrete over the girders by completely filling the area between the camber strips in from 15 to 30 feet longitudinal sections ahead of the stage 2 concrete deck pour. Check slots or holes in camber strips to ensure removal of air voids and full consolidation during concrete placement. 5.2. Place stage 2 concrete deck over stage 1 concrete and deck panels as to not result in a cold joint between the two stages. If required, install temporary bracing between the ends of each deck panel to prevent transverse panel movement that could lead to loss of bearing on the camber strips. Loads placed on deck panels during construction must not exceed 50 psf. ---PAGE BREAK--- RSS-150 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Apparent elongation in the table in the 2nd paragraph of section 51-5.02B with: 04-19-19 Apparent elongation (max, percent) ASTM D4632 35 52 REINFORCEMENT 10-16-20 Replace the definition for affected zone of section 52-1.01B with: 10-16-20 Any weld and the greater of 1 inch or 1 bar diameter adjacent to the weld, or portion of the reinforcing bar where any properties of the bar, including the physical, metallurgical, or material characteristics, have been changed by either: 1. Fabrication or installation of a splice 2. Manufacturing process for headed bar reinforcement Add to section 52-1.01B: 10-16-20 group: Set of 5 or fewer consecutive lots after the 1st lot. Replace the 2nd paragraph of section 52-1.01C(3) with: 10-16-20 Submit the following: 1. Copy of the certified mill test report for each heat and size of reinforcing steel showing: 1.1. Physical and chemical analysis 1.2. Manufacturing location 2. Two copies of a list of all reinforcement before starting reinforcement placement Replace the 1st paragraph of section 52-1.02B with: 10-16-20 Reinforcing bars must be deformed bars complying with ASTM A706/A706M, Grade 60, except you may use: 1. Deformed bars complying with ASTM A615/A615M, Grade 60, in: 1.1. Junction structures 1.2. Sign and signal foundations 1.3. Minor structures 1.4. Mechanically-stabilized-embankment concrete panels 2. Deformed or plain bars complying with ASTM A615/A615M, Grade 40 or 60, in: 2.1. Slope and channel paving 2.2. Concrete barriers Type 50 and 60 3. Plain bars for spiral or hoop reinforcement in structures and concrete piles ---PAGE BREAK--- RSS-151 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to the list in the 2nd paragraph of section 52-1.02B: 10-16-20 10. Drainage inlets Replace section 52-1.02E with: 04-17-20 52-1.02E Dowels 52-1.02E(1) General Reinforcing steel dowels must be deformed bars complying with section 52-1.02B. Threaded rods used as dowels must comply with section 75-1.02A. 52-1.02E(2) Dowels for Drill and Bond Dowel—Chemical Adhesive Dowels for drill and bond dowel chemical-adhesive systems must be one of the following: 1. Threaded rods complying with ASTM F1554, Grade 36 2. Deformed bar reinforcement complying with section 52-1.02B 3. Stainless steel reinforcement complying with ASTM A955/A955M, Grade 60, UNS Designation S31653, S32304, S32205, or S31803 Replace the 2nd paragraph of section 52-2.02A(3)(c) with: 10-16-20 Submit a certificate of compliance for the patching material and one of the following: 1. Certification that the patching material is compatible with the epoxy powder to be used. 2. Copy of the patching material container label showing the patching material is compatible with the epoxy powder to be used. 10-16-20 Delete the 3rd paragraph of section 52-2.02A(3)(c). Replace the 1st paragraph of section 52-2.02A(4)(b) with: 10-16-20 Test samples must comply with the requirements for coating thickness specified in ASTM A775/A775M for bar reinforcement or ASTM A884/A884M Class A, Type 1 for wire reinforcement, as follows: 1. If both test samples comply with the requirements, the Department accepts all epoxy-coated reinforcement represented by the test. 2. If both test samples do not comply with the requirements, the Department performs 1 additional test on the reinforcement of the same size from the same shipment. This additional test consists of testing 2 test samples, randomly selected by the Engineer, for coating thickness. If both test samples do not comply with the specified requirements, the Department rejects all epoxy-coated reinforcement represented by the test. Replace the 1st paragraph of section 52-2.03A(4)(b) with: 10-16-20 Test samples must comply with the requirements for coating thickness specified in ASTM A934/A934M for bar reinforcement or ASTM A884/A884M Class A, Type 2 for wire reinforcement, as follows: ---PAGE BREAK--- RSS-152 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. If both test samples comply with the requirements, the Department accepts all epoxy-coated reinforcement represented by the test. 2. If both test samples do not comply with the requirements, the Department performs 1 additional test on the reinforcement of the same size from the same shipment. This additional test consists of testing 2 test samples, randomly selected by the Engineer, for coating thickness. If both test samples do not comply with the specified requirements, the Department rejects all epoxy-coated reinforcement represented by the test. Replace the 2nd paragraph of section 52-5.01D(3) with: 10-16-20 After receiving notification that lots are ready for QC testing, the Engineer randomly selects department acceptance test samples and places tamper-proof markings or seals on the test samples. Test samples must be removed from: 1. First QC lot 2. Each subsequent group of QC lots Replace the introductory clause in the 2nd paragraph of section 52-5.01D(4)(b) with: 10-16-20 Headed bar reinforcement test samples are tested for necking under Necking Option I as specified in CT 670 and tensile tested: Replace the 2nd paragraph of section 52-5.02 with: 10-16-20 At fracture, headed bar reinforcement must comply with: 1. Tensile requirements of ASTM A970/A970M, Class A. 2. Necking requirements under CT 670 by showing signs of visible necking in the reinforcing bar. The visible necking must be located outside the affected zone. Replace section 52-6.01B with: 10-16-20 52-6.01B Definitions Reserved Replace item 10.2. in the list in the 2nd paragraph of section 52-6.01C(4)(b) with: 10-16-20 10.2. Strain measured on the side without the fracture Replace item 6 in the list in the 1st paragraph of section 52-6.01C(6)(c) with: 10-16-20 6. Manufacturer's QC Process Manual that details the production process and the frequency of QC measures ---PAGE BREAK--- RSS-153 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 2nd and 3rd paragraphs of section 52-6.01D(2)(b) with: 10-16-20 Each operator must prepare 4 prequalification splice test samples for each bar size of each splice coupler model type and position to be used. Splice test samples for operator and procedure prequalification must have been prepared and tested no more than 2 years before the submittal of the splice prequalification report. Replace the 1st paragraph of section 52-6.01D(3)(b) with: 10-16-20 After completing the ultimate butt splices in a lot, including any required epoxy coating, notify the Engineer that the splices are ready for testing. The Engineer selects splice test samples at the job site or PC plant. For hoops, the Engineer selects splice test samples from the completed lot at the job site, PC plant, or fabrication plant. Replace the 4th paragraph of section 52-6.01D(4)(b)(iv) with: 10-16-20 For splices made vertically at the jobsite in or above their final positions for bar reinforcement of columns or CIP concrete piles, you may prepare test samples as specified for service splice test samples in section 52-6.01D(4)(b)(iii) if authorized. Test the splice test samples as specified for ultimate butt splice test samples. Replace the 1st paragraph of section 52-6.01D(5) with: 10-16-20 The Department tests and accepts service splices and ultimate butt splices as specified for QC testing in section 52-6.01D(4). Replace the 3rd paragraph of section 52-6.02B(1) with: 10-16-20 Mechanical couplers must be on the Authorized Material List for steel reinforcing couplers. Resistance welding fabricators must be on the Authorized Material List for resistance welding fabricators. Replace the introductory clause in the 3rd paragraph of section 52-6.03B with: 10-16-20 For uncoated and galvanized reinforcing bars complying with ASTM A615/A615M, Grade 60, ASTM A706/A706M, ASTM A1035/A1035M, or ASTM A767/A767M, Class 1, the length of lap splices must be at least: Replace the introductory clause in the 4th paragraph of section 52-6.03B with: 10-16-20 For epoxy-coated reinforcing bars and alternatives to epoxy-coated reinforcing bars complying with ASTM A775/A775M, ASTM A934/A934M, or ASTM A1055/A1055M, the length of lap splices must be at least: ---PAGE BREAK--- RSS-154 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 3rd through 5th paragraphs of section 52-6.03C(4) with: 10-16-20 Make butt welds with multiple weld passes without an appreciable weaving motion using a stringer bead having a width at most 2.5 times the diameter of the electrode when using shielded metal arc welding. Remove slag between each weld pass. Weld reinforcement must not exceed 0.16 inch in convexity. Electrodes for welding must have a minimum CVN impact value of 20 ft-lb at 0 degrees F. For welding of bars complying with ASTM A 615/A 615M, Grade 40 or 60, the requirements of Table 7.2 of AWS D1.4 are superseded by the following: The minimum preheat and interpass temperatures must be 400 degrees F for Grade 40 bars and 600 degrees F for Grade 60 bars. Immediately after completing the welding, cover at least 6 inches of the bar on each side of the splice with insulated wrapping to control the rate of cooling. The insulated wrapping must remain in place until the bar has cooled below 200 degrees F. 53 SHOTCRETE 10-18-19 Replace the 1st paragraph of section 53-1.01A with: 10-18-19 Section 53-1 includes general specifications for applying shotcrete. Replace section 53-1.01B with: 10-18-19 53-1.01B Definitions shotcrete: Concrete pneumatically projected at high velocity onto a surface to achieve compaction. dry-mix shotcrete: Dry aggregates and cementitious materials are mixed before entering the delivery hose. Mixing water is added at the nozzle. wet-mix shotcrete: Dry aggregates, cementitious materials, and water are mixed before entering the delivery hose. If used, accelerator may be added at the nozzle. rebound: Aggregate coated with cement paste that ricochets away from the surface against which the shotcrete is being applied. Replace Reserved in section 53-1.01D with: 10-18-19 Air pressure and shotcrete supply at the nozzle must be uniform and provide a steady, continuous flow of shotcrete. Inspect nozzles and nozzle body components before each work shift. Replace nozzles and components under the manufacturer's instructions. Replace the introductory clause to the list in the 2nd paragraph of section 53-1.02 with: 10-18-19 For dry-mix shotcrete: ---PAGE BREAK--- RSS-155 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the introductory clause to the list in the 3rd paragraph of section 53-1.02 with: 10-18-19 For wet-mix shotcrete: Replace the 1st sentence in item 2 in the list in the 3rd paragraph of section 53-1.02 with: 10-18-19 2. You may substitute a maximum of 40 percent coarse aggregate for the fine aggregate. Replace section 53-1.03B with: 10-18-19 53-1.03B Preparing Receiving Surfaces Evenly grade the receiving surface before applying shotcrete. No point on the graded slope may be above the slope plane shown. Thoroughly compact the receiving surface. The receiving surface must contain enough moisture to provide a firm foundation and prevent excess absorption of water from the shotcrete. The receiving surface must be free of surface water. Forms must comply with section 51-1.03C(2). Reinforce, secure, and brace forms to maintain form alignment against distortion from shotcrete operations. Install and maintain alignment control means at corners or offsets not established by forms or shotcrete operations. Use ground wires to establish thickness, surface planes, and finish lines. Use temporary coverings to protect adjacent surfaces from the nozzle stream. Replace section 53-1.03C with: 10-18-19 53-1.03C Applying Shotcrete Dry-mix or wet-mix shotcrete must be applied by the nozzle. Apply shotcrete using small circular motions of the nozzle while building the required thickness. Direct the nozzle perpendicular to the receiving surface with the nozzle held at such a distance to produce maximum consolidation and full encapsulation of the reinforcement. Shotcrete must completely encase reinforcement and other obstructions. Apply shotcrete first in corners, voids, and areas where rebound or overspray cannot easily escape. Do not incorporate rebound or overspray in the work. Before applying subsequent layers of shotcrete: 1. Allow shotcrete to stiffen sufficiently. Remove hardened overspray and rebound from adjacent surfaces, including exposed reinforcement. 2. Use a cutting rod, compressed air blowpipe, or other authorized methods to remove all loose material, overspray, laitance, or other deleterious materials that may compromise the bond of the subsequent layers of shotcrete. 3. Bring the receiving surface to a saturated surface-dry condition immediately before applying subsequent layer. For dry-mix shotcrete: 1. Adjust air volume, material feed volume, and distance of the nozzle from the work as necessary to encase reinforcement. 2. Maintain uniform water pressure at the nozzle of at least 15 psi greater than the air pressure at the machine. ---PAGE BREAK--- RSS-156 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Do not use aggregate and cementitious materials that have been mixed for more than 45 minutes. For wet-mix shotcrete: 1. Transport shotcrete under section 90-1.02G(3). 2. Apply ground wires at approximately 7-foot centers. 3. Select a slump range that will effectively encapsulate reinforcement within the work but not cause shotcrete to sag or slough during application. Replace section 53-1.03D with: 10-18-19 53-1.03D Finishing Shotcrete Apply shotcrete to the line and grade shown. Leave finished shotcrete surface as gun finish unless otherwise described. Do not initiate cutting or finishing until the shotcrete has set sufficiently to avoid sloughing or sagging. The finished surface must be smooth and uniform for the type of work involved. Remove and replace loose areas of shotcrete. Cure shotcrete for at least 7 days by any of the methods specified in section 90-1.03B. If the curing compound method is used for a gun or roughened surface, apply the curing compound at twice the specified rate. If you add a coloring agent to the shotcrete and you use the curing compound method for curing the shotcrete, use curing compound no. 6. Protect shotcrete under section 90-1.03C. Replace the 2nd paragraph of section 53-1.04 with: 10-18-19 The Department does not pay for shotcrete applied outside the dimensions shown or to fill low areas of receiving surfaces. Replace the paragraph of section 53-2.01A with: 10-18-19 Section 53-2 includes specifications for applying structural shotcrete. Structural shotcrete must be applied using wet-mix shotcrete. Replace qualifications in item 1.1 in the list in the 1st paragraph of section 53-2.01C with: 10-18-19 certifications Replace the paragraph of section 53-2.01D(2) with: 10-18-19 Nozzlemen performing the work must hold current ACI CPP 660.1-17 certification as a nozzleman for wet-mix shotcrete. Nozzlemen performing overhead shotcrete work must hold current qualifying ACI CPP 660.1-17 certification in the overhead shooting orientation for wet-mix shotcrete. ---PAGE BREAK--- RSS-157 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 2nd paragraph of section 53-2.01D(3) with: 10-18-19 Each nozzleman performing the work must construct 1 unreinforced test panel and 1 reinforced test panel for each proposed mix design. The test panel orientation must match the orientation of the work. Replace the 1st sentence in the 1st paragraph of section 53-2.01D(4)(b) with: 10-18-19 Obtain at least four 3-inch-diameter test cores from each 50 cu yd, or portion thereof, of shotcrete applied. Add between the 1st and 2nd paragraphs of section 53-2.01D(4)(b): 10-19-18 For soil nail walls, do not core through waler bars. Replace section 53-2.02 with: 10-18-19 53-2.02 MATERIALS Shotcrete must comply with the specifications for concrete in section 90-1. Shotcrete must have a minimum compressive strength of 3,600 psi, unless otherwise described. Mortar and alternative filler material must comply with section 60-3.05B(2). 10-18-19 Delete the 2nd paragraph of section 53-2.03. Add between the 3rd and 4th paragraphs of section 53-2.03: 10-18-19 Before applying shotcrete, reinforcement must be: 1. Free from loose rust, oil, curing compound, overspray, or other material deleterious to the bond between concrete and steel. 2. Lapped separated by one of the following: 2.1. Three times the diameter of the largest reinforcing bar. 2.2. Three times the maximum size aggregate. 2.3. Two inches, whichever is least, unless otherwise specified. Lapped bars must be in the same plane and parallel to the shooting direction. 3. Securely tied to minimize movement or vibration. The temperature of reinforcement and receiving surfaces must be below 90 degrees F before applying shotcrete. Apply the wet-mix shotcrete continuously removing accumulations of rebound and overspray using a compressed air blowpipe. Ensure the nozzleman and the blowpipe operator work together and the nozzleman does not get ahead of the blowpipe operator. 10-18-19 Delete the 4th paragraph of section 53-2.03. ---PAGE BREAK--- RSS-158 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 7th paragraph of section 53-2.03 with: 10-18-19 If a finish coat is used, clean the surface before applying the finish coat. Wash receiving surface with an air-water blast to remove all loose material, laitance, overspray, or other material that may compromise the bond of subsequent layers of shotcrete. 10-18-19 Delete the 8th paragraph of section 53-2.03. Replace the 12th paragraph of section 53-2.03 with: 10-18-19 After removing field QC test cores, fill the holes with mortar or alternative filler material. If using mortar, apply mortar under section 51-1.03E(2). If using an alternative filler material, apply a bonding epoxy before placing the filler material. Apply the alternative filler material under the manufacturer's instructions. 55 STEEL STRUCTURES 04-16-21 Replace the introductory clause in the 2nd paragraph of section 55-1.02E(7)(a) with: 04-16-21 Replace Table 4.2 of AWS D1.5 with the following table: Replace the 3rd paragraph of section 55-1.02E(7)(a) with: 10-16-20 Dimensional details and workmanship for welded joints in tubular and pipe connections must comply with clause 10 of AWS D1.1. 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES 04-16-21 Replace section 56-1.01D(2)(b)(i) with: 04-19-19 56-1.01D(2)(b)(i) General Perform NDT of steel members under AWS D1.1 and the requirements shown in the following tables: ---PAGE BREAK--- RSS-159 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Nondestructive Testing for Steel Standards and Poles Weld location Weld type Minimum required NDT Circumferential splices around the perimeter of tubular sections, poles, and arms CJP groove weld with backing ring 100% UT or RT Longitudinal seam CJP or PJP groove weld Random 25% MT Longitudinal seam within 6 inches of a circumferential weld CJP groove weld 100% UT or RT Welds attaching base plates, flange plates, pole CJP groove weld with backing ring and reinforcing fillet t≥ 1/4 inch: 100% UT and 100% MT t< 1/4 inch: 100% MT after final weld pass plates, or mast arm plates to poles or arm tubes External (top) fillet weld for socket-type connections 100% MT Hand holes and other appurtenances Fillet and PJP welds MT full length on random 25% of all standards and poles Longitudinal seam on the telescopic female end, designated slip-fit length plus 6 inches CJP groove weld 100% UT or RT NOTE: t = pole or arm thickness ---PAGE BREAK--- RSS-160 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Nondestructive Testing for Overhead Sign Structures Weld location Weld type Minimum required NDT Base plate to post CJP groove weld with backing ring and reinforcing fillet 100% UT and 100% MT Base plate to gusset plate CJP groove weld 100% UT Circumferential splices of pipe or tubular sections CJP groove weld with backing ring 100% UT or RT Split post filler plate welds CJP groove weld with backing bar 100% UT or RT Longitudinal seam weld for pipe posts CJP groove weld t < 1/4 inch: 25% MT t ≥ 1/4 inch: 25% UT or RT PJP groove weld Random 25% MT Chord angle splice weld CJP groove weld with backing bar 100% UT or RT Truss vertical, diagonal, and wind angles to chord angles Fillet weld Random 25% MT Upper junction plate to chord (cantilever type truss) Fillet weld Random 25% MT Bolted field splice plates (tubular frame type) CJP groove weld 100% UT and 100% MT Cross beam connection plates (lightweight extinguishable message sign) Fillet weld Random 25% MT Arm connection angles (lightweight extinguishable message sign) Fillet weld 100% MT Mast arm to arm plate (lightweight extinguishable message sign) CJP groove weld with backing ring t ≥ 1/4 inch: 100% UT and 100% MT t < 1/4 inch: 100% MT after final weld pass Post angle to post (lightweight extinguishable message sign) Fillet weld 100% MT Hand holes and other appurtenances Fillet and PJP welds MT full length on random 25% of all sign structures NOTE: t = pole or arm thickness Replace section 56-1.01D(2)(b)(ii) with: 04-19-19 56-1.01D(2)(b)(ii) Ultrasonic Testing 10-16-20 For UT of welded joints with any members less than 5/16-inch thick or tubular sections less than 24 inches in diameter, the acceptance and repair criteria must comply with Clause 10.26.1.1 of AWS D1.1. When performing UT, use an authorized procedure under AWS D1.1, Clause 2. For UT of other welded joints, the acceptance and repair criteria must comply with Table 8.3 of AWS D1.1 for cyclically loaded nontubular connections. 04-16-21 After galvanization, perform additional inspection for toe cracks along the full length of all CJP groove welds at multisided tube-to-transverse base plate connections using UT. ---PAGE BREAK--- RSS-161 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 56-2 with: 04-16-21 56-2 OVERHEAD SIGN STRUCTURES 56-2.01 GENERAL 56-2.01A Summary Section 56-2 includes specifications for constructing overhead sign structures. Furnishing sign structures includes furnishing anchor bolt assemblies, removable sign panel frames, sign structure hardware, and fabricated sign structures at the job site, ready for installation, including welding and painting or galvanizing as required. Installing sign structures includes installing anchor bolt assemblies, removable sign panel frames and sign panels, and performing any welding and painting or galvanizing required during installation. Types of overhead sign structures include: 1. Truss 2. Versatile truss 3. Bridge mounted 4. Tubular 56-2.01B Definitions Reserved 56-2.01C Submittals 56-2.01C(1) General Allow 30 days for the Department's review. 56-2.01C(2) Shop Drawings Submit 2 copies of shop drawings for sign structures. Include: 1. Sign panel dimensions 2. Span 3. Post heights 4. Anchorage layouts 5. Proposed splice locations 6. Snugging and tensioning pattern for anchor bolts and HS bolted connections 7. Details for permanent steel anchor bolt templates 8. Details of clips, eyes, or removable devices for preventing damage to the finished galvanized or painted surfaces used for: 8.1. Securing the sign during shipping 8.2. Lifting and moving during erection 56-2.01C(3) Quality Control Program Submit a QC program for sign structures. Include methods, equipment, and personnel to be used during fabrication and installation. Submit the QC program with the shop drawing submittal. 56-2.01D Quality Assurance 56-2.01D(1) General Reserved 56-2.01D(2) Quality Control 56-2.01D(2)(a) General Reserved ---PAGE BREAK--- RSS-162 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 56-2.01D(2)(b) Nondestructive Testing Reserved 56-2.01D(2)(c) Walkway Safety Railing The assembled and raised walkway safety railing must have less than 1 inch of wobble when a 50-lb horizontal load is applied alternating each way at the top center of each railing section. 56-2.01D(3) Department Acceptance The Department inspects structural materials for sign structures at the fabrication site. You must: 1. Notify the Engineer when the materials are delivered to the fabrication site 2. Allow at least 10 days after delivery of the material for inspection before starting fabrication 56-2.02 MATERIALS 56-2.02A General Materials must comply with section 55. Do not use weathering steel. 56-2.02B Bars, Plates, Shapes, and Structural Tubing 56-2.02B(1) General Materials must comply with the requirements shown in the following table: Structural Steel Material Specification Bars and plates ASTM A36/A36M; ASTM A709/A709M, Grade 36 or 50; ASTM A572/A572M, Grade 42 or 50; or ASTM A1043/A1043M, Grade 36 or 50 Bars and plates for overhead versatile truss ASTM A709/A709M, Grade 50; ASTM A1043/A1043M, Grade 50; ASTM A572/A572M, Grade 50; or ASTM A945/A945M, Grade 50 Other open shapes ASTM A36/A36M; ASTM A709/A709M, Grade 36 or 50; ASTM A992/A992M; ASTM A1043/A1043M, Grade 36 or 50; or ASTM A529/A529M, Grade 50 Other open shapes for overhead versatile truss ASTM A709/A709M, Grade 50; ASTM A529/A529M, Grade 50; ASTM A572/A572M, Grade 50; ASTM A992/A992M; ASTM A1043/A1043M, Grade 50; or ASTM A913/A913M, Grade 50 Light fixture mounting channel must be continuous slot channel made from one of the following: 1. Steel complying with ASTM A1011/A1011M, Designation SS, Grade 33 2. Extruded aluminum of alloy 6063-T6 complying with ASTM B221 or B221M Structural tubing and hollow structural sections must be structural steel complying with ASTM A500/A500M, Grade B or ASTM A1085. Surface flatness after galvanizing must comply with ASTM A6/A6M for the following: 1. Base plates that are to come in contact with concrete, mortar, or washers and leveling nuts 2. Plates in high-strength bolted connections 56-2.02B(2) Charpy V-notch Impact Reserved 56-2.02C Sheets Sheets must be carbon steel complying with ASTM A1011/A1011M, Designation SS, Grade 33. ---PAGE BREAK--- RSS-163 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 56-2.02D Bolted Connections Bolts, nuts, and washers must comply with section 55-1.02D(1). Components of HS bolts must comply with section 55 for high strength steel fastener assemblies unless the bolts are shown to be snug tight. Bolts, nuts, and washers for HS bolts shown to be snug tight must comply only with section 55-1.02D(1). Anchor bolts must comply with ASTM F1554, Grade 55, weldable steel. Use a permanent steel template to maintain the proper anchor bolt spacing. Provide 1 top nut, 1 leveling nut, and 2 washers for the upper threaded portion of each anchor bolt. 56-2.02E Anchorages Anchorages for bridge mounted sign structures must comply with the specifications for concrete anchorage devices in section 75-3. 56-2.02F Pipe Posts Pipe posts must be welded or seamless steel pipes. Spiral seam welds are not allowed. The maximum ultimate tensile strength of pipe posts must not exceed 90 ksi. The maximum tensile yield strength of pipe posts must not exceed 70 ksi. Pipe posts having a yield strength of 50 ksi or more must comply with the Charpy V-Notch requirements in ASTM A1085/1085M. Manufactured pipe posts must comply with one of the following: 1. API Specification 5L PSL2 Grades X52M or X52N, using nominal pipe sizes for threaded end pipe. 2. If the specified yield strength is 35 ksi or less: 2.1. ASTM A53/A53M, Grade B 2.2. ASTM A106/A106M, Grade B 2.3. ASTM A1085/A1085M, Grade A 2.4. API Specification 5L PSL1 or PSL2 Grades B, X42R or X42M, using nominal pipe sizes for threaded end pipe You may fabricate pipe posts from steel complying with one of the following: 1. ASTM A572/A572M, Grade 50 2. ASTM A709/A709M, Grade 50 3. ASTM A1043/A1043M, Grade 50 4. ASTM A945/A945M, Grade 50 5. If the specified yield strength is 35 ksi or less: 5.1. ASTM A36/A36M 5.2. ASTM A709/A709M, Grade 36 5.3. ASTM A572/A572M, Grade 42 5.4. ASTM A1043/A1043M, Grade 36 56-2.02G Walkway Gratings 56-2.02G(1) General Gratings must be the standard product of an established grating manufacturer. 56-2.02G(2) Steel Walkway Gratings Steel walkway gratings must comply with the following: 1. Material for gratings must be structural steel complying with ASTM A1011/A1011M as specified for Designation CS, Type B or Designation SS, Grade 36, Type 1 2. For welded type gratings, each joint must be full resistance welded under pressure to provide a sound, completely beaded joint 3. For mechanically locked gratings: 3.1. Method of fabrication and interlocking of the members must be authorized 3.2. Fabricated grating must be equal in strength to the welded type ---PAGE BREAK--- RSS-164 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 4. Gratings must be accurately fabricated and free from warps, twists, or defects affecting their appearance or serviceability including: 4.1. Ends of all rectangular panels must be square 4.2. Tops of the bearing bars and cross members must be in the same plane 4.3. Gratings distorted by the galvanizing process must be straightened 56-2.02G(3) Aluminum Walkway Gratings Aluminum walkway gratings must comply with the following: 1. Standard Specifications for Metal Bar Gratings and treads as published in the NAAMM Metal Bar Grating Manual, latest edition 2. Minimum grating panel width is 2’ nominal 3. Either Type P-19-4 1-1/4 by 3/16 inch aluminum or Type P-19-4 1-1/2 inch I-Bar aluminum 4. Include toe boards that project vertically a nominal 4” above top of gratings and are securely attached to grating 56-2.02H Elastomeric Bearing Pads Elastomeric bearing pads must comply with section 51-3.02. 56-2.02I Safety Chain at Walkways Safety chain at walkways must comply with ASTM A413/A413M, Grade 43. The nominal chain size must be 1/4 inch. Use the minimum length that allows lock-up of safety railing. 56-2.02J Safety Cable at Walkways Safety cable at walkways must: 1. Be constructed of Type 302 or 304 stainless steel 7 by 19 wire strand core cable 2. Have a cable breaking strength of at least 10,000 lb 3. Not be prestretched 56-2.02K Fabrication 56-2.02K(1) General Sign structures must be: 1. Free from kinks, twists, or bends 2. Uniform in appearance Fabricate sign structures into the largest practical sections before galvanizing. Assemble the completed sections in the shop. Check sections for straightness, alignment, and dimension. Correct any variation. Affix clips, eyes, and removable brackets to all signs and all posts for securing the sign during shipping, lifting, moving, and erection. Secure the sign as necessary to prevent damage to the finished galvanized or painted surfaces. Do not make any holes in members unless the holes are shown or authorized. Form the posts for tubular sign structures to the radii shown by heat treatment or by fabrication methods that will not: 1. Crimp or buckle the interior radius of the pipe bend 2. Change the physical characteristics of the material 56-2.02K(2) Welding PJP longitudinal seam welds for tapered tubular members must have at least the minimum penetration shown but not less than 60 percent penetration. Within 6 inches of circumferential welds, longitudinal seam welds must be CJP groove welds. ---PAGE BREAK--- RSS-165 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Except for welds at posts shown as PJP welds, longitudinal seam welds of fabricated pipe posts must be CJP groove welds. Except for walkway safety railing, welding filler metal for versatile truss must be greater than or equal to 70 ksi. Without authorization, you may make 1 repair to circumferential welds and to base plate-to-post welds. Obtain authorization before making any additional repairs. 56-2.02K(3) Bolted Connections Except for HS bolts shown to be snug-tight, HS bolted connections must be HS assemblies complying with section 55-1.02E(6) except assemblies must consist of: 1. HS steel bolts 2. Nuts 3. Hardened washers 4. Direct tension indicators HS fastener assemblies and any other HS bolts, nuts, and washers attached to sign structures must be zinc-coated by the mechanical deposition process. Nuts for HS bolts at joints designated as snug-tight must not be lubricated. Use an alternating snugging and tensioning pattern for anchor bolts and HS bolted splices. Once tensioned, do not reuse HS fastener components. For bolt diameters less than 3/8 inch, the diameter of the bolt hole must be not more than 1/32 inch larger than the nominal bolt diameter. For bolt diameters greater than or equal to 3/8 inch, the diameter of the bolt hole must be not more than 1/16 inch larger than the nominal bolt diameter. 56-2.02K(4) Walkway Safety cable at walkways must be continuous between lugs. Before tightening cable clips at the end anchorage, remove the slack in the cable. Safety cable at walkways must not be kinked, knotted, deformed, frayed, or spliced. Install clips at safety cables under the manufacturer's instructions. 56-2.02K(5) Handholes The edges of handholes and other large post and arm openings must be ground smooth. The roughness of edges must be less than 0.001 inch. 56-2.02K(6) Identification Plate Attach rectangular corrosion-resistant metal identification on all trusses and posts using stainless steel rivets or stainless steel screws as follows: 1. For posts, locate the plate on the traffic side near the base of all posts. 2. For trusses, locate the plate on an outward face of a bottom chord angle where it will be easily visible from the shoulder or the median. The lettering on each identification plate must be: 1. Either depressed or raised 2. 1/4 inch tall 3. Legible 4. Readable after the support structure is coated and installed Include the following information on the plate. ---PAGE BREAK--- RSS-166 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Name of the manufacturer 2. Date of manufacture 3. Contract number 4. Standard Plan year 5. Length, use one of the following: 5.1. For posts, and the dimension from bottom of base plate to bottom of truss 5.2. For single trusses, the length of each cantilever 5.3. For two post trusses, the length of the center span and the length of each cantilever 56-2.02L Surface Finish 56-2.02L(1) General Galvanize all ferrous metal parts of the following sign structure types: 1. Truss 2. Bridge mounted 3. Tubular Except for tubular type sign structures, do not paint sign structures. Clean and paint all ferrous metal parts of tubular sign structures after galvanizing, including the areas to be covered by sign panels. Do not treat galvanized surfaces with chemicals before cleaning and painting. Galvanize and do not paint walkway gratings, walkway brackets, gutters, safety railings, steel mountings for light fixtures, and all nuts, bolts, and washers for sign structures after fabrication. 56-2.02L(2) Galvanizing Galvanizing must comply with section 75-1.02B except surfaces may be coated with zinc by the thermal spray coating process if authorized. If authorized to use thermal spray coating, apply the coating under section 59-5. The thickness of the sprayed zinc coat must be at least 5 mils. Do not use zinc solders or zinc alloys that contain tin to repair a damaged galvanized surface. 56-2.02L(3) Cleaning and Painting Where specified, clean and paint sign structures under section 59-4. 56-2.03 CONSTRUCTION 56-2.03A General Do not fasten any bridge-mounted sign to concrete elements of bridges or railings before the concrete attains a compressive strength of 2,500 psi. After erection, remove the brackets used to secure tubular sign structures during shipping and lifting. Install sign panels as shown. Install laminated and formed sign panels on sign structures using fastening hardware of the type and sizes shown. Complete the CIDH concrete pile foundation at least 7 days before erecting the sign structure. Plumb or rake posts as required by adjusting the leveling nuts before tightening nuts. Do not use shims or similar devices. After final adjustments of both top nuts and leveling nuts on anchorage assemblies have been made and the structure is properly positioned, tighten nuts as follows: 1. Tighten leveling nuts and top nuts, following a crisscross pattern, until bearing surfaces of all nuts, washers and base plates are in firm contact. 2. Use an indelible marker to mark the top nuts and base plate with lines showing relative alignment of the nut to the base plate. 3. Tighten top nuts following a crisscross pattern: ---PAGE BREAK--- RSS-167 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3.1. Additional 1/6 turn for anchor bolts greater than 1-1/2 inches in diameter. 3.2. Additional 1/3 turn for other anchor bolts. 3.3. Tightening tolerance for all top nuts is ± 1/8 turn. 4. If anchor bolts project beyond the top face of the top nut by more than 1 inch or if requested, mechanically cut off excess anchor bolt and paint over cured primer with paint to identify anchor bolt grade as follows: 4.1. Grade 36: blue 4.2. Grade 55: yellow 4.3. Grade 105: red 56-2.03B Existing Sign Structures 56-2.03B(1) General Work involving existing sign structures must comply with section 15. 56-2.03B(2) Remove Sign Structure Reserved 56-2.03B(3) Reconstruct Sign Structure Reserved 56-2.03B(4) Modify Sign Structure Reserved 56-2.03B(5) Relocate Sign Structure Reserved 56-2.03B(6) Salvage Sign Structure Reserved 56-2.04 PAYMENT The payment quantity for install sign structure does not include the weight of sign panels. For determining the payment quantity for furnish sign structure and install sign structure, the weight of extruded aluminum used for steel slot channel for the light fixture mounting channel is the computed weight of the steel channel. Replace item 3 in the list in the 2nd paragraph of section 56-3.02B(2) with: 04-16-21 3. Galvanize under section 75-1.02B 57 WOOD AND PLASTIC LUMBER STRUCTURES 10-16-20 10-16-20 Delete the 4th paragraph of section 57-2.01B(3). Replace the 5th paragraph of section 57-2.01B(3) with: 10-16-20 Timber and lumber treated with waterborne preservatives must be dried after treatment and have no visual evidence of preservative on the surface. ---PAGE BREAK--- RSS-168 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 7th paragraph of section 57-2.01B(3) with: 10-16-20 Manually applied wood preservative must comply with AWPA Standard M4. 10-16-20 Delete the 2nd paragraph of section 57-2.01C(3)(a). Replace the 3rd paragraph of section 57-2.01C(3)(a) with: 10-16-20 Chromated copper arsenate must not be used for handrails or other applications with possible direct exposure to the public. Replace the introductory clause of the 7th paragraph of section 57-2.01C(3)(a) with: 10-16-20 For lumber treated with ammoniacal copper zinc arsenate, alkaline copper quaternary ammonium compound, or copper azole: Replace the 3rd paragraph of section 57-2.01C(3)(b) with: 10-16-20 If treated timber is framed, cut, or bored after treatment, thoroughly swab each cut, dap, or hole with 2 applications of a preservative as specified in AWPA Standard M4. 10-16-20 Delete the 2nd paragraph of section 57-2.02B. Add to section 57-2.02B: 04-19-19 HDPE shims must be commercial quality. Replace section 57-2.02C with: 10-18-19 57-2.02C Construction Install lagging members 4 inches thick or less with a 3/8-inch gap between members. Install lagging members greater than 4 inches thick with a 1/2-inch gap between members. ---PAGE BREAK--- RSS-169 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the table in the 4th paragraph of section 57-3.02C with: 10-19-18 Quality characteristic Test method Requirement Density of concrete core (kg/m3, min) ASTM D792 1,762 28-day compressive strength of concrete core (psi, min) ASTM C579 5,000 Structural strength of shell: Tensile strength, tensile modulus (percent loss) Flexural strength, flexural modulus (percent loss) ASTM D638 ASTM D790 Less than 10 after UV deterioration test specified for plastic lumber Dry film thickness of coating (mils, min) 15 Color change of coating ASTM D4587, Test Cycle 2 No visible color change when tested for 800 hours Initial adhesion of coating (psi, min) ASTM D4541, Test Method D, E, or F and Protocol 2 150 Decrease in initial adhesion of coating, decrease (percent) ASTM D4541, Test Method D, E, or F and Protocol 2 ASTM D1183, Test Condition Da No more than 10 following 2 exposure cycles aUse a low temperature phase at 4 ± 5 °F and high temperature phase at 140 ± 5 59 STRUCTURAL STEEL COATINGS 10-19-18 Replace the 2nd paragraph in section 59-1.01D with: 10-19-18 Measure coating adhesion strength with a self-aligning adhesion tester under ASTM D4541, Test Method D, E, or F and Protocol 2. Replace the 2nd paragraph of section 59-1.02C with: 10-19-18 Coatings selected for use must comply with the volatile organic compound concentration limits specified for the air quality district where the coating is applied. The undercoats and finish or final coats selected for use must be compatible with each other. Add after the paragraph of section 59-2.01A(3)(a): 10-19-18 If requested by the Engineer, submit documentation from the coating manufacturer verifying the compatibility of the undercoats and finish or final coats selected for use. ---PAGE BREAK--- RSS-170 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 60 EXISTING STRUCTURES 04-16-21 Replace section 60-2.02B with: 04-19-19 60-2.02B Materials Design criteria for temporary support shoring and temporary bracing must comply with section 48-3.02B. Add to section 60-3.01A: 10-19-18 If you are unable to complete bridge reconstruction activities before the bridge is to be opened to traffic, furnish and maintain temporary decking under section 48-4 until that portion of the work is complete. Replace the 3rd and 4th paragraphs of section 60-3.02C(3) with: 04-19-19 Remove asphalt concrete surfacing by cold milling under the following conditions: 1. If a membrane seal is shown: 1.1. Remove the seal by cold milling 1.2. Do not remove more than 1/2 inch of the existing concrete slab 2. If a membrane seal is not shown: 2.1. Remove asphalt concrete surfacing until a 1/2-inch minimum of surfacing remains on top of existing concrete slab 2.2. Use other authorized means to remove the remaining asphalt concrete without damage to the concrete slab Add to section 60-3.02C(3): 04-19-19 Where a portion of the asphalt concrete surfacing is to remain, saw cut a 2-inch-deep true line along the edge to remain in place before removing asphalt concrete. Remove the asphalt concrete without damaging the surfacing to remain in place. 04-19-19 Delete the 3rd paragraph of section 60-3.04B(3)(a). Replace the 9th paragraph of section 60-3.04B(3)(c) with: 04-19-19 Protect the overlay from moisture and do not allow traffic or equipment on the overlay for a minimum of 4 hours cure time after final finishing and until each rebound test result for the final finish shows a reading of at least 28 when tested under ASTM C805. The cure time must be extended if ordered. The rebound test may not be used to reduce the 4-hour cure time of the overlay. ---PAGE BREAK--- RSS-171 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 60-3.05E with: 04-16-21 60-3.05E Galvanic Anodes Reserved Replace the 1st paragraph of section 60-4.06A(4) with: 04-16-21 For field welding of column casings: 1. Only visual inspection is required 2. 2nd sentence of clause 5.13.2 and the 1st sentence of clause 5.13.3 of AWS D1.5 do not apply Replace the 10th paragraph of section 60-4.09B(2)(a) with: 10-19-18 Steel parts must comply with ASTM A36/A36M or A576, Grade 1030 and must not be rimmed or capped steel. Replace section 60-4.10 with: 10-16-20 60-4.10 BRIDGE SEAT EXTENDERS FOR RETROFITS 60-4.10A General 60-4.10A(1) Summary Section 60-4.10 includes specifications for fabricating and installing bridge seat extenders. Bridge seat extenders must comply with the specifications for miscellaneous bridge metal in section 75-3. 60-4.10A(2) Definitions Reserved 60-4.10A(3) Submittals Submit a work plan showing the method of grouting pipe seat extenders to prevent grout from entering the hinge area. 60-4.10A(4) Quality Assurance Inspect bridge seat extender materials at the fabrication site. Notify the Engineer: 1. When materials have been delivered to the fabrication site 2. At least 10 days before starting fabrication 60-4.10B Materials 60-4.10B(1) General Reserved 60-4.10B(2) Pipe Seat Extenders Pipe seat extenders must consist of double extra-strong steel pipes, HS threaded rods, nuts, and washers. Double-extra strong steel pipe must comply with ASTM A53/A53M, Grade B. HS threaded rods, nuts, and washers must comply with section 55-1.02D(1). ---PAGE BREAK--- RSS-172 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Galvanize double-extra strong steel pipe under section 75-1.02B. After galvanizing, any alterations resulting in new exposed surfaces, including holes or cut ends, must be coated as specified for repairing damaged galvanized surfaces under section 75-1.02B. Grout for bonding the pipe to the cored hole must comply with section 60-4.06B(2). Any filler materials or seals must not restrict joint movement. 60-4.10B(3) Slab Bridge Seat Extenders Slab bridge seat extenders must consist of steel plates, support tubes, bolts, bars, nuts, washers, pins, and elastomeric bearing pads. Slab bridge seat extender must comply with section 55. Elastomeric bearing pads must comply with section 51-3.02. The support tubes must comply with ASTM A500/A500M, Grade B. Galvanize seat extender under section 75-1.02B. After galvanizing, any alterations resulting in new exposed surfaces, including holes or cut ends, must be coated as specified for repairing damaged galvanized surfaces under section 75-1.02B. Epoxy mortar must consist of a mixture of epoxy binder and aggregate. The epoxy mortar must comply with section 95-1.02C. The mix proportions of epoxy mortar must be 1-part binder to 1-part aggregate by volume. Aggregate must consist of a combination of 1-part material passing the no. 30 sieve and 3-parts material passing the no. 20 sieve. 60-4.10C Construction 60-4.10C(1) General Reserved. 60-4.10C(2) Pipe Seat Extenders Reserved 60-4.10C(3) Slab Bridge Seat Extenders Place epoxy mortar under section 95-1.03. Place elastomeric bearing pads under section 51-3.02C. Bond elastomeric bearing pads to steel support tubes with adhesive complying with Federal Specification MMM-A-121. 60-4.10D Payment The payment quantity for seat extender does not include the weight of nonmetallic materials used in constructing the seat extenders. DIVISION VII DRAINAGE FACILITIES Replace section 62 with: 04-17-20 62 STORMWATER TREATMENT 04-16-21 62-1 GENERAL 62-1.01 GENERAL 62-1.01A Summary Section 62-1 includes general specifications for constructing permanent stormwater treatment best management practices. Earthwork must comply with section 19. ---PAGE BREAK--- RSS-173 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Concrete and joint seals must comply with section 51. Sealant must comply with section 41-5. Reinforcement must comply with section 52. Underdrain must comply with section 68-2. Miscellaneous metal must comply with section 75. Cable railing must comply with section 83-2.07. 62-1.01B Definitions Reserved62-1.01C Submittals At least 5 business days before placing permeable material, submit a certificate of compliance for the gradation of the material from the source. No more than 5 business days after placing permeable material, submit: 1. At least one ASTM D6913 test on permeable material sampled at: 1.1. Job site 1.2. Authorized location 2. Verification that the permeable materials testing results meet the gradation requirements 62-1.01D Quality Assurance Submit verification that the placed material complies with the gradation for the Class 4 and Class 5 permeable materials. Submit verification of the uniformity coefficient for Class 5 permeable material. For Department acceptance, the depth of the permeable material will be measured after the in-place washing is complete. 62-1.02 MATERIALS 62-1.02A General Not Used 62-1.02B Class 4 Permeable Material Class 4 permeable material must consist of sand, gravel, or crushed stone that is hard, durable, and clean. The material must be free from organic material, clay balls, or other deleterious substances. The percentage composition by weight of Class 4 permeable material in place must comply with the gradation requirements shown in the following table: Class 4 Permeable Material Gradation Requirements Sieve size Percentage passing 2" 100 1-1/2" 95–100 3/4" 50–100 3/8" 15–55 No. 4 0–25 No. 8 0–5 No. 100 0 Class 4 permeable material must have a durability index of not less than 40. 62-1.02C Class 5 Permeable Material Reserved ---PAGE BREAK--- RSS-174 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 62-1.02D Miscellaneous Metal Fabricate the parts shown in the table below from the corresponding materials shown: Miscellaneous Metal Parts Part Material Ladders Steel Handrails Steel Trash screen Steel Components of riser support brackets Stainless steel complying with ASTM A276, Grade 304 CIP inserts must be ferrule loop type 62-1.02E Filter Fabric Class D filter fabric must comply with the requirements shown in the following table: Class D Filter Fabric Quality characteristic Test method Requirement Permittivity (min and max, sec-1) ASTM D4491 1.6–1.8 Apparent opening size, average roll value (min and max, US standard sieve size) ASTM D4751 60–80 Grab breaking load, 1-inch grip, in each direction (min, lb) ASTM D4632 120 Apparent elongation, in each direction (min, ASTM D4632 50 UV resistance, retained grab breaking load, 500 hours (min, ASTM D4355 70 62-1.02F–62-1.02I Reserved 62-1.03 CONSTRUCTION 62-1.03A General Placing filter fabric must comply with section 68-1.03B. 62-1.03B Permeable Material 62-1.03B(1) General 04-16-21 Before placement, wash Class 4 and Class 5 permeable materials: 1. To remove silt and clay particles 2. With potable water equal to at least 4 times the volume of the material being placed After placement, wash Class 4 and Class 5 permeable materials: 1. With potable water 2. Until the discharged water has a turbidity reading of: 2.1. 30 NTU or less for a project within the Tahoe Hydrologic Unit 2.2. 200 NTU or less for a project outside the Tahoe Hydrologic Unit 04-17-20 Capture the wash water. Handle the wash water by any of the following means: 1. Dispose of 2. Use as dust control 3. Disperse onsite in an authorized location other than the BMP 62-1.03B(2) Class 5 Permeable Material Place Class 5 permeable material: 1. In a way that does not damage or displace the filter fabric ---PAGE BREAK--- RSS-175 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2. Using methods that produce a finished surface as shown 62-1.03C–62-1.03H Reserved 62-1.04 Payment Not Used 62-2 DESIGN POLLUTION PREVENTION INFILTRATION AREA Reserved 62-3 INFILTRATION TRENCH 04-16-21 62-3.01 GENERAL 62-3.01A Summary Section 62-3 includes specifications for constructing infiltration trenches. Concrete curb must comply with section 73. 62-3.01B Definitions Reserved 62-3.01C Submittals At least 5 business days before placing permeable material, submit a certificate of compliance for the gradation of the material from the source. 62-3.01D Quality Assurance Reserved 62-3.02 MATERIALS 62-3.02A General Filter fabric must be Class D. 62-3.02B Surface Gravel Surface gravel must be Class 1, Type A permeable material under section 68-2.02F. 62-3.02C Trench Filler Material Trench filler material must be Class 6 permeable material and must consist of rock or high porosity backfill material. Rock must be non-crushed, pre-washed, clean, hard, sound, durable, and uniform in quality. Rock must be free of detrimental quantity of soft, friable, thick elongated or laminated pieces, organic material, clay balls, oil, alkali, or other deleterious substances. The percentage composition by weight of Class 6 permeable material in place must comply with the gradation requirements shown in the following table: Class 6 Permeable Material Gradation Requirements Sieve size Percentage passing 4" 100 3" 75 2" 8 1.5" 2 Class 6 permeable material must have a minimum durability index of not less than 40. 62-3.02D Observation Well PVC pipe for the observation well must be perforated, have a smooth wall, and comply with AASHTO M278. ---PAGE BREAK--- RSS-176 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) PVC matted end cap and vented well cap must comply with AASHTO M278. Concrete must be minor concrete. Pull box must comply with section 86-1.02C, except an electronic marker is not required. The cover marking must be OBSERVATION WELL. 62-3.02E Alternative Trench Filler Material Reserved 62-3.03 CONSTRUCTION 62-3.03A General Place filter fabric under section 68-1.03B. 62-3.03B Observation Well The only joint allowed in the pipe in the observation well is between the perforated and solid wall pipe sections. Place the observation well pipe vertically. No permeable material, sand, or other material must be inside the well pipe. 62-3.04 PAYMENT Not Used 04-17-20 62-4 INFILTRATION BASIN Reserved 62-5 INFILTRATION GALLERY Reserved 62-6 RESERVED 62-7 BIORETENTION Reserved 62-8 DETENTION BASIN Reserved 62-9 AUSTIN EARTH BERM Reserved 62-10 AUSTIN VAULT SAND FILTER Reserved 62-11 DELAWARE SAND FILTER Reserved 62-12 GROSS SOLIDS REMOVAL DEVICE 04-16-21 62-12.01 GENERAL Section 62-12 includes specifications for constructing gross solids removal devices. 62-12.02 MATERIALS 62-12.02A General Reserved ---PAGE BREAK--- RSS-177 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 62-12.02B Miscellaneous Metal Fasteners used to connect grates and screen to the frame must be vandal-resistant. Stainless steel wedge-wire screens, plates, and bars must comply with ASTM A240/ A240M, Type 304, with a no. 2B finish. Finished screens must be descaled by immersion in a nitric/hydrofluoric acid bath, rinsed, and air dried to achieve passivation. Fasteners, anchorage devices, hardware for the inclined screen and screened pipe must be Type 304 stainless steel. Welding of steel members must comply with AWS D1.1, D1.4, and D1.5. Welding of stainless steel members must comply with AWS D1.6. Before welding, prepare and clean with stainless steel brushes and non-ferrous abrasives. Equipment used in the fabrication of carbon steel must not be used. After welding, the stainless steel surface must be smooth and without waves. Fabricate the parts shown in the table below from the corresponding materials shown: Miscellaneous Metal Parts Part Material Jet plate Steel Deflector Steel Cleanout Steel or Type 304 stainless steel Chain Steel 62-12.02C Fiberglass Reinforced Plastic Components Reserved 62-12.02D Inclined Screen Inclined screen must be stainless steel wedge wire. The screen slot width must be between 0.17 to 0.20 inch. Stainless steel wedge wire screen must have an open area from 60 to 70 percent of the total screen area. 62-12.02E Screened Pipe Screened pipe, joints, supports, hatches, doors and ancillary hardware must be constructed of stainless steel. Screened pipe must comply with ASTM A778, and must be Type 316L. Screened pipe must be 0.25-inch thick well screen with machine-made evenly spaced louvered openings perpendicular to the axis of the casing. Fabricate screened pipe with perforations and louvers as shown. Fabrication tolerances on the screened pipe, joints, hatches, and doors must not exceed 0.20 inch. Screened pipe sections must be joined after fabrication. Sections must be numbered using a metal tagging system after compatibility matching, with the tag indicating project location and section number. Section numbering must indicate the placement at each location, with the non-louvered section being labeled as the first section and continuing sequentially until the final section for each location. The metal tags must remain in place after installation. 62-12.02F Frame and Grates Frames and grates for linear radial gross solids device must be steel. Each grate section must be readily removable where shown. Frame and grate supports must be provided at openings and must clear ladders and other access points. Grate openings that fit around protrusions ---PAGE BREAK--- RSS-178 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) such as pipes and ladders must be discontinuous at approximately the centerline of opening so that each section of grate is easily removable. 62-12.03 CONSTRUCTION Installation of inclined screens and supports, jet plates, and ancillary features must comply with sections 55-1.02E(6)(c) and 55-1.02E(7). Install inclined screen, screened pipe, joints, hatches, doors, supports, and ancillary features such that gaps do not exceed 0.20 inch. Install screened pipe with the aperture facing away from the discharge end of the pipe. 62-12.04 PAYMENT Not Used 04-17-20 62-13 MULTI-CHAMBER TREATMENT TRAIN Reserved 62-14 TRACTION SAND TRAP Reserved 62-15–62-24 RESERVED 62-25 EXISTING STORMWATER TREATMENT Reserved 64 PLASTIC PIPE 04-16-21 Add to section 64-2.01C: 04-17-20 If recycled resin is used for corrugated polyethylene pipe, submit the percent of recycled resin. Replace the 2nd and 3rd paragraphs of section 64-2.02C with: 04-17-20 Type C and Type S corrugated polyethylene pipe must comply with AASHTO M 294. HDPE compounds used in the manufacture of corrugated polyethylene pipe and fittings must comply with AASHTO M 294 except the mix must contain from 2 to 4 percent well-dispersed carbon black and at least 49 percent virgin resin. Replace item 3 in the list in the 1st paragraph of section 64-2.03B with: 04-16-21 3. Place controlled low-strength material used for structure backfill to a level at least 12 inches or 0.7 times the pipe diameter above the pipe crown, whichever is greater. ---PAGE BREAK--- RSS-179 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 65 CONCRETE PIPE 10-16-20 Replace the 2nd paragraph of section 65-2.01D(3) with: 10-16-20 Pipes 24 inches in nominal diameter and smaller do not need to be tested to the load to produce a 0.01- inch-wide crack if the pipe is subjected to a load equivalent to the ultimate test load and complies with section 65-2.02. Instead of broken pipe pieces obtained as specified above, cores weighing at least 2.2 pounds from pipe sections selected by the Engineer may be used for the absorption test. Pipe sections that have been tested to the actual 0.01-inch-wide crack will not be load-tested further, and those sections that comply with or exceed the required strength and workmanship standards may be used in the work if authorized. Replace the 2nd paragraph of section 65-2.01D(5) with: 10-16-20 Oval shaped reinforced concrete pipe 24 inches in nominal diameter and smaller does not need to be tested to the load to produce a 0.01-inch-wide crack if the pipe is subjected to a load equivalent to the ultimate test load and complies with section 65-2.02. Instead of broken pipe pieces obtained as specified above, cores weighing at least 2.2 pounds from pipe sections selected by the Engineer may be used for the absorption test. Pipe sections that have been tested to the actual 0.01-inch-wide crack will not be load-tested further, and those sections that comply with or exceed the required strength and workmanship standards may be used in the work if authorized. Replace the 2nd paragraph of section 65-2.02A with: 10-16-20 The concrete for reinforced concrete pipe must contain at least 470 pounds of cementitious material per cubic yard and have a water to cementitious material ratio that does not exceed 0.40 by weight. You may use SCM. Circumferential reinforcement must have a minimum cover of 1 inch, except pipes with a nominal diameter of 18 inches or less must have a minimum cover of 3/4 inch. 66 CORRUGATED METAL PIPE 10-19-18 Replace the 1st paragraph in section 66-1.02D with: 10-19-18 Coupling bands for corrugated metal pipe must comply with either section 66-1.02D or section 61- 2.01D(2)(b). Replace the 6th paragraph in section 66-1.02D with: 10-19-18 Joints for siphons and joints for pipes shown as watertight must be watertight under pressure and all conditions of expansion, contraction, and settlement, and must comply with section 61-2.01D(2)(a) for watertightness. ---PAGE BREAK--- RSS-180 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 4th paragraph of section 66-2.03 with: 10-19-18 Place cement treated structure backfill for slotted corrugated steel pipe as shown and under section 19- 3.02F(3) for soil cement beddings. Cover the completed cement treated structure backfill with a curing seal of asphaltic emulsion, Grade SS1 or CSS1. 68 SUBSURFACE DRAINS 04-16-21 Replace section 68-8 with: 04-16-21 68-8 PREFABRICATED VERTICAL DRAINS 68-8.01 GENERAL 68-8.01A Summary This section includes specifications for installing prefabricated vertical drains. 68-8.01B Definitions refusal: Drive sleeve or mandrel advancing rate less than 3 inches per second with full applied force. 68-8.01C Submittals 68-8.01C(1) General Submit: 1. Certificate of compliance 2. Test samples representing every 8,000 linear ft 3. Minimum average roll values as defined under ASTM D4759 Label submittals with the manufacturer's name and product information. 68-8.01C(2) Shop Drawings Submit 5 copies of shop drawings. Upon review completion, submit from 6 to 12 copies, as requested, for authorization and use during construction. Shop drawings and calculations must be stamped and signed by an engineer who is registered as a civil engineer in the State. Shop drawings must include: 1. Your name, address, telephone number, and email address. 2. Plans showing the layout, identification, and working surface and bottom elevations of prefabricated vertical drains. 3. Proposed installation sequence. 4. Proposed method to loosen and penetrate stiff upper soil layers before installing prefabricated vertical drains and method to backfill the loosen holes, if needed. 5. Manufacturer, model number, description and specifications of installation equipment. 6. Manufacturer, model number, description and specifications of devices for measuring and recording plumbness, installation length, and depth. 68-8.01C(3) Construction Record Submit daily construction record within 24 hours. Include identification, location, and depth of installed prefabricated vertical drains. ---PAGE BREAK--- RSS-181 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 68-8.01D Quality Assurance 68-8.01D(1) General Reserved 68-8.01D(2) Quality Control Reserved 68-8.01D(3) Department Acceptance 68-8.01D(3)(a) General Reserved 68-8.01D(3)(b) Verification Testing Do not start installation until the verification test is accepted. Install 2 prefabricated vertical drains at locations determined by the Engineer. Use the same equipment and method to be used for installation. Perform verification tests in the Engineer's presence. The verification test must demonstrate that the proposed equipment and method can install prefabricated vertical drains to the depth shown. The Department rejects verification tests that fail to install prefabricated vertical drains to the depth shown. Submit revised shop drawings for additional verification tests. Repeat verification testing until the results demonstrate that the proposed equipment and method can install prefabricated vertical drains to the depths shown. 68-8.01D(3)(c) Acceptance Testing Reserved 68-8.02 MATERIALS Prefabricated vertical drains must consist of a polymeric core with filter fabric integrally bonded to both sides of the core creating a stable drainage void. Prefabricated vertical drains must be free of defects, rips, or holes. Identify prefabricated vertical drain rolls under ASTM D4873. Label or tag must include lot or control numbers, individual roll number, date of manufacture, manufacturer, and product identification. Prefabricated vertical drains must comply with the requirements shown in the following table: Prefabricated Vertical Drains Quality characteristic Test method Requirement Total discharge capacity @ 72 psi and unit hydraulic gradient (min, gallon per minute) ASTM D4716 1.6 Tensile strength (min, lb) ASTM D4595 225 Nonwoven geotextile of prefabricated vertical drains Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 212(70) Permittivity (min, sec-1) ASTM D4491 0.3 Grab tensile strength (min, lb) ASTM D4632 112 Puncture strength (min, lb) ASTM D6241 125 Trapezoidal tear (min, lb) ASTM D4533 55 68-8.03 CONSTRUCTION Handle and store prefabricated vertical drains under the manufacturer’s instructions and ASTM D4873. During shipment and storage, the prefabricated vertical drains must be wrapped in a heavy-duty protective covering. Store and protect prefabricated vertical drains from sunlight, mud, dirt, dust, debris, and detrimental substances. ---PAGE BREAK--- RSS-182 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Before installation, survey, mark, and label the prefabricated vertical drain locations as shown. Install prefabricated vertical drains within 6 inches from the locations shown. Install prefabricated vertical drains from the working surface and to the tip elevation shown. Equipment for installing prefabricated vertical drains must: 1. Be plumbed with deviation from vertical less than 1 in 50 during installation of the prefabricated vertical drains. 2. Be able to advance through the soil at the job site to the design tip elevation. 3. Have a cross-sectional area of the driving sleeve or mandrel combined with the anchor less than 10 square inches. 4. Have a driving sleeve or mandrel that can protect the prefabricated vertical drain material from tears, cuts, and abrasions during installation. Advance the driving sleeve or mandrel at a constant force or constant rate. Protect prefabricated vertical drains from tears, cuts, and abrasions during installation. Anchor the tip of each prefabricated vertical drains with a rod or anchor plate. You may end the prefabricated vertical drain at an elevation within 8 feet of the design tip elevation. Do not use jetting or impact method. If authorized, you may use auger or vibrator to loosen and penetrate stiff upper soil layers before installing prefabricated vertical drains. Auger holes must be 6 inches or less in diameter and extend less than 12 inches past the obstruction. Backfill the auger hole with sands immediately after installation of each prefabricated vertical drain. Cut installed prefabricated vertical drains neatly with at least 12 inches protruding above the working surface. Do not damage previously installed prefabricated vertical drains. You may splice prefabricated vertical drains. Spliced section of prefabricated vertical drains must have the same or better structural and hydraulic properties than prefabricated vertical drains without splice. Place the end of the trailing roll of prefabricated vertical drains inside the geotextile covering of the existing roll. Overlap each end of prefabricated vertical drains with geotextile covering at least 8 inches. Prefabricated vertical drains that are out of plumb, out of location, damaged, or improperly installed are rejected. Install 2 additional prefabricated vertical drains for each rejected prefabricated vertical drain 2 feet away from the rejected prefabricated vertical drain and at locations determined by the Engineer. 68-8.04 PAYMENT Not Used 71 EXISTING DRAINAGE FACILITIES 04-17-20 Replace section 71-3.01A(4)(b) with: 04-17-20 71-3.01A(4)(b) Preconstruction Meetings 71-3.01A(4)(b)(i) General Reserved ---PAGE BREAK--- RSS-183 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 71-3.01A(4)(b)(ii) Prerehabilitation Meeting Before starting cleaning and preparation work, you must schedule and attend a prerehabilitation meeting with the Engineer. Include any subcontractors, manufacturers and other parties involved in the culvert work. Provide a meeting facility that is within 5 miles of the job site or at another location accepted by the Engineer. 71-3.01A(4)(b)(iii) Pregrouting Meeting Before starting grouting work, you must schedule and conduct a grouting meeting with the Engineer and your personnel involved in the grouting work, including your: 1. Project superintendent 2. Supervisory personnel 3. Grouting foreman 4. Grouting subcontractors Provide a meeting facility that is within 5 miles of the job site or at another location accepted by the Engineer. Replace section 71-3.01A(4)(c) with: 04-17-20 71-3.01A(4)(c) Quality Control 71-3.01A(4)(c)(i) General Reserved 71-3.01A(4)(c)(ii) Annular Space Grouting The grout cast density at the point of placement must be from 53 to 68 lb/cu ft and the minimum compressive strength must be 300 psi at 28 days. Test the grout for compressive strength under ASTM C495 except that specimens must be moist cured before the 28-day compressive strength test and not be oven dried. If the grouting plan shows multiple stages, the grouting plan must include test results that verify that the grout stiffness is adequate for placement of multiple lifts. For each batch of grout, perform density and viscosity tests under ASTM C138 and ASTM C939 in the presence of the Engineer. Grout density must be within 3 lb/cu ft of the density in the authorized grout plan with mix design. The time of efflux (outflow) must not exceed 20 seconds as specified in ASTM C939 unless otherwise authorized. For pipeliners with a stiffness of less than 29 psi, the grout pump's pressure measured at the point of injection must not exceed either of the following: 1. 5 psi 2. Manufacturer's instruction For pipeliners with a stiffness of at least 29 psi, the grout pump's pressure measured at the point of injection must not exceed 7.25 psi. The pipeliner must be able to withstand a static head of grout that is 6 inches above the highest crown elevation. The maximum grout pressure for a static grout head must not exceed the grout pump's maximum allowable pressure. Install a grout pressure gauge and recorder immediately adjacent to each injection port. Continuously record on paper with ink the actual grouting pressure versus time. Record grout pressure to an accuracy of ±0.5 psi. Attach a gauge to a saddle-type diaphragm seal to prevent clogging with grout. 71-3.01A(4)(c)(iii) CCTV Recording CCTV recordings must be made and submitted in high quality electronic media such as CD or DVD. ---PAGE BREAK--- RSS-184 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The CCTV equipment must include: 1. CCTV camera with articulating head 2. Transporter adapted for conditions of the culvert 3. Television monitor 4. Lighting 5. Cables and power sources CCTV equipment must: 1. Be specifically designed and constructed for pipe inspection 2. Have camera lighting for minimizing reflective glare 3. Have an adjustable focal-distance range from 6 inches to infinity 4. Produce a minimum resolution of 356 lines per inch for both the camera and monitor 5. Have a remote-reading meter counter accurate to 1 percent over the length of the particular section being inspected Verify the accuracy of the distance meter in the CCTV with a walking meter, roll-a-tape, or other authorized device. Where human entry is possible for the entire length of the culvert, you may use a handheld video camera with lighting as an alternative to CCTV. Video and audio content must comply with the requirements for CCTV. Inspect at a rate that is not more than 30 feet per minute. 71-3.01A(4)(c)(iv) Photographs Use a digital camera and lighting. Lighting and photo quality must be suitable to provide clear and focused photographs of the entire culvert surface under all conditions. 71-3.01A(4)(c)(v) Monitoring of Annular Space Grouting Wherever a pipeliner with annular space grouting is described, monitor the grouting and record pressures throughout the grouting process. Verify compliance with the manufacturer's instructions for each phase of the grouting process. Gauges must comply with ANSI B40, Grade 2A. The pressure gauges, recorder, and field equipment must be calibrated by an independent testing agency. 71-3.01A(4)(c)(vi) Pipeliners Pipeliners must be continuous over the entire length of the culvert and must have no visual defect such as foreign inclusions, concentrated ridges, discoloration, pitting, pin holes, cracking or other deformities. The pipeliner must not be over-deflected. There must not be segregation or voids in the grout. 71-3.01A(4)(c)(vii) Deflection Testing of Pipeliners If a pipeliner with annular space grouting is described, test the pipeliner for deflection. Test after grouting and in the presence of the Engineer. For pipeliners with a nominal inside diameter of 36 inches or less, either pull a mandrel through the pipeliner by hand or use another authorized method. The mandrel must be: 1. Rigid and nonadjustable 2. Comprised of at least 9 legs and have an odd number of total legs 3. Longer than it is wide 4. Made of steel 5. Fitted with pulling rings at each end 6. Stamped or engraved on some segment other than a runner indicating pipeliner material specification, nominal size, and mandrel outside diameter HDPE F 714-SDR 26- 36" – 31.569") 7. Furnished in a suitable carrying case labeled with the same data as stamped on the mandrel 8. Authorized before use For pipeliners with a nominal inside diameter greater than 36 inches, determine the deflection using a 1- inch diameter, rigid, nonadjustable metal bar; a minimum-radius rigid template; or other authorized method. ---PAGE BREAK--- RSS-185 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The pipeliner must not be over-deflected. For pipeliners 36 inches or less in nominal diameter, the mandrel must pass through the entire pipeliner. For pipeliners greater than 36 inches in nominal diameter, the deflection must be the lesser of either of the following: 1. 5 percent greater than the actual dimension of the pipeliner in place. This actual dimension includes the pipe joint system. 2. 6-1/2 percent of the nominal pipeliner dimension. If more than 8 percent of the nominal pipeliner dimension is over-deflected, the pipeliner is rejected. If 8 percent or less of the nominal pipeliner dimension is over-deflected, the pipeliner may remain in place and the Department deducts 20 percent of the bid amount for that pipeliner. Replace item 2 in the list in the first paragraph of section 71-3.01B(2) with: 04-17-20 2. Not less than 590 lb of cementitious material per cubic yard Replace section 71-5.03B with: 04-17-20 71-5.03B Frames, Covers, and Grates Adjust frames, covers, and grates must comply with section 78-23.03. 04-17-20 Delete the 2nd through 5th paragraphs of section 71-5.04. DIVISION VIII MISCELLANEOUS CONSTRUCTION 73 CONCRETE CURBS AND SIDEWALKS 04-17-20 Replace the 3rd paragraph of section 73-1.02A with: 04-17-20 Preformed expansion joint filler must comply with ASTM D1751. As an alternative, a semi-rigid, closed- cell polypropylene foam, preformed joint filler that complies with ASTM D8139 may be used. Replace the paragraph of section 73-1.02B with: 04-17-20 Detectable warning surface must be on the Authorized Material List for detectable warning surfaces and must match yellow color no. 33538 of AMS-STD-595. ---PAGE BREAK--- RSS-186 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 75 MISCELLANEOUS METAL 04-16-21 Replace the last paragraph in section 75-3.02B with: 10-18-19 Thread-locking systems must consist of a cleaner, primer, and anaerobic thread-locking adhesive and be on the Authorized Material List for anaerobic thread-locking systems. Apply all components of the system under the manufacturer's instructions. Replace the 1st paragraph of section 75-3.02C(1) with: 04-16-21 Concrete anchorage devices must be on the Authorized Material List for stud mechanical expansion anchors, shell-type mechanical expansion anchors, resin capsule anchors, or cast-in-place inserts. 04-17-20 Delete the 3rd paragraph of section 75-3.02C(2). Replace section 75-3.02C(3) with: 04-17-20 75-3.02C(3) Resin Capsule Anchors Reserved 04-17-20 Delete the 3rd paragraph of section 75-3.02C(4). 78 INCIDENTAL CONSTRUCTION 10-16-20 Replace section 78-4.03 with: 04-19-19 78-4.03 PAINTING CONCRETE 78-4.03A General 78-4.03A(1) Summary Section 78-4.03 includes specifications for preparing and painting concrete surfaces. 78-4.03A(2) Definitions Reserved 78-4.03A(3) Submittals Submit the coating manufacturer's application instructions at least 7 days before use. 78-4.03A(4) Quality Assurance Reserved 78-4.03B Materials Coatings for concrete must comply with the specifications for acrylic emulsion paint for exterior masonry in section 91-4.02B. ---PAGE BREAK--- RSS-187 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Coatings must be white. 78-4.03C Construction 78-4.03C(1) General Reserved 78-4.03C(2) Surface Preparation Before painting, surfaces must be: 1. At least 28 days old. 2. Prepared under SSPC-SP 13/NACE no. 6. Pressure rinse the prepared surfaces before applying the paint. 3. Thoroughly dry. You may use artificial drying methods if authorized. 78-4.03C(3) Application Apply at least 2 coats under the manufacturer's instructions and SSPC-PA 7. Protect adjacent surfaces during painting using an authorized method. 10-16-20 Paint text on structures and barriers in 2-1/2-inch high black letters. Black text must contrast with the background. If ordered, adjust text size and paint color to accommodate for paint location. 04-19-19 78-4.03D Payment Not Used Replace section 78-4.04 with: 04-19-19 78-4.04 STAINING CONCRETE AND SHOTCRETE 78-4.04A General 78-4.04A(1) Summary Section 78-4.04 includes specifications for preparing and staining concrete and shotcrete surfaces. 78-4.04A(2) Definitions acid stain: non-tintable, transparent stain that contains dilute acid. water-based stain: semi-transparent or solid water-based coating in an acrylic emulsion vehicle, that can be tinted to match an AMS-STD-595 color. 78-4.04A(3) Submittals 78-4.04A(3)(a) General Submit the stain and sealer manufacturer's product data and application instructions at least 7 days before starting staining activities. 78-4.04A(3)(b) Contractor Qualifications Submit the following documentation at least 10 days before the prestaining meeting: 1. Summary of the staining contractor's experience that demonstrates compliance with section 78- 4.04A(4)(c). 2. List of at least 3 projects completed in the last 5 years that demonstrate the staining contractor's ability to stain surfaces similar to the surfaces 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 ---PAGE BREAK--- RSS-188 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 78-4.04A(3)(c) Staining Quality Work Plan Submit a staining quality work plan at least 10 days before the prestaining meeting. The work plan must include details for preparing and staining the surfaces to achieve the required color, and for sealing the surfaces, 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. Proposed methods and tools for applying the stain 3. Proposed methods for protecting adjacent surfaces during staining 4. Proposed methods and tools for applying the sealer For acid stains, the work plan must also include a rinse water collection plan for containing all liquid, effluent, and residue resulting from preparing and staining the surfaces. 78-4.04A(4) Quality Assurance 78-4.04A(4)(a) General Reserved 78-4.04A(4)(b) Test Panels Stain the authorized test panel complying with section 51-1.01D(2)(c) or 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 preparing and staining of additional test panels is change order work. The Engineer uses the authorized stained test panel to determine the acceptability of the stained surface. Dispose of the test panels after the staining work is complete and authorized. Notify the Engineer before disposing of the test panels. 78-4.04A(4)(c) Contractor Qualifications The staining contractor must have experience staining surfaces to simulate the appearance of natural rock formations or stone masonry, and must have completed at least 3 projects in the past 5 years involving staining of surfaces similar to the surfaces for this project. 78-4.04A(4)(d) Prestaining Meeting Before starting staining activities, conduct a meeting to discuss the staining quality work plan. Meeting attendees must include the Engineer and all staining contractors. 78-4.04B Materials 78-4.04B(1) General Reserved 78-4.04B(2) Stain 78-4.04B(2)(a) General The stain must be: 1. Commercially available product designed specifically for exterior applications 2. Specifically manufactured for staining concrete surfaces ---PAGE BREAK--- RSS-189 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 78-4.04B(2)(b) Acid Stain Acid stain must: 1. Contain dilute acid that penetrates and etches the surfaces 2. Be a water-based solution of inorganic metallic salts 3. Produce abrasion-resistant color deposits 78-4.04B(2)(c) Water-based Stain Water-based stain must be: 1. Acrylic emulsion 2. Non-fading and UV resistant 3. Capable of producing irregular, mottled tones 78-4.04B(3) Sealer The sealer must be as recommended by the stain manufacturer, clear and colorless, and have a matte finish when dry. 78-4.04B(4) Joint Sealing Compound Reserved 78-4.04C Construction 78-4.04C(1) General At locations where there is exposed metal adjacent to the surfaces to be stained, seal the joint between the surfaces to be stained and the exposed metal with a joint sealing compound before applying the stain. 78-4.04C(2) Surface Preparation Test surfaces for acceptance of the stain before applying the stain. Clean surfaces that resist accepting the stain and retest until passing. Before staining, the surfaces must be: 1. At least 28 days old 2. Prepared under SSPC-SP 13/NACE no. 6 3. Thoroughly dry 78-4.04C(3) Application 78-4.04C(3)(a) General Apply the stain under the manufacturer's instructions. Protect adjacent surfaces during staining. Drips, puddles, or other irregularities must be worked into the surface. Apply the sealer under the manufacturer's instructions. 78-4.04C(3)(b) Acid Stain Work the acid stain into the concrete using a nylon bristle brush in a circular motion. After the last coat of stain has dried, rinse the stained surfaces with water and wet scrub them with a stiff- bristle nylon brush until the rinse water runs clear. Collect all rinse water. 78-4.04D Payment Not Used ---PAGE BREAK--- RSS-190 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 78-23 with: 04-17-20 78-23 ADJUST UTILITY FRAMES, COVERS, AND MANHOLES 78-23.01 GENERAL Section 78-23 includes specifications for adjusting utility access box frames, covers, and manholes. Work performed on existing utility frames, covers, grates and manholes must comply with section 15. 78-23.02 MATERIALS Not Used 78-23.03 CONSTRUCTION Lower and raise utility frames, covers, grates and manholes by lowering before cold planing and raising after paving or surfacing. Before opening the lane to traffic, either complete permanent paving or surfacing or temporarily fill any depressions with HMA. Do not adjust to final grade until the adjacent pavement or surfacing is complete. For a structure that is to be raised, remove the cover or frame and trim the top of the structure to provide a suitable foundation for the new material. Instead of using new materials similar in character to those in the existing structure, you may use raising devices to adjust a manhole to grade. Before starting paving work, measure and fabricate raising devices. Raising devices must: 1. Comply with the specifications for section 75 except that galvanizing is not required 2 Have a shape and size that matches the existing frame 3. Be match marked by painting identification numbers on the device and corresponding structure 4. Result in an installation that is equal to or better than the existing one in stability, support, and nonrocking characteristics 5. Be fastened securely to the existing frame without projections above the surface of the road or into the clear opening Where manholes are to be lowered, remove the top portion to 3.5 feet below finished grade or to an authorized depth. Adjust the manhole using the taper needed to match the finished grade. If a manhole cover is unstable or noisy under traffic, place a coil of asphalt-saturated rope, a plastic washer, or asphaltic compound on the cover seat. Before placement, obtain authorization for use of the material. 78-23.04 PAYMENT Not Used 80 FENCES 10-18-19 Replace the 1st paragraph of section 80-2.02B with: 10-18-19 Line posts must comply with ASTM A702 except packaging of posts is not required. You may omit the anchor plate if the post is set in a concrete footing with a minimum cross-sectional dimension of 6 inches and a depth equal to the full penetration of the post. ---PAGE BREAK--- RSS-191 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace item 3 in the list in the 1st paragraph of section 80-2.02D with: 10-18-19 3. Be one of the following: 3.1. 12-1/2 gauge, Class 3 3.2. 13-1/2 gauge, Class 3 3.3. 14 gauge, Class 3 3.4. 15-1/2 gauge, Class 3 Replace the 2nd paragraph of section 80-3.02B with: 10-19-18 Posts and braces must comply with the strength requirements in ASTM F1043 for one of the following: 1. Group IA, regular grade, for round pipes 2. Group IC, 50,000 psi yield, for round pipes 3. Group II-L for roll-formed posts and braces Replace the list in section 80-4.02B(1)(b) with: 10-19-18 1. Comply with ASTM A1064 and have a Class 1 zinc coating complying with ASTM A641 2. Be welded or woven galvanized steel wire fabric 3. Be made of at least 16-gauge wire 4. Be 36 inches wide Replace the paragraph in section 80-4.02B(2) with: 10-19-18 The materials for a temporary desert tortoise fence must comply with section 80-4.02B(1). Replace the 2nd sentence in the 1st paragraph of section 80-4.02C(2) with: 10-19-18 Embed the posts at maximum 10-foot intervals into the ground. DIVISION IX TRAFFIC CONTROL DEVICES 82 SIGNS AND MARKERS 04-16-21 Replace the list in the 1st paragraph of section 82-2.01C with: 04-19-19 1. Aluminum sheeting 2. Retroreflective sheeting 3. Color imaging methods and film 4. Protective-overlay film ---PAGE BREAK--- RSS-192 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 82-2.02C with: 04-17-20 82-2.02C Retroreflective Sheeting Retroreflective sheeting used for the background and legend must comply with ASTM D4956-13 and must be on the Authorized Material List for signing and delineation materials. Retroreflective sheeting must be Type XI, except for white background signs, it must be Type VIII or IX. Warning sign plaques and panels must be retroreflective fluorescent orange or fluorescent yellow background. Type VIII, IX, and XI retroreflective sheeting must have Class 1, 3, or 4 adhesive backing. Adhesive backing must be pressure sensitive and fungus resistant. Retroreflective sheeting must be applied to sign panels at the fabrication plant under the retroreflective sheeting manufacturer's instructions without appreciable stretching, tearing, or other damage. Orientation of the legend must comply with the retroreflective sheeting manufacturer's instructions. Retroreflective sheeting on a sign panel with a minor dimension of 48 inches or less must be a single, contiguous sheet without splices except for the splices produced during the manufacture of the retroreflective sheeting. Sign panel with a minor dimension greater than 48 inches may have 1 horizontal splice in the retroreflective sheeting other than the splices produced during the manufacture of the retroreflective sheeting. Unless the retroreflective sheeting manufacturer's instructions require a different method, splices in the retroreflective sheeting must overlap by at least 1 inch. The retroreflective sheeting on either side of a splice must not exhibit a color difference under incident and reflected light. Replace section 82-2.02D with: 04-19-19 82-2.02D Color Imaging Methods and Film The material used for color imaging methods, film, and protective-overlay must be recommended by the retroreflective sheeting manufacturer. Colored retroreflective sheeting must be used for the background. Signs with green, red, blue, or brown backgrounds may use reverse-screened-process color on white retroreflective sheeting for the background color. The coefficient of retroreflection must be at least 70 percent of the coefficient of retroreflection specified in ASTM D4956 for the corresponding color of retroreflective sheeting. The sign must have outdoor weatherability characteristics equivalent to those specified for the corresponding color of retroreflective sheeting in ASTM D4956. Replace the 2nd paragraph of section 82-3.01A with: 04-17-20 Roadside signs include ground-mounted signs and Type N (CA), Type P (CA), and Type R (CA) marker panels. Add to section 82-3.01B: 04-17-20 ground-mounted sign: Roadside sign or signs with a wide-flange metal post. ---PAGE BREAK--- RSS-193 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 82-3.01D with: 10-16-20 82-3.01D Quality Assurance When delivered to the job site, treated posts must: 1. Comply with the specified grading requirements 2. Be dry 3. Have no visual evidence of preservative on the surface Add to section 82-3.02B: 04-16-21 Wide-flange metal posts must be fabricated from structural steel complying with ASTM A36/A36M. Nuts, bolts, and washers for the breakaway connections of a wide-flange steel post must comply with ASTM A325. Perforated square steel tube posts and square steel anchor sleeves must: 1. Be fabricated from galvanized hot rolled steel complying with ASTM 1011 Grade 50 and galvanized under ASTM 653 G-90. 2. Have a minimum 60 ksi yield strength after cold forming. 3. Have zinc coated corner welds. Corner welds must be scarfed and then a conversion coating and clear organic polymer topcoat must be applied. Perforated square steel tube post must have 7/16-inch diameter holes or punch-outs 1-inch on center on all four sides. Gravel or stone for a steel tube post foundation must be natural rough surface gravel or broken stone. Concrete for a steel tube post foundation must be minor concrete that contains at least 470 pounds of cementitious material per cubic yard. 10-16-20 Delete the 3rd paragraph of section 82-3.02C. Replace the 4th paragraph of section 82-3.02C with: 10-16-20 Posts must be treated under section 57-2.01B(3) and under AWPA U1, Use Category UC4A, Commodity Specification A. Posts must be incised, and the minimum retention of preservative must comply with AWPA requirements. Add to section 82-3.02E: 04-16-21 Sign panel drive rivets must be galvanized steel or aluminum. Square steel tube post drive rivets must be galvanized steel. Replace the 9th paragraph of section 82-3.03A with: 04-16-21 Backfill the space around the wide-flange metal posts with minor concrete that contains at least 470 pounds of cementitious material per cubic yard. ---PAGE BREAK--- RSS-194 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to section 82-3.03A: 04-16-21 Fasten square steel tube posts to square steel anchor sleeves with square steel tube post drive rivets. Add to section 82-3.03B: 04-16-21 Attach sign panel to square steel tube post with sign panel drive rivets. Place a fiber washer between the rivet head and the sign face. Replace section 82-5.01A with: 10-19-18 Section 82-5 includes specifications for fabricating and installing markers, including milepost markers. Replace the 2nd paragraph in section 82-5.02E with: 10-19-18 A target plate for milepost marker or Type L-1 (CA) or Type L-2 (CA) object marker installed on a metal post must be manufactured from an aluminum sheet or zinc-coated steel sheet. Replace section 82-5.02H with: 10-19-18 82-5.02H Milepost Markers Letters and numerals on a milepost marker must be made with opaque black paint or film. The paint and film must have an equivalent outdoor weatherability as the retroreflective sheeting specified in ASTM D4956. Nonreflective, opaque, black film must be vinyl or acrylic material. Film for letters and numerals must be computer cut and have pressure-sensitive adhesive. Replace the 5th paragraph of section 82-5.03 with: 10-19-18 Use stencils to paint letters and numerals on milepost markers. Add to the end of section 82-9.03: 04-17-20 82-9.03F Installation of Sign Panels on Existing Posts Install roadside sign panels on existing posts with fastening hardware under section 82-2.03A. Replace the 1st paragraph of section 82-9.04 with: 04-17-20 Payment for furnishing sign panels of any type is not included in the payment for install sign panel on existing frame and post. Payment for removing existing sign panel is included in the payment for install roadside sign panel on existing post. ---PAGE BREAK--- RSS-195 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 83 RAILINGS AND BARRIERS 04-16-21 Add to the end of section 83-1.03: 10-16-20 83-1.03D Miscellaneous Construction Where shown, paint the structure name, bridge number, year constructed, and other bridge identification information. Painting concrete must comply with section 78-4.03C(3). Bridge identification on the bridge barrier must be painted at each structure approach, visible to approaching traffic, and located near the paving notch, if applicable. For open bridge barrier rails, paint bridge identification on the widest rail element. For structures with adjacent retaining walls or approaches where metal beam bridge railings extend beyond the structure, paint bridge identification on the concrete end block of the barrier. For bents and piers, paint bridge identification corresponding to the name and number shown, on the face of the bridge barrier directly above the centerline of each bent or pier. Replace section 83-2.01A(3) with: 04-19-19 83-2.01A(3) Construction For midwest guardrail systems and thrie beam barrier, install steel foundation tubes and soil plates in soil. Add to section 83-2.01A(3): 04-16-21 Cut off any excess bolt that extends more than 0.5 inch beyond the nut. Replace section 83-2.02C(1)(c) with: 10-16-20 83-2.02C(1)(c) Bolt Holes and Cuts in Wood Posts and Blocks If copper naphthenate, Alkaline Copper Quaternary ammonium compound, or copper azole is used to treat wood posts and blocks, before inserting the bolts, fill the bolt holes with grease. You may field bore the 2-3/8-inch-diameter holes shown for wood guardrail terminal posts and wood rail tensioning assembly posts. If you perform field cutting or boring after treatment, manually treat with preservative under section 57- 2.01C(3)(b). Replace the 4th paragraph of section 83-2.03C with: 04-19-19 If median barrier delineation is shown, match the barrier marker spacing to the raised pavement marker spacing on the adjacent median edge line pavement delineation. ---PAGE BREAK--- RSS-196 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the 3rd paragraph of section 83-2.05B(3) with: 10-16-20 Stud bolts must comply with the specifications for studs in clause 9 of AWS D1.1. Replace section 83-2.08 with: 04-16-21 83-2.08 TUBULAR RAILINGS 83-2.08A General 83-2.08A(1) Summary Section 83-2.08 includes specifications for constructing tubular railings. Tubular railing includes rail tubes, post tubes, plates, rail splice sleeves, and fasteners. Paint for galvanized railing must comply with section 59-3. 83-2.08A(2) Definitions Reserved 83-2.08A(3) Submittals Submit a certificate of compliance verifying that all components of the tubular railing comply with section 83-2.08B. Submit shop drawings for tubular railing. Shop drawings must include: 1. Details for venting holes in rails, posts, and sleeves 2. Railing layout 3. Complete details for the construction of the work including methods of construction, sequence of shop and field assembly, galvanization, and installation procedures Submit 7 copies of the shop drawings. Allow 25 days for review. Upon authorization, the Engineer returns 2 copies to you for use during construction. 83-2.08A(4) Quality Assurance Reserved 83-2.08B Materials The materials for tubular railing components must comply with the specifications shown in the following table: Material Specification Rail and post tubes ASTM A500/A500M, Grade B Rolled bars and plates ASTM A36/A36M Rail splice sleeves ASTM A36/A36M Bolts ASTM F3125, Grade A325/A325M, Type 1 Threaded rods ASTM A449, Type 1 Nuts for bolts and threaded rods ASTM A563/A563M Washers for bolts and threaded rods ASTM F436/F436M Bolts and threaded rods furnished under ASTM A449 must comply with the mechanical requirements specified in ASTM A449 after galvanizing. Rail tubes must be shop bent or fabricated to fit the horizontal curve if the radius is less than 900 feet. ---PAGE BREAK--- RSS-197 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) If the vertical radius of the tubular handrailing is 30 feet or less, that portion of the railing must be either shop bent or built up from 1/4-inch-thick structural steel plates. The built-up tubular rail elements must match the seamless tubing in appearance. The difference between out-to-out rail splice sleeve dimensions and the clear inside dimensions of the tubular steel rail elements must not exceed 3/16 inch after galvanizing. Carefully handle the materials such that no parts are bent, broken, abraded, or otherwise damaged. Do not use manufacturing, handling, or installation methods that damage or distort the members or damage the galvanizing. 83-2.08C Construction 83-2.08C(1) General Before the tubular railing parts are assembled, clean the bearing surfaces and surfaces to be in permanent contact. If the railing is mounted on a concrete surface, the post bases must be true and flat to provide uniform bearing. Tubular railings must present a smooth, uniform appearance in their final position and conform closely to the horizontal and vertical lines as shown. 83-2.08C(2) Tubular Handrailing Adjust the vertical position of the tubular handrailing to compensate for the camber and dead load deflection of the superstructure. The Engineer determines the adjustment amount before the railing is installed. The metal railing posts to which the chain link railing attaches must fit the mounting brackets, pipe sleeves, and other connection fittings. Where necessary, install shims at posts and rail elements to provide uniform bearing and conformance with the horizontal lines and vertical grade lines. Shims at steel posts must be commercial-quality, galvanized sheet steel. 83-2.08C(3) Tubular Bicycle Railing When mounted on concrete barriers, cast sleeves for threaded rods in concrete. If authorized, you may drill and bond the threaded rods using chemical adhesive systems under section 51-1. Erect railing true to line and grade. Posts 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. Adjacent rail elements must align with each other within 1/16 inch. 83-2.08D Payment Not Used Replace the paragraph of section 83-3.03A(11) with: 04-19-19 Where concrete barrier markers are shown, cement the markers to the barrier under the manufacturer's instructions. Match the barrier marker spacing to the raised pavement marker spacing on the adjacent median edge line pavement delineation. ---PAGE BREAK--- RSS-198 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 84 MARKINGS 10-18-19 Replace section 84-2 with: 10-19-18 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS 84-2.01 GENERAL 84-2.01A Summary Section 84-2 includes specifications for applying traffic stripes and pavement markings. Traffic stripes and pavement markings must comply with ASTM D6628 for daytime and nighttime color. Retroreflectivity must be measured under ASTM E1710 and the sampling protocol specified in ASTM D7585. 84-2.01B Definitions 10-18-19 pavement marking: Transverse marking which includes shoulder or gore marking, traffic island marking, word or numeral or symbol marking, arrow, limit line, stop line, yield line, crosswalk marking, speed measurement marking, speed reduction marking, speed hump marking, parking space marking, and route shield marking. 10-19-18 traffic stripe: Longitudinal centerline or lane line used for separating traffic lanes in the same direction of travel or in the opposing direction of travel or a longitudinal edge line marking the edge of the traveled way or the edge of a lane at a gore area separating traffic at an exit or entrance ramp. A traffic stripe is shown as a traffic line. 84-2.01C Submittals For each lot or batch of traffic stripe material, primer, and glass beads, submit: 1. Certificate of compliance, including the material name, lot or batch number, and manufacture date 2. METS notification letter stating that the material is authorized for use, except for thermoplastic and primer 3. SDS 4. Manufacturer's Instructions For each lot or batch of thermoplastic, submit a manufacturer's certificate of compliance and the following test results from the California Test 423: 1. Brookfield Thermosel viscosity 2. Hardness 3. Yellowness index, white only 4. Daytime luminance factor 5. Yellow color, yellow only 6. Glass bead content 7. Binder content The date of the test must be within 1 year of use. Submit test results for each lot of beads specifying the EPA test methods used and tracing the lot to the specific test sample. The testing for lead and arsenic content must be performed by an independent testing laboratory. Submit the thermoplastic test stripe to the Engineer. Submit the retroreflectivity test result within 5 days of testing the traffic stripes and pavement markings. The data must include the retroreflectivity, time, date, and GPS coordinates for each measurement. ---PAGE BREAK--- RSS-199 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 84-2.01D Quality Assurance 84-2.01D(1) General Reserved 84-2.01D(2) Quality Control Before starting permanent application of methyl methacrylate and two component paint traffic stripes and pavement markings, apply a test stripe on roofing felt or other suitable material in the presence of the Engineer. The test stripe section must be at least 50 feet in length. Upon request, apply a thermoplastic test stripe on suitable material in the presence of the Engineer during the application of thermoplastic traffic stripes or markings. The test stripe must be at least 1 foot in length. Remove loose glass beads before measuring the retroreflectivity. Obtain authorization to proceed with the application of traffic stripes and pavement markings. Within 30 days of application, test the traffic stripes and pavement markings under the test methods and frequencies shown in the following table: Traffic Stripe Testing Frequency Quality characteristic Test method Minimum sampling and testing frequency Initial retroreflectivity (min, mcd·m-2·lx-1) White Yellow ASTM E1710 ASTM D7585a aUse the referee evaluation protocol for project length less than 10 miles. For project greater than or equal to 10 miles, add one evaluation for every additional mile. Verify the glass bead application rate by stabbing the glass bead tank with a calibrated rod. 84-2.01D(3) Department Acceptance The Engineer will perform a nighttime, drive-through, visual inspection of the retroreflectivity of the traffic stripes and pavement markings and notify you of any locations with deficient retroreflectivity. Test the retroreflectivity of the deficient areas to confirm striping and pavement markings meets the requirements. The thermoplastic test stripe will be tested for yellow color, daytime luminance factor, and yellowness index requirements by METS. 84-2.02 MATERIALS 84-2.02A General Reserved 84-2.02B Glass Beads Each lot of glass beads must comply with EPA Test Method 3052 and 6010B or 6010C. Glass beads must contain less than 200 ppm each of arsenic and lead. Type 1 glass beads must comply with AASHTO M 247. Type 2 glass beads must comply with AASHTO M 247. At least 75 percent of the beads by count must be true spheres that are colorless and do not exhibit dark spots, air inclusions, or surface scratches when viewed under 20X magnification. High-performance glass beads must be on the Authorized Material List for high-performance glass beads. Large-gradation glass beads must be on the Authorized Material List for two component traffic paint. Glass beads for methyl methacrylate must be on the Authorized Material List for methyl methacrylate traffic striping and pavement marking. Glass beads for paint must comply with State Specification 8010-004. ---PAGE BREAK--- RSS-200 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Glass beads must be surface treated, according to the bead and the material manufacturer's instructions, to promote adhesion with the specified material. 84-2.02C Thermoplastic Thermoplastic must comply with State Specification PTH-02HYDRO, or PTH-02ALKYD. Sprayable thermoplastic must comply with State Specification PTH-02SPRAY. Each lot or batch of thermoplastic must be tested under California Test 423. 84-2.02D Methyl Methacrylate Methyl methacrylate traffic paint must: 1. Be on the Authorized Material List for methyl methacrylate traffic striping and pavement marking 2. Be Category 2 84-2.02E Traffic Striping and Pavement Marking Tape Traffic striping and pavement marking tape must be on the Authorized Material List for signing and delineation materials. 04-19-19 White tape must have an initial retroreflectivity of a minimum 700 mcd/m2. Yellow tape must have an initial retroreflectivity of a minimum 500 mcd/m2. 10-19-18 When contrast is required for traffic stripping and pavement marking tape, the tape must be pre-formed and retroreflective, consisting of a white film with retroreflective beads and a contrasting black film border. The contrasting black border must be a nonreflective film bonded on each side of the white film to form a continuous roll. Each black border must be a minimum of 2 inches wide. The width of the tape must be at least 4 inches wider than the stripe width. 84-2.02F Two-Component Paint Two-component traffic paint must be on the Authorized Material List for two component traffic paint. 84-2.02G Paint Paint must comply with the requirements shown in following table: Paint Specifications Paint type Color Specification Waterborne traffic line White, yellow, and black State Specification PTWB-01R2 Waterborne traffic line for the international symbol of accessibility and other curb markings Blue, red, and green Federal Specification TT-P-1952E 84-2.02H–84-2.02L Reserved 84-2.03 CONSTRUCTION 84-2.03A General Establish the alignment for traffic stripes and the layouts for pavement markings with a device or method that will not conflict with other traffic control devices. Protect existing retroreflective pavement markers during work activities. Remove existing pavement markers that are coated or damaged by work activities and replace with an equivalent marker on the Authorized Material List for signing and delineation materials. A completed traffic stripe or pavement marking must: ---PAGE BREAK--- RSS-201 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Have well defined edges 2. Be uniform 3. Be free from runs, bubbles, craters, drag marks, stretch marks, and debris A completed traffic stripe must: 1. Be straight on a tangent alignment 2. Be a true arc on a curved alignment 3. Not deviate from the width shown by more than: 3.1. 1/4 inch on a tangent alignment 3.2. 1/2 inch on a curved alignment The length of the gaps and individual stripes that form a broken traffic stripe must not deviate by more than 2 inches from the shown. The gaps and stripes must be uniform throughout the entire length of the traffic stripe. Protect newly placed traffic stripes and pavement markings from traffic and work activities until the traffic stripes and pavement markings are dry or hard enough to bear traffic. Use mechanical methods to remove dirt, contaminants, and loose material from the pavement surface before applying the traffic stripe or pavement marking. Use abrasive blast cleaning to remove laitance and curing compound from the surface of new concrete pavement before applying the traffic stripe or pavement marking. Construct recesses as shown in the following table: Recess Depth Requirements Material Requirement Depth (mils) Depth (in) Thermoplastic 375 3/8 Two component traffic paint 250 1/4 Methyl methacrylate traffic paint 250 1/4 Construct recesses for double traffic stripes in a single pass. Before applying the traffic stripes and pavement markings: 1. Allow wet ground recesses to dry a minimum of 24 hours 2. Remove all powdery residue from dry recess 3. Keep the recesses dry and free from debris Apply traffic stripes and pavement markings before the end of the same work shift. 84-2.03B Application of Traffic Stripes and Pavement Markings 84-2.03B(1) General Apply material for a pavement marking with a stencil or a preformed marking. Immediately remove drips, overspray, improper markings, or material tracked by traffic, using an authorized method. Apply a traffic stripe or a pavement marking only to a clean, dry surface during a period when the pavement surface temperature is above 50 degrees F. Apply traffic stripe or pavement marking and glass beads in a single pass. You may apply the glass beads by hand on pavement markings. Embed glass beads to a depth of 1/2 their diameters. Distribute glass beads uniformly on traffic stripe and pavement markings. ---PAGE BREAK--- RSS-202 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Glass beads with integral color must match the color of the stripe or pavement marking. Apply glass beads with two separate applicator guns when two gradations are specified. Allow enough overlap distance between new and existing striping patterns to ensure continuity at the start and end of the transition. The retroreflectivity of applied traffic stripes and pavement markings must comply with the requirements shown in the following table: Retroreflectivity Requirements Traffic stripe material White (min, mcd·m-2·lx-1) Yellow (min, mcd·m-2·lx-1) Paint 250 125 Thermoplastic 250 125 Thermoplastic with wet night enhanced visibility 700 500 Two component 250 125 Methyl methacrylate 500 300 Tape 700 500 84-2.03B(2) Thermoplastic 84-2.03B(2)(a) General Apply primer or surface preparation adhesive under the manufacturer's instructions: 1. To all roadway surfaces except for asphaltic surfaces less than 6 months old 2. At a minimum rate of 1 gallon per 300 square feet 3. To allow time for the thermoplastic primer to dry and become tacky before application of the thermoplastic Do not thin the primer. Preheat thermoplastic using preheaters with mixers having a 360-degree rotation. Apply thermoplastic in a single uniform layer by spray or extrusion methods. Completely coat and fill voids in the pavement surface with the thermoplastic. Apply recessed thermoplastic at a thickness so that the top is 0 to 1/16 inch below the pavement surface. 84-2.03B(2)(b) Extruded Thermoplastic Apply extruded thermoplastic at a temperature of 400 to 425 degrees F or as recommended by the manufacturer. Apply extruded thermoplastic for a traffic stripe at a rate of at least 0.36 lb of thermoplastic per foot of 6- inch-wide solid stripe. The applied traffic stripe must be at least 0.060 inch thick. Apply extruded thermoplastic pavement markings at a thickness from 0.100 to 0.150 inch. Apply Type 2 glass beads to the surface of the molten thermoplastic at a rate of at least 8 lb of beads per 100 sq ft. 84-2.03B(2)(c) Sprayable Thermoplastic Apply sprayable thermoplastic at a temperature of 350 to 400 degrees F. Apply sprayable thermoplastic for a traffic stripe at a rate of at least 0.24 lb of thermoplastic per foot of 6- inch-wide solid stripe. The applied stripe must be at least 0.040 inch thick. 84-2.03B(2)(d) Thermoplastic with Enhanced Wet-Night Visibility Apply a thermoplastic traffic stripe or pavement marking with enhanced wet-night visibility in a single pass and in the following order: ---PAGE BREAK--- RSS-203 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Uniform layer of extruded thermoplastic 2. Layer of high-performance glass beads 3. Layer of Type 2 glass beads Apply thermoplastic with enhanced wet-night visibility at a maximum speed of 8 mph. Apply thermoplastic with enhanced wet-night visibility for a traffic stripe at a rate of at least 0.47 lb of thermoplastic per foot of 6-inch-wide solid stripe. The applied stripe must be at least 0.090 inch thick. Apply thermoplastic with enhanced wet-night visibility for a pavement marking at a rate of at least 1.06 lb of thermoplastic per square foot of marking. The applied pavement marking must be at least 0.100 inch thick. Apply high-performance glass beads at a rate of at least 6 lb of glass beads per 100 sq ft of stripe or marking. Apply Type 2, glass beads at a rate of at least 8 lb of glass beads per 100 sq ft of stripe or marking. 84-2.03B(3) Methyl Methacrylate Apply the methyl methacrylate when the pavement surface and atmospheric temperatures are from 40 to 104 degrees F. Apply methyl methacrylate paint at a minimum thickness of 0.090 inch. Apply recessed methyl methacrylate paint at a minimum thickness of 0.200 inch. Apply the glass beads recommended by the methyl methacrylate manufacturer. 84-2.03B(4) Traffic Striping and Pavement Marking Tape Do not use traffic stripe and pavement marking tape on existing open graded friction course or chip seal. Prepare pavement surface and use primer under the traffic tape manufacturer's written instructions. Apply tape to clean and dry pavement surface. Roll or tamp the traffic tape in place. 84-2.03B(5) Two-Component Paint Apply a two-component painted traffic stripe or pavement marking in a single pass and in the following order: 1. Coat of two-component paint 2. Application of large gradation glass beads recommended by the two-component paint manufacturer 3. Application of Type 1 glass beads Apply two-component paint when the pavement surface temperature is above 39 degrees F and the atmospheric temperature is above 36 degrees F. The temperature of the paint must comply with the paint manufacturer's instructions. Apply two-component paint and glass beads at a maximum speed of 10 mph. Apply large-gradation glass beads at a minimum rate of 11.7 lb of beads per gallon of paint. Apply Type 1 glass beads at a minimum rate of 8.3 lb of beads per gallon of paint. Apply two-component paint for the traffic stripes and pavement markings at the thickness and application rates shown in the following table: Type of pavement Stripe thickness (min, inch) Application rate (min, sq ft/gal) HMA open graded/chip seal 0.025 64 HMA dense graded 0.020 80 Concrete 0.020 80 Apply recessed two-component paint at a thickness between 0.020 and 0.025 inch. ---PAGE BREAK--- RSS-204 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 84-2.03B(6) Paint Do not apply paint if: 1. Fresh paint could become damaged by rain, fog, or condensation 2. Atmospheric temperature could drop below 50 degrees F during the drying period Do not thin paint. Use mechanical means to paint traffic stripes and pavement markings and to apply glass beads for traffic stripes. The striping machine must be capable of superimposing successive coats of paint on the 1st coat and on existing stripes at a minimum speed of 5 mph. Where the configuration or location of a traffic stripe is such that the use of a striping machine is not practicable, you may apply the traffic paint and glass beads by other methods and equipment if authorized. Apply traffic stripes and pavement markings in 1 coat on existing pavement surfaces, at an approximate rate of 107 sq ft/gal. Apply traffic stripes and pavement markings in 2 coats on a new pavement surface. The 1st coat of paint must be dry before applying the 2nd coat. Apply 2-coat paint at the approximate rate of 215 sq ft/gal for each coat. Paint a 1-coat, 3-inch-wide black stripe between the two 6-inch-wide yellow stripes of a double traffic stripe. If the two 6-inch-wide yellow stripes are applied in 2 coats, apply the black stripe concurrently with the 2nd coat of the yellow stripes. On 2-lane highways: 1. If the 1st coat of the centerline stripe is applied in the same direction as increasing post miles, use the right-hand spray gun of the 3 spray guns to apply a single yellow stripe 2. If the 1st coat of the centerline stripe is applied in the same direction as decreasing post miles, use the left-hand spray gun of the 3 spray guns to apply a single yellow stripe 3. Apply the 2nd coat of centerline striping in the opposite direction of the 1st coat Apply glass beads at an approximate rate of 5 lb of beads per gallon of paint. Verify the application rate of paint by stabbing the paint tank with a calibrated rod. If the striping machine has paint gauges, the Engineer may measure the volume of paint using the gauges instead of stabbing the paint tank with a calibrated rod. 84-2.03B(7) Contrast Striping 04-19-19 Contrast striping consists of black striping placed on each side of a white stripe. 10-19-18 You may use permanent tape instead of paint or thermoplastic. Apply contrast stripe paint in one coat. Do not use glass beads or other reflective elements in contrast striping material. 04-19-19 84-2.03B(8)–84-2.03B(10) Reserved 10-19-18 84-2.04 PAYMENT The payment quantity for a traffic stripe is the length measured along the line of the traffic stripe without deductions for gaps in the broken traffic stripe. ---PAGE BREAK--- RSS-205 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) The payment quantity for a pavement marking is the area covered. A double traffic stripe consisting of two-6-inch-wide yellow stripes are measured as 2 traffic stripes except for painted traffic stripes and sprayable thermoplastic traffic stripes.A double sprayable thermoplastic traffic stripe consisting of two 6-inch-wide yellow stripes are measured as single traffic stripe. A double painted traffic stripe consisting of two 6-inch-wide yellow stripes separated by a 3-inch-wide black stripe is measured as a single traffic stripe. The payment quantity for contrast striping is the length measured along the line of the traffic stripe without deductions for gaps in the broken traffic stripe. Replace section 84-9 with: 10-19-18 84-9 EXISTING MARKINGS 84-9.01 GENERAL 84-9.01A Summary Section 84-9 includes specifications for removing existing markings. Work performed on existing markings must comply with section 15. 84-9.01B Definitions Reserved 04-19-19 84-9.01C Submittals 10-19-18 Submit your proposed method for removing traffic stripes and pavement markings at least 7 days before starting the removal work. Allow 2 business days for the review. 84-9.02 MATERIALS Not Used 84-9.03 CONSTRUCTION 84-9.03A General Remove existing traffic stripes before making any changes to the traffic pattern. Remove existing traffic stripes and pavement markings before applying the following materials: 1. Traffic stripe and pavement marking tape 2. Two component traffic stripes and pavement markings 3. Methyl methacrylate traffic stripes and pavement markings 04-19-19 Remove contrast stripes, traffic stripes and pavement markings, including any paint in the gaps, by methods that do not remove pavement to a depth of more than 1/8 inch. 10-19-18 Remove pavement markings such that the old message cannot be identified. Make any area removed by grinding rectangular. Water must not puddle in the ground areas. Fog seal ground areas on asphalt concrete pavement. Sweep up or vacuum any residue before it can be blown by traffic or wind, migrate across lanes or shoulders, or enter a drainage facility. 84-9.03B Remove Traffic Stripes and Pavement Markings Containing Lead Reserved ---PAGE BREAK--- RSS-206 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 84-9.03C–84-9.03J Reserved 84-9.04 PAYMENT The payment quantity for remove traffic stripe is the measured length multiplied by: 1. 0.67 for a single 4-inch-wide traffic stripe 2 1.34 for a single 8-inch-wide traffic stripe 3. 2 for a double traffic stripe The payment quantity for remove traffic stripe does not include the gaps in broken traffic stripes. Payment for removal of paint evident in a gap is included in the payment for remove traffic stripe of the type involved. 10-18-19 If no bid item is shown on the Bid Item List for remove pavement marking, remove pavement marking is paid for as remove traffic stripe of the types shown in the Bid Item List and the payment quantity for 1 square foot of pavement marking is 2 linear feet. DIVISION X ELECTRICAL WORK 86 GENERAL 04-16-21 Replace section 86-1.01B with: 10-19-18 86-1.01B Definitions accessible pedestrian signal: Accessible pedestrian signal as defined in the California MUTCD. accessible walk indication: Activated audible and vibrotactile action during the walk interval. actuation: Actuation as defined in the California MUTCD. ambient sound level: Background sound level in dB at a given location. ambient sound sensing microphone: Microphone that measures the ambient sound level in dB and automatically adjusts the accessible pedestrian signal speaker's volume. audible speech walk message: Audible prerecorded message that communicates to pedestrians which street has the walk interval. CALiPER: Commercially Available LED Product Evaluation and Reporting. A U.S. Department of Energy program that individually tests and provides unbiased information on the performance of commercially available LED luminaires and lights. controller assembly: Assembly for controlling a system's operations, consisting of a controller unit and auxiliary equipment housed in a waterproof cabinet. controller unit: Part of the controller assembly performing the basic timing and logic functions. correlated color temperature: Absolute temperature in kelvin of a blackbody whose chromaticity most nearly resembles that of the light source. detector: Detector as defined in the California MUTCD. electrolier: Assembly of a lighting standard and luminaire. flasher: Device for opening and closing signal circuits at a repetitive rate. ---PAGE BREAK--- RSS-207 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) illuminance gradient: Ratio of the minimum illuminance on a 1-foot square of sign panel to that on an adjacent 1-foot square of sign panel. inductive loop detector: Detector capable of being actuated by an inductance change caused by a vehicle passing or standing over the loop. An inductive loop detector includes a loop or group of loops installed in the roadway and a lead-in cable installed and connected inside a controller cabinet. junction temperature: Temperature of the electronic junction of the LED device. The junction temperature is critical in determining photometric performance, estimating operational life, and preventing catastrophic failure of the LED. L70: Extrapolated life in hours of the luminaire when the luminous output depreciates 30 percent from the initial values. lighting standard: Pole and mast arm supporting the luminaire. link: Part of a system which provides a data connection between a transmitter and receiver. LM-79: Test method from the Illumination Engineering Society of North America specifying the test conditions, measurements, and report format for testing solid state lighting devices, including LED luminaires. LM-80: Test method from the Illumination Engineering Society of North America specifying the test conditions, measurements, and report format for testing and estimating the long-term performance of LEDs for general lighting purposes. luminaire: Assembly that houses the light source and controls the light emitted from the light source. mid-span access method: Procedure in which fibers from a single buffer tube are accessed and spliced to a multi buffer tube cable without cutting the unused fibers in the buffer tube, or disturbing the remaining buffer tubes in the cable. National Voluntary Laboratory Accreditation Program: U.S. Department of Energy program that accredits independent testing laboratories. optical time domain reflectometer: Fiber optic test equipment that is used to measure the total amount of power loss between two points and over the corresponding distance. It provides a visual and printed display of the relative location of system components such as fiber sections, splices and connectors as well as the losses that are attributed to each component and or defects in the fiber. pedestrian change interval: Pedestrian change interval as defined in the California MUTCD. powder coating: Coating applied electrostatically using exterior-grade, UV-stable, polymer powder. power factor: Ratio of the real power component to the complex power component. power meter: Portable fiber optic test equipment that, when coupled with a light source, is used to perform end-to-end attenuation testing. Its display indicates the amount of power injected by the light source at the designed wavelength of the system under testing that arrives at the receiving end of the link. pretimed controller assembly: Assembly operating traffic signals under a predetermined cycle length. programming mechanism: Device to program the accessible pedestrian signal operation. pull box: Box with a cover that is installed in an accessible place in a conduit run to facilitate the pulling in of wires or cables. push button information message: Push button information message as defined in the California MUTCD. push button locator tone: Push button locator tone as defined in the California MUTCD. segment: Continuous cable terminated by 2 splices, 2 connectors or 1 splice and 1 connector. ---PAGE BREAK--- RSS-208 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) signal face: Signal face as defined in the California MUTCD. signal head: Signal head as defined in the California MUTCD. signal indication: Signal indication as defined in the California MUTCD. signal section: Signal section as defined in the California MUTCD. signal standard: Pole with or without mast arms carrying 1 or more signal faces. street side lumens: Lumens from a luminaire directed to light up areas between the fixture and the roadway, such as traveled ways and freeway lanes. surge protection device: or component that protects equipment against short-duration voltage transients in power line. total harmonic distortion: Ratio of the rms value of the sum of the squared individual harmonic amplitudes to the rms value of the fundamental frequency of a complex waveform. traffic-actuated controller assembly: Assembly for operating traffic signals under the varying demands of traffic as registered by detector actuation. traffic phase: Traffic phase as defined in the California MUTCD. vehicle: Vehicle as defined in the California Vehicle Code. vibrotactile pedestrian device: Vibrotactile pedestrian device as defined in the California MUTCD. 10-19-18 Delete the 9th and 10th paragraphs of section 86-1.01C(1). Replace section 86-1.01C(3) with: 10-19-18 86-1.01C(3) Luminaires Submit for a luminaire: 1. Maximum power in watts 2. Maximum designed junction temperature 3. Heat sink area in square inches 4. Designed junction-to-ambient thermal resistance calculation with thermal resistance components clearly defined 5. L70 in hours when extrapolated for the average nighttime operating temperature 6. Life expectancy based on the junction temperature 7. Manufacturer's data sheet for the power supply, including the rated life Submit the manufacturer's QC test data for luminaires as an informational submittal. Replace section 86-1.01C(4) with: 10-19-18 86-1.01C(4) Reserved Replace the 3rd paragraph of section 86-1.02B(1) with: 04-19-19 Conduit used for horizontal directional drilling must be high density polyethylene Type IPS, SDR 9 and comply with ASTM F2160. ---PAGE BREAK--- RSS-209 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 04-16-21 Replace the 4th paragraph of section 86-1.02B(1) with: Conduit for fiber optic cable systems must be high density polyethylene schedule 40, complying with NEMA TC-7. Replace the 8th paragraph of section 86-1.02B(1) with: 10-19-18 High density polyethylene for innerduct must: 1. Comply with ASTM D3485, D3035, D2239, and D2447, and NEMA TC7 and TC2 2. Have a minimum tensile yield strength of 3300 psi under ASTM D638 04-19-19 3. Have a density of 59.6187 lb/ft3 ± 0.3121 lb/ft3 under ASTM D1505 Replace the 9th paragraph of section 86-1.02B(1) with: 04-19-19 Tracer wire must be a minimum no. 12 solid copper conductor with orange insulation Type TW, THW, RHW, or USE. For direct burial, the tracer wire insulation must be Type UF. Replace section 86-1.02C with: 10-18-19 86-1.02C Pull Boxes 86-1.02C(1) General A pull box cover must have a marking on the top that is: 1. Clearly defined 2. Uniform in depth 3. Parallel to the longer side 4. From 1 to 3 inches in height The cover marking must include CALTRANS and one of the following: 1. SERVICE for service circuits from a service equipment enclosure to a subpanel 2. SERVICE IRRIGATION for circuits from a service equipment enclosure to an irrigation controller 3. SERVICE BOOSTER PUMP for circuits from a service equipment enclosure to the booster pump 4. TDC POWER for circuits from a service equipment enclosure to telephone demarcation cabinet 5. LIGHTING for a lighting system 6. SIGN ILLUMINATION for a sign illumination system 7. SIGNAL AND LIGHTING for a signal and lighting system 8. RAMP METER for a ramp metering system 9. TMS for a traffic monitoring station 10. FLASHING BEACON for a flashing beacon system 11. CMS for a changeable message sign system 12. INTERCONNECT for an interconnect conduit and cable system 13. FIBER OPTIC for fiber optic cable system 14. ELECTRICAL SYSTEMS if more than one system is shared in the same pull box The cover marking must not include CALTRANS, only the following: 1. ELECTRICAL SERVICE for circuits from an electrical utility to a service equipment enclosure 2. TELEPHONE SERVICE for circuits from a telephone utility to a telephone demarcation cabinet ---PAGE BREAK--- RSS-210 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) A metal pull box cover must include a fitting for a bonding conductor. The hardware must be stainless steel containing 18 percent chromium and 8 percent nickel. 86-1.02C(2) Roadway Pull Boxes 86-1.02C(2)(a) General A pull box cover must have a nonskid surface. The pull boxes and covers must not have exposed fibers or reinforcement on the finish surfaces that are exposed. The load rating must be: 1. Stenciled or stamped on the inside and outside of the pull box 2. Stamped on the outside of the cover If a transformer or other device is to be placed in the pull box, include recesses for a hanger. Hold-down bolts must: 1. Be a Penta Head 1/2-13UNC 2. Have a thread lock material 3. Withstand a torque from 55 to 60 ft-lb 4. Withstand a minimum pull-out strength of 750 lb The opening in which the cover sets must have length and width dimensions 1/8 inch greater than the cover. 86-1.02C(2)(b) Nontraffic Pull Boxes A nontraffic pull box and cover must comply with ANSI/SCTE 77, "Specification for Underground Enclosure Integrity," for Tier 22 load rating and must be gray or brown. An extended pull box must be a minimum 22 inches deep and may be a single box or a box with an extension made of the same material as the pull box. The extension may be another pull box if the bottom edge of the pull box fits into the opening for the cover. The hold down bolts, nuts, and washers must be a captive design. The pull box must have a 1/2-13 coarse-thread insert with drainage hole, to secure the hold down bolts. The cover must have a 1/2 inches by 4 inches pull slot with a 3/16-inch center pin. The cover markings must be cast in the mold of the cover or be engraved on a metal or UV resistant ABS plate secured to the cover with stainless steel screws. 86-1.02C(2)(c) Traffic Pull Boxes A traffic pull box and cover must comply with AASHTO HS20-44 and load tested under AASHTO M 306. A traffic pull box must be reinforced with a galvanized steel Z bar welded frame. The frame must be anchored to the box with 2-1/4-inch-long concrete anchors with a 1/4-inch diameter. The pull box must have 4 concrete anchors, one in each corner, and two near the middle one on each of the longer sides, except for a no. 3-1/2(T) pull box. The frame must have nuts fabricated with the frame or spot welded to the underside of the frame, to secure the hold down bolts. The nuts must be zinc-plated carbon steel, vibration-resistant, and have a wedge ramp at the root of the thread. The cover must: ---PAGE BREAK--- RSS-211 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Be steel, reinforced and galvanized post fabrication. 2. Be countersunk approximately 1/4 inch to accommodate the bolt head. When tightened, the hold down bolt head must be no more than 1/8 inch above the top of the cover. 3. Have a 1/2-inch by 2-inch pull slot with a guard under the cover to prevent entry of more than 3 inches below the bottom surface of the cover without deflection. Before galvanizing a steel cover, the manufacturer must apply the cover marking by one of the following methods: 1. Use a cast iron strip at least 1/4-inch thick with letters raised a minimum of 1/16 inch. Fasten the strip to the cover with 1/4-inch, flathead, stainless steel machine bolts and nuts. Peen the bolts after tightening. 2. Use a sheet steel strip at least 0.027-inch thick with letters raised a minimum of 1/16 inch. Fasten the strip to the cover by spot welding, tack welding, or brazing with 1/4-inch stainless steel rivets or 1/4- inch, roundhead, stainless steel machine bolts and nuts. Peen the bolts after tightening. 3. Bead weld the letters on the cover such that the letters are raised a minimum of 3/32 inch. 86-1.02C(2)(d) Tamper Resistant Pull Boxes 86-1.02C(2)(d)(i) General Not Used 86-1.02C(2)(d)(ii) Tamper-Resistant Nontraffic Pull Box 86-1.02C(2)(d)(ii)(A) General A tamper resistant nontraffic pull box must include a pull box with one of the following: 1. Anchored cover 2. Lockable cover 3. Pull box insert 86-1.02C(2)(d)(ii)(B) Anchored Cover The anchored cover must: 1. Be of 1/2-inch-thick mild steel, hot dip galvanized, post fabrication. 2. Have spikes removed from the galvanized surfaces. 3. Have a center space for a top lock nut that must be torqued to 200 ft-lb. 4. Have a center opening for a stainless-steel threaded cap to cover the lock nut. 5. Weigh a minimum of 85 lb. 6. Include an all-around security skirt of 1/4-inch thick steel. The skirt must be sized to encase a nontraffic pull box or sized to fit within a traffic pull box. 7. Be welded to the skirt. 86-1.02C(2)(d)(ii)(C) Lockable Cover The lockable cover must: 1. Be manufactured from minimum 3/16-inch-thick galvanized steel or a polymer of minimum strength equal to 3/16-inch steel. 2. Be secured to the pull box with a locking mechanism of equal or greater strength than the manufactured material. 3. Have 1/2-by-2-inch slot holes for lifting. 4. Have dimensions complying with one of the following: 4.1. Department's standards for pull box covers as shown if the lockable cover is secured to the inside lip of the pull box. 4.2. Department's standards for the length and width as shown for pull box covers if the lockable cover is secured to the top of the pull box. 86-1.02C(2)(d)(ii)(D) Pull Box Insert The pull box insert must: ---PAGE BREAK--- RSS-212 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Be made of minimum 3/16-inch-thick or 10 gauge mild hot-dipped galvanized steel 2. Have a minimum of 2 mounting brackets that rest under the side or end wall 3. Be lockable with a padlock having a minimum 3/8-inch shackle 4. Have dimensions complying with the Department's standards for the length and width as shown for pull box covers 86-1.02C(2)(d)(iii) Tamper Resistant Traffic Pull Box A tamper resistant traffic pull box must include a pull box with an anchored cover. 86-1.02C(3) Structure Pull Boxes A no. 7 pull box must: 1 Be 12 by 12 by 12 inches. 2. Be manufactured with 0.075-inch sheet steel. 3, Have 3/4-inch flanges on the top and bottom. 4. Have one 1-inch and one 1-1/2-inch knockouts on each side, except for the covers 10-16-20 5. Have drilled and tapped holes on the top and the bottom flanges for the cover screws. The hole pattern and spacing must be the same at the top and bottom. 10-18-19 6. Have covers that secure to the box with eight 1/4-inch diameter, 20NC brass machine screws. A no. 8 pull box must: 1 Be 12 by 12 by 12 inches. 2. Be manufactured with 0.135-inch sheet steel. 3. Mount to the structure with three 3/8-inch diameter machine screws per side. 4. Have 1-1/2-inch knockouts on each side, except the cover. 10-16-20 5. Have drilled and tapped holes on the sides and the bottom for the cover screws. The holes must be reinforced with a 1-by-1-by-0.135-inch bar inside the box. 10-18-19 6. Have a cover with 3/4-inch flanges on the sides and bottom with the corners welded at the bottom. The cover must secure to the box with, three 1/4-inch diameter by 1/2-inch long cadmium plated brass or stainless steel, machine screws. A no. 9 pull box must: 1 Be 24 by 9-1/2 by 6-1/4 inches. 2. Be manufactured with 0.075-inch sheet steel. 3. Have a rain tight hood. 4, Have a 1-1/2-by-4-1/2-by-0.135-inch strap welded to the back of the box at each corner, parallel to the long side. The strap must have a 1/4-inch hole on the exposed end. 5. Have a 1-inch lip around the opening. 10-16-20 6. Have drilled and tapped holes with a minimum 1/4-inch thread length, at the ends of the bottom lip for the cover screws. 10-18-19 7. Have a 3-inch knockout on each side at the bottom and at the center of the bottom. 8. Have a 2-inch knockout on each side at the top and at both ends of the bottom. 9. Have an L 5/8-by-7/8-by-0.075-inch formed angle spot welded to the inside of the top on both sides and on the bottom. 10. Have a cover manufactured with 0.125-inch steel, that secures to the box with two 3/8-inch diameter by 3/4-inch long stainless-steel flathead screws with 11/16-inch diameter countersink holes. The cover must include a 1/16-inch neoprene gasket. A no. 9A pull box must: 1 Be 20 by 8 by 8-1/2 inches. ---PAGE BREAK--- RSS-213 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2. Be manufactured with 0.075-inch sheet steel. 3. Have 3/4-inch flanges on the top. 4, Have drilled holes on the short sides for the cover screws. The holes must have a stainless-steel hex nut or a 1/4-by-5/8-by-8-inch bar spot welded to the bottom of the flange. 5. Have a 3-inch knockout on each side at the top and at the center of the bottom. 6. Have a 2-inch knockout on each side at the bottom and at both ends of the bottom. 7. Have a cover manufactured with 0.105-inch steel, that secures to the box with four 3/8-inch diameter stainless steel hex head cap screws, two on each short side. The cover must have a rain tight hood and include a 1/16-inch neoprene gasket. Pull box corner joints must be lapped and spot welded or riveted. Concentric and eccentric multiple size knockouts are not be allowed. Replace section 86-1.02D(3) with: 10-19-18 86-1.02D(3) Warning Tape Warning tape must be orange color polyolefin film, minimum elongation of 500 percent before breakage, water and corrosion resistant, and comply with requirements shown in the following table: Warning Tape Requirements Quality characteristic Requirement Thickness (min, mil) 4 Width (in) 4 Tensile strength of material (min, psi) 2800 Message spacing intervals (ft) 3 The warning tape must have a printed message that reads: CAUTION: CALTRANS FACILITIES BELOW. The printed text height and color must be 1 inch, black color text over bright orange background. Replace the 2nd paragraph of section 86-1.02E with: 10-19-18 Each sensor must: 1. Have a dissipation factor less than 0.04 nF when measured in the 20 nF range 2. Have resistance greater than 20 Megaohms 3. Be 1/4 inch wide by 6 feet long by 1/16 inch thick 4. Have a RG-58C/U coaxial screen transmission cable, jacketed with high-density polyethylene, rated for direct burial and resistant to nicks and cuts 5. Operate over a temperature range from -40 to 160 degrees F 6. Have a signal to noise ratio equal to or greater than 10 to 1 7. Have an output signal of a minimum 250 mV ± 20 percent for a wheel load of 400 lb at 55 mph and 70 degrees F 8. Have an insulation resistance greater than 500 MΩ 9. Have a life cycle of a minimum 25 million equivalent single axle loadings ---PAGE BREAK--- RSS-214 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 86-1.02F(1) with: 10-19-18 86-1.02F(1) General Conductors and cables must be clearly and permanently marked the entire length of their outer surface with: 1. Manufacturer's name or trademark 2. Insulation-type letter designation 3. Conductor size 4. Voltage 5. Number of conductors for a cable The minimum insulation thickness and color code requirements must comply with NEC. Replace the 2nd paragraph of section 86-1.02F(2)(a) with: 10-19-18 Conductors must be identified as shown in the following table: Conductor Identification 04-17-20 Circuit Signal phase or function Identification Copper size Insulation color Band symbols Base Stripea ---PAGE BREAK--- RSS-215 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Signals (vehicle)a,b 2, 6 Red, yellow, brown Black 2, 6 14 4, 8 Red, yellow, brown Orange 4, 8 14 1, 5 Red, yellow, brown None 1, 5 14 3, 7 Red, yellow, brown Purple 3, 7 14 Ramp meter 1 Red, yellow, brown None No band required 14 Ramp meter 2 Red, yellow, brown Black No band required 14 Pedestrian signals 2p, 6p Red, brown Black 2p, 6p 14 4p, 8p Red, brown Orange 4p, 8p 14 1p, 5p Red, brown None 1p, 5p 14 3p, 7p Red, brown Purple 3p, 7p 14 Push button assembly or accessible pedestrian signal 2p, 6p Blue Black P-2, P-6 14 4p, 8p Blue Orange P-4, P-8 14 1p, 5p Blue None P-1, P-5 14 3p, 7p Blue Purple P-3, P-7 14 Traffic signal controller cabinet Ungrounded circuit conductor Black None CON-1 6 Grounded circuit conductor White None CON-2 6 Highway lighting pull box to luminaire Ungrounded - line 1 Black None No band required 14 Ungrounded - line 2 Red None No band required 14 Grounded White None No band required 14 Multiple highway lighting Ungrounded - line 1 Black None ML1 10 Ungrounded - line 2 Red None ML2 10 Ungrounded - line 3 White None ML3 10 Lighting control Ungrounded - Photoelectric unit Black None C1 14 Switching leg from Photoelectric unit or SM transformer Red None C2 14 Service Ungrounded - line 1 (signals) Black None No band required 6 Ungrounded - line 2 (lighting) Red None No band required 8 Sign lighting Ungrounded - line 1 Black None SL-1 10 Ungrounded - line 2 Red None SL-2 10 Flashing beacons Ungrounded between flasher and beacons Red or yellow None FB-Location.c 14 Grounded circuit conductor Push button assembly or accessible pedestrian signal White Black No band required 14 Signals and multiple lighting White None No band required 10 Flashing beacons and sign lighting White None No band required 12 Lighting control White None C-3 14 Service White None No band 14 ---PAGE BREAK--- RSS-216 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) required Spares Black None No band required 14 Notes: aOn overlaps, the insulation is striped for the 1st phase in the designation, e.g., phase (2+3) conductor is striped as for phase 2. bBand for overlap and special phases as required cFlashing beacons having separate service do not require banding. 10-19-18 Delete the 4th paragraph of section 86-1.02F(2)(a). Replace the 2nd paragraph of section 86-1.02F(2)(c)(ii) with: 10-19-18 An equipment grounding conductor must be insulated. Replace the 3rd paragraph of section 86-1.02F(3)(d)(ii) with: 10-19-18 Cable must comply with the requirements shown in the following table: Cable type Conductor quantity and type Cable jacket thickness (mils) Maximum nominal outside diameter (inch) Conductor color code Average Minimum ---PAGE BREAK--- RSS-217 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3CSC 3 no. 14 44 36 0.40 Blue/black stripe, blue/orange stripe, white/black stripe 5CSC 5 no. 14 44 36 0.50 Red, yellow, brown, black, white 9CSC 1 no. 12 8 no. 14 60 48 0.65 No. 12 - white, No. 14 - red, yellow, brown, black, red/black stripe, yellow/black stripe, brown/black stripe, white/black stripe 12CSC 1 no. 12 11 no. 14 60 48 0.80 No. 12 - white No. 14 - red, yellow, brown, black, red/black stripe, yellow/black stripe, brown/black stripe, black/red stripe, black/white stripe, red/white stripe, brown/white stripe 28CSC 1 no. 10 27 no. 14 80 64 0.90 No. 10 - white No. 14 - red/black stripe, yellow/black stripe, brown/black stripe, red/orange stripe, yellow/orange stripe, brown/orange stripe, red/silver stripe, yellow/silver stripe, brown/silver stripe, red/purple stripe, yellow/purple stripe, brown/purple stripe, red/2 black stripes, brown/2 black stripes, red/2 orange stripes, brown/2 orange stripes, red/2 silver stripes, brown/2 silver stripes, red/2 purple stripes, brown/2 purple stripes, blue/black stripe, blue/orange stripe, blue/silver stripe, blue/purple stripe, white/black stripe, black/red stripe, black ---PAGE BREAK--- RSS-218 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 86-1.02F(3)(d)(iv) with: 04-17-20 86-1.02F(3)(d)(iv) Railroad Preemption Cables A railroad preemption cable must be a 19-conductor cable having a polyvinyl chloride or polyethylene jacket. The cable jacket must be rated for 600 V(ac) and 75 degrees C. The railroad preemption cable color code must be as shown in the following table: Railroad Preemption Cable Color Code Conductor no. Color Code 1 Black 2 White 3 Red 4 Green 5 Orange 6 Blue 7 White/black stripe 8 Red/black stripe 9 Green/black stripe 10 Orange/black stripe 11 Blue/black stripe 12 Black/white stripe 13 Red/white stripe 14 Green/white stripe 15 Blue/white stripe 16 Black/red stripe 17 White/red stripe 18 Orange/red stripe 19 Blue/red stripe The individual conductors in the cable must: 1. Be stranded and comply with ASTM B286 2. Have Type THW insulation 3. Be 16 AWG Replace the 3rd paragraph of section 86-1.02G with: 10-19-18 The self-adhesive reflective labels must: 1. Be from 3 to 5 mils thick 2. Have all black capital characters on a white background 3. Extend beyond the character by a minimum of 1/4 inch Replace the 4th paragraph of section 86-1.02H with: 10-19-18 PVC electrical tape must have a minimum thickness of 6 mils. ---PAGE BREAK--- RSS-219 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 86-1.02K with: 04-17-20 86-1.02K Luminaires 86-1.02K(1) General A luminaire must: 1. Be self-contained, not requiring assembly. 2. Comply with UL 1598 for luminaires in wet locations. 3. Have a power supply with ANSI/IEC 60529 rating of at least IP65. 4. Weigh less than 35 lb. 5. Have a minimum 60,000 hours L70 rating under LM-80 and TM-21 at an ambient temperature of 25 degrees C. 6. Operate over a temperature range from -40 to 130 degrees F. 7. Be operationally compatible with photoelectric controls. 8. Have a nominal correlated color temperature of 3000 K under ANSI C78.377 and a color rendering index of 70 or greater. 9. Have a maximum effective projected area of 1.4 sq ft when viewed from either side or end. 10. Comply with ANSI C136.31. 11. Have a power factor of 0.90 or greater. The total harmonic distortion, current, and voltage induced into a power line by a luminaire must not exceed 20 percent. Test voltage will be at 120 V(ac), 240 V(ac), or 480 V(ac). 12. Comply with the maximum power consumption and isofootcandle curves as shown. 13. Be on the Authorized Material List for LED luminaires or must be submitted and passed testing for addition to the AML. A luminaire must include a surge protection device to withstand high-repetition noise transients caused by utility line switching, lightning strikes, and other interferences. The device must protect the luminaire from damage and failure due to transient voltages and currents as defined in Tables 1 and 4 of ANSI/IEEE C64.41.2 for location category C-High. The surge protection device must comply with UL 1449 and ANSI/IEEE C62.45 based on ANSI/IEEE C62.41.2 definitions for standard and optional waveforms for location category C-High. The luminaire must operate over the voltage range: 1. From 95 to 277 V(ac) for luminaires rated 120, 240, or 277 V(ac) 2. From 347 to 480 V(ac) for luminaires rated 480 V(ac) The fluctuations of line voltage must have no visible effect on the luminous output. The luminaire's housing, external bolts, screws, hinges, hinge pins, and door closure devices must withstand a 1008 hour cyclic salt fog spray/UV test under ASTM D5894 and an evaluation under ASTM D714 with a blister rating of 8 or greater and no more than medium density. The luminaire's housing must be marine-grade alloy with less than 0.2 percent copper or die cast aluminum. The housing must be designed to prevent the buildup of water on its top surface. Exposed heat sink fins must be oriented to allow water to run off the luminaire and carry dust and other accumulated debris away from the unit. The optical assembly of the luminaire must be protected against dust and moisture intrusion to at least an ANSI/IEC 60529 rating of IP66. The power supply enclosure must be protected to at least an ANSI/IEC 60529 rating of IP43. If the components are mounted on a down-opening door, the door must be hinged and secured to the luminaire's housing separately from other components. The door must be secured to the housing to prevent accidental opening. A safety cable must mechanically connect the door to the housing. A luminaire must have a barrier-type terminal block secured to the housing to connect field wires. The terminal screws must be captive and equipped with wire grips for conductors up to no. 6. Terminals must be identified and marked. ---PAGE BREAK--- RSS-220 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) If needed, each refractor or lens must be made of UV-inhibiting high-impact plastic, such as acrylic or polycarbonate, or heat and impact-resistant glass. The refractor or lens must be resistant to scratching. Polymeric materials, except for the lenses of enclosures containing either the power supply or electronic components of the luminaire, must be made of UL94 V-0 flame-retardant materials. The luminaire must be permanently marked inside the unit and outside of its packaging box. Marking consists of: 1. Manufacturer's name or trademark 2. Month and year of manufacture 3. Model, serial, and lot numbers 4. Rated voltage, wattage, and power in VA An LED luminaire must: 1. Comply with Class A emission limits under 47 CFR 15(B) for unintentional radiators. 2. Have a power supply with: 2.1. 2 leads to accept standard 0-10 V(dc) control. 2.2. Dimming control compatible with IEC 60929, Annex E. If the control leads are open or the analog control signal is lost, the circuit must default to 100-percent power. 2.3. Case temperature self-rise of 77 degrees F or less above ambient temperature in free air with no additional heat sinks. 3. Not be cooled by fans or other menchanical devices. 86-1.02K(2) Roadway Luminaires A roadway luminaire must: 1. Have a housing color that matches a color no. 26152 to 26440, 36231 to 36375, or 36440 of AMS- STD-595 2. Have an ANSI C136.41-compliant, locking-type, photocontrol receptacle with dimming connections and a watertight shorting cap 3. Have an uplight rating of "U0" per IES TM-15-11 4. Have equipment identification character labels outside the unit on the side that will face the road. Equipment identification characters consist of: 4.1. R1 for Roadway 1, R2 for Roadway 2, R3 for Roadway 3, and R4 for Roadway 4 4.2. Rated wattage The luminaire's housing must have a slip fitter that must: 1. Fit on mast arms with outside diameters from 1-5/8 to 2-3/8 inches 2. Be adjustable to a minimum of ±5 degrees from the axis of the tenon in a minimum of 5 steps: +2.5, 0, -2.5, -5 3. Have clamping brackets that: 3.1. Are made of corrosion-resistant materials or treated to prevent galvanic reactions 3.2. Do not bottom out on the housing bosses when adjusted within the designed angular range 3.3. Do not permanently set more than 1/32 inch when tightened 86-1.02K(3) Overhead Sign Luminaires An overhead sign luminaire must: 1. Have a uniformity average to minimum ratio of 10:1 for the distribution of light reflected on a 16' wide by 12' high sign panel 2. Not allow more than 2.5 percent of the rated lumens to project above 65 degrees measured up from the horizontal plane in the direction of the sign panel 3. Mount at a maximum height of 12 inches above the top of the mounting rails 4. Mount directly to the sign structure as shown or with a mounting adapter that meets the material requirements of the luminaire's housing ---PAGE BREAK--- RSS-221 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 86-1.02M with: 10-19-18 86-1.02M Photoelectric Controls Photoelectric control types are as shown in the following table: Photoelectric Control Types Control type Description I Pole-mounted photoelectric unit. Test switch and a 15-A circuit breaker per ungrounded conductor, housed in an enclosure. II Pole-mounted photoelectric unit. Contactor, a 15-A circuit breaker per ungrounded conductor, and test switch located in a service equipment enclosure. III Pole-mounted photoelectric unit. Contactor, a 15-A circuit breaker per ungrounded conductor, and a test switch housed in an enclosure. IV A photoelectric unit that plugs into a NEMA twist-lock receptacle, integral with the luminaire. V A photoelectric unit, contactor, a 15-A circuit breaker per ungrounded conductor, and test switch located in a service equipment enclosure. The pole-mounted adaptor for Type I, II, and III photoelectric controls must include a terminal block and cable supports or clamps to support the wires. Photoelectric unit must: 1. Have a screen to prevent artificial light from causing cycling. 2. Have a rating of 60 Hz, 105-130 V(ac), 210-240 V(ac), or 105-240 V(ac). 3. Operate at a temperature range from -20 to 55 degrees C. 4. Consume less than 10 W. 5. Be a 3-prong, twist-lock type with a NEMA IP 65 rating, ANSI C136.10-compliant. 6. Have a fail-on state. 7. Fit into a NEMA-type receptacle. 8. Turn on from 1 to 5 footcandles and turn off from 1.5 to 5 times the turn-on level. Measurements must be made by procedures in EEI-NEMA Standards for Physical and Electrical Interchangeability of Light-Sensitive Control Devices Used in the Control of Roadway Lighting. Type I, II, III, and V photoelectric controls must have a test switch to allow manual operation of the lighting circuit. Switch must be: 1. Single-hole mounting, toggle type 2. 15 A, single pole and single throw 3. Labeled Auto-Test on a nameplate Photoelectric control's contactor must be: 1. Normally open 2. Mechanical-armature type with contacts of fine silver, silver alloy, or equal or better material 3. Installed to provide a minimum space of 2-1/2 inches between the contactor terminals and the enclosure's sides The terminal blocks must be rated at 25 A, 600 V(ac), molded from phenolic or nylon material, and be the barrier type with plated-brass screw terminals and integral marking strips. Replace section 86-1.02N with: 10-19-18 86-1.02N Fused Splice Connectors The fused splice connector for 240 and 480 V(ac) circuits must simultaneously disconnect both ungrounded conductors. The connector must not have exposed metal parts except for the head of the ---PAGE BREAK--- RSS-222 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) stainless steel assembly screw. The head of the assembly screw must be recessed a minimum of 1/32 inch below the top of the plastic boss that surrounds the head. The connector must protect the fuse from water or weather damage. Contact between the fuse and fuse holder must be spring loaded. Fuses must: 1. Be standard, midget, ferrule type 2. Have a nontime-delay feature 3. Be 13/32 by 1-1/2 inches Fuse ratings for luminaires are shown in the following table: Fuse Current Rating Requirements Circuit voltage Fuse voltage rating Soffit and roadway luminaires 120 V(ac) 250 V(ac) 5 A 240 V(ac) 250 V(ac) 5 A 480 V(ac) 500-600 V(ac) 5 A Fuse ratings for transformers are shown in the following table: Fuse Current Rating Requirements Circuit voltage Fuse voltage rating Fuse current rating for Single phase (two wires) Transformers (primary side) 1 kVA 2 kVA 3 kVA 120 V(ac) 250 V(ac) 10 A 20 A 30 A 240 V(ac) 250 V(ac) 6 A 10 A 20 A 480 V(ac) 500-600 V(ac) 3 A 6 A 10 A Replace section 86-1.02P(1) with: 10-19-18 86-1.02P(1) General The enclosures must be rated NEMA 3R and include a dead front panel and a hasp with a 7/16-inch- diameter hole for a padlock. Except for a service equipment enclosure, an enclosure must: 1. Be manufactured from steel and either galvanized, cadmium plated, or powder coated 2. Mount to a standard, pole, post, or sign structural frame 3. Provide a minimum space of 2-1/2 inches between the internal components and the enclosure's sides The enclosure's machine screws and bolts must not protrude outside the cabinet wall. The fasteners on the exterior of an enclosure must be vandal resistant and not be removable. The exterior screws, nuts, bolts, and washers must be stainless steel. Replace the 1st paragraph of section 86-1.02P(2) with: 04-19-19 Service equipment enclosure must: 1. Comply with the Electric Utility Service Equipment Requirements Committee 2. Meet the requirements of the service utility ---PAGE BREAK--- RSS-223 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3. Be watertight 4. Be factory wired and manufactured from steel and galvanized or have factory-applied, rust-resistant prime and finish coats, except Types II and III 5. Be marked as specified in NEC to warn of potential electric-arc flash hazards 04-19-19 Delete the 5th paragraph of 86-1.02P(2). Add between 6th and 7th paragraphs of section 86-1.02P(2): 10-19-18 Service equipment enclosure must have the meter view windows located on the front side of the enclosure for Types III-AF, BF, CF and DF. Service equipment enclosure must have the meter view windows located on the back side of the enclosure for Types III-AR, BR, CR and DR. Replace the 7th paragraph of section 86-1.02P(2) with: 04-19-19 The meter area must have a sealable, lockable, weather-tight cover that can be removed without the use of tools. 04-19-19 Delete the 2nd sentence of the 9th paragraph of section 86-1.02P(2). 10-19-18 Delete section 86-1.02P(3). Replace the 1st paragraph of section 86-1.02Q(2) with: 04-17-20 A Department-furnished controller assembly consists of a controller cabinet with a controller unit and all auxiliary equipment required to operate the system. The Department does not furnish anchor bolts. Replace section 86-1.02Q(4)(a) with: 10-19-18 86-1.02Q(4)(a) General The doors of a telephone demarcation cabinet must be attached using continuous aluminum steel piano hinges. Replace section 86-1.02Q(5) with: 10-16-20 86-1.02Q(5) Battery Backup System Cabinets A battery backup system includes the cabinet, batteries, and the Department-furnished electronics assembly. The electronics assembly includes the inverter/charger unit, manual bypass, and the battery harness. The cabinet for a battery backup system must: ---PAGE BREAK--- RSS-224 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Comply with TEES 2. Be submitted and pass testing for addition to the Authorized Material List Add between the 2nd and 3rd paragraphs of section 86-1.02R(2): 10-19-18 Bracket arms must be long enough to allow proper alignment of signals and backplate installation. Replace the 2nd paragraph for section 86-1.02R(3) with: 04-16-21 A metal backplate must be made of a minimum 1/16-inch-thick aluminum alloy 3003-H14. Add to the end of section 86-1.02R(3): 04-17-20 Backplates for signal and lighting systems must have a 2-inch retroreflective strip on the face around the perimeter. The strip must be Type XI fluorescent yellow retroreflective sheeting on the Authorized Material List for signing and delineation materials. Replace item 2 in the list in the 5th paragraph of section 86-1.02R(4)(a)(iii) with: 10-19-18 2. Be a black color throughout, including the door, matching color no. 17038, 27038, or 37038 of AMS- STD-595 Replace section 86-1.02S(3)(c) with: 04-17-20 86-1.02S(3)(c) LED Countdown Pedestrian Signal Face Modules An LED countdown PSF module must: 1. Comply with ITE publication ST-055-E, Pedestrian Traffic Control Signal Indicators: Light Emitting Diode (LED) Signal Modules. 2. Be manufactured with materials that comply with ASTM D3935. 3. Have circuit boards that comply with TEES, chapter 1, section 6. 4. Have symbols that are at least 9 inches high and 5-1/4 inches wide each. The 2-digit countdown display, Upraised Hand, and Walking Person indications must be electronically isolated from each other. The 3 indications must not share a power supply or interconnect circuitry. 5. Use ultra-bright-type LED rated for 60,000 hours of continuous operation. Individual LEDs must be wired such that a loss or failure of 1 LED will not result in a loss of more than 5 percent of the module's light output. Failure of an individual LED in a string must not result in a loss of an entire string or other indication. 6. Have a manual control to turn on and off the 2-digit countdown display. 7. Have the lot number, month, and year of manufacture permanently marked on the back. 8. Have prominent and permanent vertical markings for accurate indexing and orientation within the pedestrian signal housing. Markings must be a minimum of 1 inch in height and include an up arrow and the word up or top. Upon initial testing at 25 degrees C, the module must have at least the luminance values shown in the following table: ---PAGE BREAK--- RSS-225 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Luminance Values PSF module symbol Luminance (fL) Upraised hand and 2- digit countdown timer 1,094 Walking person 1,547 The module must not exceed the power consumption requirements shown in the following table: Maximum Power Consumption Requirements PSF module display At 24 ºC At 74 ºC Upraised Hand 10.0 W 12.0 W Walking Person 9.0 W 12.0 W 2-digit countdown timer 6.0 W 8.0 W If the pedestrian change interval is interrupted, then the 2-digit countdown timer and display must reset to the full pedestrian change interval before being initiated the next time. The 2-digit countdown display on the PSF module must go dark within a second after displaying Add to the beginning of section 86-1.02T: 04-19-19 Accessible pedestrian signal must be on the Authorized Material List for Accessible Pedestrian Signals. 04-17-20 Delete the 2nd paragraph of section 86-1.02T. Replace the 5th and 6th paragraphs of section 86-1.02T with: 10-19-18 The color of a metallic housing must match color no. 33538 of AMS-STD-595. The color of a plastic housing must match color no. 17038, 27038, or 37038 of AMS-STD-595. Replace the 7th paragraph of section 86-1.02T with: 04-19-19 Accessible pedestrian signal must: 1. Have controllable and programmable volume level and messaging 2. Be weatherproof and shockproof Replace the 11th paragraph of section 86-1.02T with: 10-19-18 The cable between the accessible pedestrian signal assembly and the pedestrian signal head must be rated for outdoor use and have a: 1. Minimum four no. 18 stranded or larger tinned copper conductors with a minimum insulation thickness of 15 mils 2. Cable jacket with a minimum thickness of 20 mils and rated for a minimum: 2.1. 300 V(ac) 2.2. 80 degrees C 3. Nominal outside diameter less than 350 mils ---PAGE BREAK--- RSS-226 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 4. Conductor color code of black, white, red and green Replace the 1st paragraph of section 86-1.02U with: 10-19-18 The housing for a push button assembly must be made of die-cast aluminum, permanent mold-cast aluminum, or UV-stabilized self-extinguishing structural plastic. The housing must have a uniform color that matches color no. 17038, 27038, or 37038 of AMS-STD-595. Replace the 2nd paragraph of section 86-1.02W(4) with: 10-19-18 The cured hot-melt rubberized asphalt sealant must comply with the requirements shown in the following table: Cured Hot-Melt Rubberized Asphalt Sealant Requirements Quality characteristic Test method Requirement Cone penetration, 25 150 g, 5 s (max, 1/10 mm) ASTM D5329 35 Flow, 60 5 hr (max, mm) 5 Resilience, 25 °C (min, 25 Softening point (min, ASTM D36 82 Ductility, 25 5 cm/min (min, cm) ASTM D113 30 Flash point, Cleveland Open Cup (min, ASTM D92 288 Viscosity, no. 27 spindle, 20 rpm, 190 °C (Pa•s) ASTM D4402 2.5–3.5 Replace the 2nd paragraph of section 86-1.02Y with: 10-19-18 A transformer must be a dry type designed for operation on a 60 Hz supply. The transformer must have a decal showing a connection diagram. The diagram must show either color coding or wire tagging with primary (H1, H2) or secondary (X1, X2) markers and the primary and secondary voltage and volt-ampere rating. A transformer must comply with the electrical requirements shown in the following table: Transformer Electrical Requirements Quality characteristic Requirement Rating (V(ac)) 120/240, 120/480, 240/120, 240/480, 480/120, or 480/240 Efficiency > 95 Secondary voltage regulation and tolerance from half load to full load ±3 87 ELECTRICAL SYSTEMS 04-16-21 Replace Reserved in section 87-1.01C with: 10-19-18 Submit a digital file for geographic information system mapping for: 1. Conduit ---PAGE BREAK--- RSS-227 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2. Pull boxes 3. Cabinets 4. Service equipment enclosures 5. Standards The digital file must consist of: 1. Longitudinal and latitude coordinates, under the WGS84 reference coordinate system. The coordinates must be in decimal format having 6 significant figures after the decimal point. Coordinates must be read at the center of pull boxes, cabinet, standards, and service equipment enclosures; and on top of conduit at 20-foot intervals before backfill. 2. Type, depth and size for conduits. 3. Type for pull boxes, standards, cabinets, and service equipment enclosures. Replace item 4 in the list in the 1st paragraph of section 87-1.01D(2)(a) with: 10-19-18 4. Luminaires Replace the 2nd paragraph of section 87-1.01D(2)(a) with: 10-18-19 Submit a sample size as shown in the following table: Electrical Material Sampling Contract quantity Test sample size 1–8 1 9–15 2 16–25 3 26–90 5 91–150 8 151–280 13 281–500 20 501–1200 32 Replace the 2nd paragraph of section 87-1.01D(2)(c) with: 10-16-20 Test the battery backup system in the presence of the Engineer by turning off the service power to the electrical system to be powered by the battery backup system. The electrical system must remain in full continuous operation for 30 minutes. If the test fails, correct the problem and retest the system. After successful completion of the test, turn on the service power for the electrical system. Replace section 87-1.01D(2)(d) with: 10-19-18 87-1.01D(2)(d) Piezoelectric Axle Sensors Piezoelectric axle sensors test consists of: 1. Demonstrating for each sensor: 1.1. Capacitance is within 20 percent of the value shown on the sensor's data sheet 1.2. Dissipation factor is less than 0.04 nF when measured in the 20 nF range 1.3. Resistance is greater than 20 Megaohms ---PAGE BREAK--- RSS-228 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2. Collecting a minimum of 100 vehicle records for each lane and demonstrating: 2.1. Volume is within ±3 percent accuracy 2.2. Vehicle classification is within 95 percent accuracy by type Replace the 7th paragraph of section 87-1.03A with: 10-19-18 Notify the Engineer immediately if an existing facility is damaged by your activities: 1. Damaged existing traffic signal systems must be repaired or replaced within 24 hours. If the system cannot be fixed within 24 hours or it is located on a structure, provide a temporary system until the system can be fixed. 2. Damaged existing lighting systems must be repaired or replaced by nightfall. If the system cannot be fixed by nightfall, provide a temporary system until the system can be fixed. Add to the end of section 87-1.03A: 10-19-18 Collect the geographic information system mapping data. Replace the 12th paragraph of section 87-1.03B(1) with: 10-19-18 For Type 1, 2, and 5 conduits, use threaded bushings and bond them using a jumper. For other types of conduit, use nonmetallic bushings or end bell. Replace the 3rd paragraph of section 87-1.03B(3)(a) with: 10-19-18 Place a minimum of 2 inches of sand bedding in a trench before installing the conduit and 18 inches of slurry cement over the conduit before placing additional backfill material. 10-18-19 The slurry must be pigmented to match color no. 21105 of AMS-STD-595. Replace the 1st sentence in the 6th paragraph of section 87-1.03B(3)(c) with: 10-19-18 Backfill trench with slurry concrete under section 19-3.02E. Replace the 9th paragraph of section 87-1.03B(3)(c) with: 10-19-18 Install innerducts as one continuous unit between vaults. Innerducts may be interrupted inside pull boxes located between vaults and cabinets. Replace section 87-1.03C with: 10-18-19 87-1.03C Installation of Pull Boxes 87-1.03C(1) General Install pull boxes no more than 200 feet apart. ---PAGE BREAK--- RSS-229 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Place the cover on the box when not working in it. 87-1.03C(2) Roadway Pull Boxes 87-1.03C(2)(a) General You may install larger pull boxes than specified or shown and additional pull boxes to facilitate the work except in structures. 10-16-20 Where a roadway pull box is adjacent to a post or standard, place the pull box within 5 feet from the post or standard on the side of traffic when practical. 10-18-19 Install a pull box on a minimum 6-inch deep bed of crushed rock and grout it before installing conductors. The grout must be from 0.5 to 1 inch thick and sloped toward the drain hole. Place a layer of roofing paper between the grout and the crushed rock sump. Make a 1-inch drain hole through the grout at the center of the pull box. Set the pull box such that the top is 1-1/4 inches above the surrounding grade in unpaved areas and leveled with the finished grade in sidewalks and other paved areas. Grout around conduits that are installed through the sides of the pull box. Bond and ground the metallic conduit before installing conductors and cables in the conduit. Bond metallic conduits in a nonmetallic pull box using bonding bushings and bonding jumpers. Do not install pull boxes in concrete pads, curb ramps, or driveways. Reconstruct the sump of a pull box if disturbed by your activities. If the sump was grouted, remove and replace the grout. 87-1.03C(2)(b) Nontraffic Pull Boxes For a buried nontraffic pull box, install the electronic marker and set the box such that the top is from 6 to 8 inches below the surrounding grade. Place a 20-mil-thick plastic sheet made of HDPE or PVC virgin compounds to prevent water from entering the box. When a pull box is in a structure, modify the base as required. Place mortar between a nontraffic pull box and a pull box extension. Where a nontraffic pull box is in the vicinity of a curb in an unpaved area, place the box adjacent to the back of the curb if practical. If you replace the cover on a nontraffic pull box, anchor it to the box. Perform the electronic marker test. 87-1.03C(2)(c) Traffic Pull Boxes Place minor concrete around and under a traffic pull box as shown. Bolt the steel cover to the box when not working in it. Bond the steel cover to the conduit with a minimum 3-foot-long jumper and bolt it down after installing the conductors and cables. 87-1.03C(2)(d) Tamper-Resistant Pull Boxes Install the tamper-resistant pull boxes under the manufacturer's instructions. 87-1.03C(3) Structure Pull Boxes Install structure pull boxes parallel to the structure. After removing the knockouts, flatten the surrounding area. ---PAGE BREAK--- RSS-230 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Bond conduit to a structure pull box using locknuts on the inside and outside of the box. Cover pull boxes with a 1/4-inch plywood during pouring of PCC. For a no. 9 pull box, the upper edge of the plywood must fit against the lower edge of the rain tight hood. Install no. 7 pull box with bottom flanges flush with the bottom of the box girder. Place top and bottom covers and seal the pull box during PCC pouring. For no. 9 and 9A pull boxes: 1. Form a 1:1 chamfer around the cover 2. Use the drain hole in the center if the box is horizontal and the low end drain hole if the box is inclined 3. Mounted in a sloping parapet, drill a 1/2-inch elongated drain hole in the center if the box is horizontal or the low end if the box is inclined Replace section 87-1.03D with: 10-16-20 87-1.03D Battery Backup System Cabinets Install the battery backup system cabinet to the right side of the controller cabinet. If installation on the right side is not possible, obtain authorization for installation on the left side. Construct access opening between controller cabinet and battery backup cabinet using: 1. 2-inch nylon-insulated, steel chase nipple 2. 2-inch steel sealing locknut 3. 2-inch nylon-insulated, steel bushing Remove the jumper between the terminals labeled BBS-1 and UBS-1 and the jumper between the terminals labeled BBS-2 and UBS-2 in the 7-position terminal block in the controller cabinet before connecting the Department-furnished electronics assembly. Install the electronics assembly and batteries in the battery backup system cabinet. Obtain authorization for installation of the electronics assembly in the controller cabinet. Replace section 87-1.03E(2) with: 04-16-21 Do not dig a trench until conduits or direct burial cables are to be installed. 04-19-19 Place excavated material in a location that will not interfere with traffic or surface drainage. After placing the conduit or direct burial cable, backfill the trench. Compact the backfill to a minimum relative compaction of: 1. 95 percent when placed within the hinge points and in areas where pavement is to be constructed 2. 90 percent when placed outside the hinge points and not under pavement Restore the sidewalks, pavement, and landscaping at a location before starting excavation at another location. ---PAGE BREAK--- RSS-231 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 87-1.03E(3) with: 10-19-18 87-1.03E(3) Concrete Pads, Foundations, and Pedestals Construct foundations for standards, poles, metal pedestals, and posts under section 56-3. Construct concrete pads, foundations, and pedestals for controller cabinets, telephone demarcation cabinets, and service equipment enclosures on firm ground. Install anchor bolts using a template to provide proper spacing and alignment. Moisten the forms and ground before placing the concrete. Keep the forms in place until the concrete sets for at least 24 hours to prevent damage to the surface. Use minor concrete for pads, foundations, and pedestals. Construct a pad in front of a Type III service equipment enclosure. The pad must be 24 inches in length, 4 inches in thickness, and must match the width of the foundation. In unpaved areas, place the top of the foundation 6 inches above the surrounding grade, except place the top: 1. 1 foot 6 inches above the grade for 336L cabinets 2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets 3. 2 inches above the grade for Type III service equipment enclosures The pad must be 2 inches above the surrounding grade in unpaved areas. In and adjacent to the sidewalk and other paved areas, place the top of the foundation 4 inches above the surrounding grade, except place the top: 1. 1 foot 6 inches above the grade for 336L cabinets 2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets 3. Level with the finished grade for Type G and Type A cabinets and Type III service equipment enclosures The pad must be level with the finished grade in paved areas. Apply an ordinary surface finish under section 51-1.03F. Allow the foundation to cure for at least 7 days before installing any equipment. Add between the 3rd and 4th paragraphs of section 87-1.03F(1): 04-17-20 Provide conductor and cable slack to comply with the requirements shown in the following table: Conductor and Cable Slack Requirements Location Slack (feet) Signal standard 1 Lighting standard 1 Signal and lighting standard 1 Pull box 3 Splice 3 Controller cabinet 6 Standards with slip base 0 ---PAGE BREAK--- RSS-232 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the last paragraph of section 87-1.03F(1) with: 04-19-19 Install a tracer wire. Replace section 87-1.03F(2) with: 04-17-20 87-1.03F(2) Cables 87-1.03F(2)(a) General Reserved 87-1.03F(2)(b) Communication Cables 87-1.03F(2)(b)(i) General Terminate the ends of the communication cables as shown. 87-1.03F(2)(b)(ii) Category 5E and 6 Cables Do not splice category 5E and 6 cables. 87-1.03F(2)(b)(iii) Telephone Cables Do not splice telephone cables between the telephone demarcation point and the controller cabinet. 87-1.03F(2)(c) Copper Cables 87-1.03F(2)(c)(i) General Reserved 87-1.03F(2)(c)(ii) Detector Lead-in Cables Install a Type B or C detector lead-in cable in conduit. Seal the ends of the lead-in cable before installing it in the conduit to prevent moisture from entering the cable. Splice loop conductors for each direction of travel for the same phase, terminating in the same pull box, to a separate lead-in cable running from the pull box adjacent to the loop detector to a sensor unit mounted in the controller cabinet. Install the lead-in cable without splices except at the pull box when connecting to loop wire. Verify in the presence of the Engineer that the loops are operational before making the final splices between loop conductors and the lead-in cable. Identify and tag each lead-in cable with the detector designation at the cabinet and pull box adjacent to the loops. 87-1.03F(2)(c)(iii) Conductors Signal Cables Do not splice signal cables except for a 28-conductor cable. Provide identification at the ends of terminated conductors in a cable as shown. Provide identification for each cable in each pull box showing the signal standard to which it is connected except for the 28-conductor cable. Connect conductors in a 12-conductor cable as shown in the following table: ---PAGE BREAK--- RSS-233 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 12CSC Color Code and Functional Connection Color code Termination Phase Red Red signal 2, 4, 6, or 8 Yellow Yellow signal 2, 4, 6, or 8 Brown Green signal 2, 4, 6, or 8 Red/black stripe Red signal 1, 3, 5, or 7 Yellow/black stripe Yellow signal 1, 3, 5, or 7 Brown/black stripe Green signal 1, 3, 5, or 7 Black/red stripe Spare or as required for red or DONT WALK Black/white stripe Spare or as required for yellow Black Spare or as required for green or WALK Red/white stripe Pedestrian signal DONT WALK Brown/white stripe Pedestrian signal WALK White Terminal block Neutral Provide identification for each 28-conductor cable C1 or C2 in each pull box. The cable labeled C1 must be used for signal phases 1, 2, 3, and 4. The cable labeled C2 must be used for signal phases 5, 6, 7, and 8. Connect conductors in a 28-conductor cable as shown in the following table: ---PAGE BREAK--- RSS-234 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 28CSC Color Code and Functional Connection Color code Termination Phase Red/black stripe Red signal 2 or 6 Yellow/black stripe Yellow signal 2 or 6 Brown/black stripe Green signal 2 or 6 Red/orange stripe Red signal 4 or 8 Yellow/orange stripe Yellow signal 4 or 8 Brown/orange stripe Green signal 4 or 8 Red/silver stripe Red signal 1 or 5 Yellow/silver stripe Yellow signal 1 or 5 Brown/silver stripe Green signal 1 or 5 Red/purple stripe Red signal 3 or 7 Yellow/purple stripe Yellow signal 3 or 7 Brown/purple stripe Green signal 3 or 7 Red/2 black stripes Pedestrian signal DONT WALK 2 or 6 Brown/2 black stripes Pedestrian signal WALK 2 or 6 Red/2 orange stripes Pedestrian signal DONT WALK 4 or 8 Brown/2 orange stripes Pedestrian signal WALK 4 or 8 Red/2 silver stripes Overlap A, C OLAa, OLCa Brown/2 silver stripes Overlap A, C OLAc, OLCc Red/2 purple stripes Overlap B, D OLBa, OLDa Brown/2 purple stripes Overlap B, D OLBc, OLDc Blue/black stripe Pedestrian push button 2 or 6 Blue/orange stripe Pedestrian push button 4 or 8 Blue/silver stripe Overlap A, C OLAb, OLCb Blue/purple stripe Overlap B, D OLBb, OLDb White/black stripe Pedestrian push button common Black/red stripe Spare Black Spare White Terminal block Neutral OL = Overlap; A, B, C, and D = Overlapping phase designation aFor red phase designation bFor yellow phase designation cFor green phase designation Use the neutral conductor only with the phases associated with that cable. Do not intermix neutral conductors from different cables except at the signal controller. 87-1.03F(2)(c)(iv) Signal Interconnect Cable Do not splice the cable unless authorized. If splices are authorized, insulate the conductor splices with heat-shrink tubing and overlap the insulation at least 0.6 inch. Cover the splice area of the cable with heat-shrink tubing and overlap the cable jacket at least 1-1/2 inches. Provide a minimum of 3 feet of slack at each splice. 87-1.03F(2)(c)(v) Railroad Preemption Cables Do not splice railroad preemption cable from controller cabinet to railroad cabinet. Terminate individual conductors with ferrule connectors in the controller cabinet. Provide identification on both ends of the cable and connect the cable end in the controller cabinet as shown in the following table: ---PAGE BREAK--- RSS-235 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Color Code and Functional Connection Conductor no. Color Code Controller Cabinet Field Terminal Connections Conductor Identification 1 Black Not Used Spare 2 White Not Used Spare 3 Red FT8-A145 Health Status DC+ 4 Green Not Used Spare 5 Orange FT7-A134 Simultaneous DC- 6 Blue FT7-A131 Advance DC- 7 White/black stripe Not Used Spare 8 Red/black stripe FT8-A144 Gate Down/Island 9 Green/black stripe Feld Terminal FT8-A142 Advance Pedestrian Preemption 10 Orange/black stripe FT7-A135 Simultaneous Primary 11 Blue/black stripe FT7-A132 Advance Primary 12 Black/white stripe Not Used Spare 13 Red/white stripe FT8-A143 Gate Down/Island DC- 14 Green/white stripe FT8-A141 Advance Pedestrian Preemption DC- 15 Blue/white stripe FT7-A133 Advance Secondary 16 Black/red stripe Not Used Spare 17 White/red stripe FT8-A146 Health Status DC- 18 Orange/red stripe FT7-A136 Simultaneous Secondary 19 Blue/red stripe Not Used Spare Keep all exposed conductors the same length and individually insulate spare conductors against each other. Provide a minimum 6 feet of slack in the pull box adjacent to the railroad cabinet. Connect the cable end in the railroad cabinet as directed by the railroad agency representative. 04-17-20 Delete the 4th paragraph of 87-1.03F(3)(a). Replace the 1st paragraph of section 87-1.03F(3)(c)(ii) with: 10-19-18 Install a Type 1 or 2 inductive loop conductor except use Type 2 for Type E and F loop detectors. 10-19-18 Delete the last paragraph of section 87-1.03G. Replace the 4th paragraph of section 87-1.03H(2) with: 10-19-18 Use Method B as follows: 1. Cover the splice area completely with an electrical insulating coating and allow it to dry. 2. Apply 3 layers of half-lapped, PVC electrical tape. 3. Apply 2 layers of butyl-rubber, stretchable tape with liner. 4. Apply 3 layers of half-lapped, PVC, pressure-sensitive, adhesive tape. 5. Cover the entire splice with an electrical insulating coating and allow it to dry. ---PAGE BREAK--- RSS-236 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 87-1.03N with: 10-19-18 87-1.03N Fused Splice Connectors Install a fuse splice connector with a fuse in each ungrounded conductor for luminaires, except for overhead sign luminaires. The connector must be located in the pull box adjacent to the luminaires. If the pull box for the roadway luminaire is tamper resistant, install a fuse splice connector with 10 A fuse in the pull box and an additional fuse splice connector with a 5 A fuse in the handhole. Install a fuse splice connector with a fuse on primary side of transformer. Crimp the connector terminals onto the ungrounded conductors using a tool under the manufacturer's instructions. Insulate the terminals and make them watertight. Add between the 2nd and 3rd paragraphs of section 87-1.03P: 04-16-21 Apply a sealing compound between the foundation and the enclosure before installing the enclosure. Replace the 4th paragraph of section 87-1.03T with: 04-16-21 Mount the sign onto the accessible pedestrian signal using an adapter plate provided by the manufacturer. Add to the end of section 87-1.03T: 10-19-18 When replacing an existing accessible pedestrian signal, the housing color must match the color of the existing housing. Add to the end of section 87-1.03U: 10-19-18 When replacing an existing push button assembly, the housing color must match the color of the existing housing. 04-17-20 Delete the 9th paragraph for section 87-1.03V(2). Add between the 1st and 2nd paragraphs of section 87-1.03Y: 04-19-19 Use a submersible type transformer inside pull boxes. Replace the 2nd paragraph of section 87-2.03A with: 10-19-18 Tighten the cap screws of the luminaire's clamping bracket to 10 ft-lb for roadway luminaires. ---PAGE BREAK--- RSS-237 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace section 87-3 with: 10-19-18 87-3 SIGN ILLUMINATION SYSTEMS 87-3.01 GENERAL Section 87-3 includes specifications for constructing sign illumination systems. Sign illumination system includes: 1. Foundations 2. Pull boxes 3. Conduit 4. Conductors 5. Overhead sign luminaires 6. Service equipment enclosure 7. Photoelectric control The components of a sign illumination system are shown on the project plans. 87-3.02 MATERIALS Reserved 87-3.03 CONSTRUCTION Perform the conductor test. Install overhead sign luminaires under the manufacturer's instructions. Do not modify the sign structure or mounting channels. Perform the operational tests for the system. 87-3.04 PAYMENT Not Used Replace section 87-4 with: 04-17-20 87-4 SIGNAL AND LIGHTING SYSTEMS 87-4.01 GENERAL Section 87-4 includes specifications for constructing signal and lighting systems. Signal and lighting system includes: 1. Foundations 2. Pull boxes 3. Conduit 4. Conductors and cables 5. Standards 6. Signal heads 7. Service equipment enclosure 8. Department-furnished controller assembly 9. Detectors 10. Telephone demarcation cabinet 11. Accessible pedestrian signals 12. Push button assemblies 13. Pedestrian signal heads 14. Luminaires 15. Photoelectric control 16. Fuse splice connectors ---PAGE BREAK--- RSS-238 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 17. Battery backup system 18. Flashing beacons 19. Flashing beacon control assembly The components of a signal and lighting system are shown on the project plans. 87-4.02 MATERIALS 87-4.02A General Not used 87-4.02B Railroad Preemption A wire jumper for railroad preemption must be: 1. Stranded 2. 14 AWG 3. White with red stripes 87-4.03 CONSTRUCTION 87-4.03A General Set the foundation for a standard such that the mast arm is perpendicular to the centerline of the roadway. Tighten the cap screws of the roadway luminaire's clamping bracket to 10 ft-lb. Label the month and year of the installation inside the luminaire housing's door. Perform the conductor and operational tests for the system. 87-4.03B Railroad Preemption Connect the C16 harness plug to the C16 socket on the Output File no. 2LX in the controller cabinet. Connect the terminated conductors of the C16 harness to terminal block TB9 on input panel no.1 in the controller cabinet as shown in the following table: Input Panel No. 1 Connections Pin Label TB9 1 J-12D 4 2 J-12J 5 3 J-13D 7 4 J-13J 8 5 J-14D 10 6 J-14J 11 Terminate wire jumpers with spade connectors on both ends. Connect three wire jumpers approximately 4 feet in length as show in the following table: Jumper Connections Jumper Bus TB9 1 DC- 6 2 DC- 9 3 DC- 12 Connect three wire jumpers approximately 2 inches in length as show in the following table: ---PAGE BREAK--- RSS-239 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Jumper Connections Jumper Terminal Block Pin Pin 1 TB-12 5 7 2 TB-13 5 7 3 TB-14 5 7 87-4.04 PAYMENT Not Used Replace section 87-7.02 with: 10-19-18 87-7.02 MATERIALS Flashing beacon control assembly includes: 1. Enclosure. 2. Barrier-type terminal blocks rated for 25 A, 600 V(ac), made of molded phenolic or nylon material and have plated-brass screw terminals and integral marking strips. 3. Solid state flasher complying with section 8 of NEMA standards publication no. TS 1 for 10 A, dual circuits. 4. 15-A, circuit breaker per ungrounded conductor. 5. Single-hole-mounting toggle type, single-pole, single-throw switches rated at 12-A, 120 V(ac). Switches must be furnished with an indicating nameplate reading Auto - Test. A 15-A circuit breaker may be used in place of the toggle switch. Replace section 87-8 with: 10-16-20 87-8 PEDESTRIAN HYBRID BEACON SYSTEMS 87-8.01 GENERAL 87-8.01A Summary Section 87-8 includes specifications for constructing pedestrian hybrid beacon system. A pedestrian hybrid beacon system includes: 1. Foundations 2. Pull boxes 3. Conduit 4. Conductors and cables 5. Standards 6. Pedestrian hybrid beacon face 7. Pedestrian signal heads 8. Service equipment enclosure 9. Department-furnished controller assembly 10. Accessible pedestrian signals 11. Push button assemblies 12. Luminaires 13. Fuse splice connectors 14. Battery backup system The components of a pedestrian hybrid beacon system are shown on the project plans. 87-8.01B Definitions Reserved ---PAGE BREAK--- RSS-240 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 87-8.01C Submittals Reserved 87-8.01D Quality Assurance 87-8.01D(1) General Reserved 87-8.01D(2) Quality Control Verify the sequence for the pedestrian hybrid beacon system per California MUTCD, Chapter 4F, Figure 4F-3 "Sequence for a Pedestrian Hybrid Beacon" during the operational test. Test the battery backup system. 87-8.02 MATERIALS 87-8.02A General The pedestrian hybrid beacon system must comply with California MUTCD, Chapter 4F. 87-8.02B Pedestrian Hybrid Beacon Face A pedestrian hybrid beacon face consists of two red indications on the top and one yellow indication on the bottom. 87-8.03 CONSTRUCTION Install pedestrian hybrid beacon system under sections 87-4.03A. Install battery backup system. 87-8.04 PAYMENT Not Used Replace the 1st paragraph of section 87-12.03 with: 10-19-18 Install changeable message sign on sign structure under section 56-2. Add to the list in the 2nd paragraph of section 87-14.01A: 10-16-20 8. Signs Replace section 87-14.02 with: 10-19-18 87-14.02 MATERIALS 87-14.02A General Vehicle speed feedback sign consists of a housing, display window, and radar unit. Sign must: 1. Comply with the California MUTCD, Chapter 2B 2. Have an operating voltage of 120 V(ac) for permanent installations 3. Have a maximum weight of 45 lb 4. Have a wind load rating of 90 mph 5. Have an operating temperature range from -34 to 165 degrees F 6. Have a retroreflective white sheeting background ---PAGE BREAK--- RSS-241 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 87-14.02B Housings Housing must: 1. Be weatherproof (NEMA 3R or better) and vandal resistant 2. Be made of 0.09-inch-gauge welded aluminum with the outer surfaces being UV resistant 3. Have the manufacturer's name, model number, serial number, date of manufacture, rated voltage and rated current marked inside 4. Have the internal components easily accessible for field repair without removal of the sign 87-14.02C Display Windows Display window consists of a cover, LED character display, and dimming control. Character display and cover must deflect together without damage to the internal electronics and speed detection components. Cover must be: 1. Vandal resistant and shock absorbent 2. Field replaceable with the removal of external stainless-steel, tamper proof fasteners Cover must be made of a minimum 0.25-inch-thick, shatter-resistant polycarbonate. LED character display must: 10-16-20 1. Consist of two 7-segment, solid-state, numeric characters, which must: 1.1. Be a minimum: 1.1.1. 18 inches in height for freeways and expressways 1.1.2. 14 inches in height for conventional highways 1.2. Have a width-to-height ratio between 0.7 and 1.0 1.3. Have a stroke width-to-height ratio of 0.2 1.4. Be visible from a minimum distance of 1500 feet and legible from a minimum distance of 750 feet 1.5. Consist of a minimum 16 LEDs, which must: 1.5.1. Be amber and have a wavelength from 590 to 600 nm and rated for minimum 60,000 hours 1.5.2. Maintain a minimum 85 percent of the initial light output after 48 months of continuous use over the temperature range 10-19-18 2. Be capable of displaying the detected vehicle speed within 1 second 3. Remain blank when no vehicles are detected within the radar detection zone 4. Have the option to flash the pre-set speed limit when the detected vehicle speed is 5 miles higher than the pre-set speed 5. Be viewable only by the approaching traffic Dimming control must: 1. Automatically adjust the character light intensity to provide optimum character visibility and legibility under all ambient lighting conditions 2. Have minimum 3 manual dimming modes of different intensities 87-14.02D Radar Units Radar unit must: 1. Be able to detect up to 3 lanes of approaching traffic 2. Operate with an internal, low power, 24.159 GHz (K-band) 3. Be FCC approved Part 15 certified 4. Have a speed accuracy of ±1 mph 5 Have a maximum 15 W power consumption ---PAGE BREAK--- RSS-242 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add between the 1st and 2nd paragraphs of section 87-14.03: 10-16-20 Install R2-1 SPEED LIMIT sign. Add to the list in the 2nd paragraph of section 87-18.01: 10-18-19 4. 12 position terminal block Replace section 87-18.02 with: 10-18-19 87-18.02 MATERIALS Terminal block must comply with TEES, chapter 1, section 3. Replace the 2nd paragraph of section 87-18.03 with: 10-18-19 Install the terminal block on the input panel in the controller cabinet. Connect the signal interconnect cable to the terminal block as shown on the following table: Signal Interconnect Termination Terminal Block Color 1 BLUE 2 BLACK 3 RED 4 BLACK 5 BROWN 6 BLACK 7 GREEN 8 BLACK 9 YELLOW 10 BLACK 11 WHITE 12 BLACK Replace 87-19 with: 10-19-18 87-19 FIBER OPTIC CABLE SYSTEMS 87-19.01 GENERAL 87-19.01A Summary Section 87-19 includes specifications for constructing fiber optic cable systems. A fiber optic cable system includes: 1. Conduit and accessories 2. Vaults 3. Warning tape 4. Fiber optic cables 5. Fiber optic splice enclosures 6. Fiber distribution units ---PAGE BREAK--- RSS-243 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 7. Fiber optic markers 8. Fiber optic connectors and couplers The components of a fiber optic system are shown on the project plans. 87-19.01B Definitions Reserved 87-19.01C Submittals At least 15 days before cable installation, submit: 1. Manufacturer's procedures for pulling fiber optic cable 2. Test reports from a laboratory accredited to International Standards Organization/International Electrotechnical Commission 17025 by the American Association for Laboratory Accreditation (A2LA) or the ANSI-ASQ National Accreditation Board (ANAB) for: 2.1. Water penetration 2.2. Cable temperature cycling 2.3. Cable impact 2.4. Cable tensile loading and fiber strain 2.5. Cable compressive loading 2.6. Compound flow 2.7. Cyclic flexing 3. Proof of calibration for the test equipment including: 3.1. Name of calibration facility 3.2. Date of calibration 3.3. Type of equipment, model number and serial number 3.4. Calibration result Submit optical time-domain reflectometer data files for each test in a Microsoft Excel format. After performing the optical time-domain reflectometer test and the power meter and light source test, submit within 4 business days a hard copy and electronic format: 1. Cable Verification Worksheet 2. Segment Verification Worksheet 3. Link Loss Budget Worksheet The worksheets are available at the Division of Construction website. 87-19.01D Quality Assurance 87-19.01D(1) General Reserved 87-19.01D(2) Quality Control Notify the Engineer 4 business days before performing field tests. Include exact location of the system or components to be tested. Do not proceed with the testing until authorized. Perform each test in the presence of the Engineer. The optical time-domain reflectometer test consists of: 1. Inspecting the cable segment for physical damage. 2. Measuring the attenuation levels for of 1310 and 1550 nm in both directions for each fiber using the optical time-domain reflectometer. 3. Comparing the test results with the data sheet provided with the shipment. If there are attenuation deviations greater than 5 percent, the test will be considered unsatisfactory and the cable segment will be rejected. The failure of any single fiber is a cause for rejection of the entire segment. Replace any rejected cable segments and repeat the test. The power meter and light source test consists of: ---PAGE BREAK--- RSS-244 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Testing each fiber in a link using a light source at one end of the link and a power meter at the other end 2. Measuring and recording the power loss for of 1310 and 1550 nm in both directions Index matching gel is not allowed. Installation and splicing of the fiber optic cable system must be performed by a certified fiber optic installer. The optical time-domain reflectometer test and the power meter and light source test must be performed by a certified fiber optic technician. The certification for the fiber optic installer and fiber optic technician must be from an organization recognized by the International Certification Accreditations Council and must be current throughout the duration of the project. 87-19.02 MATERIALS 87-19.02A General All metal components of the fiber optic cable system must be corrosion resistant. All connectors must be factory-installed and tested. Patch cords, pigtails, and connectors must comply with ANSI/TIA-568. Pigtails must have a minimum 80 N pull out strength. A splice cassette may be used in place of a pigtail and a splice tray. Each cable reel must have a weatherproof label or tag with information specified in ANSI/ICEA S-87-640 including: 1. Contractor's name 2. Contract number 3. Number of fibers 4. Cable attenuation loss per fiber at 1310 and 1550 nm The labeled or tagged information must also be in a shipping record in a weatherproof envelope. The envelope must be removed only by the Engineer. 87-19.02B Vaults A vault must: 1. Comply with section 86-1.02C and AASHTO HS 20-44, and load tested under AASHTO M 306. 2. Be a minimum: 2.1. 4 feet wide by 4 feet high by 4 feet long nominal inside dimensions for box type. 2.2. 4 feet high by 4 feet outside diameter for round type. 3. Have a minimum access of: 3.1. 30 inches diameter for round type. 3.2. 3 feet wide by 3 feet long for box type. 4. Be precast either modular or monolithic. 5. Have cable racks installed on the interior sides. A rack must: 5.1. Be fabricated from ASTM A36 steel plate. 5.2. Support a minimum of 100 pounds per rack arm. 5.3. Support a minimum of 4 splice enclosures and a minimum of 4 cables with a minimum slack of 50 feet each. 5.4. Be hot-dip galvanized after manufacturing. 5.5. Be bonded and grounded. 6. Have a minimum: 6.1. Two 4-inch diameter knockouts on each side for box type. 6.2. Two 4-inch diameter knockouts placed every 90 degrees for round type. ---PAGE BREAK--- RSS-245 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 7. Have a minimum 2-inch-diameter drain hole at the center of base. Entry points for knockouts must not cause the cable to exceed its maximum bend radius. The access cover must: 1. Be a two-piece torsion-assisted sections or a minimum 30-inch-diameter cast iron. 2. Have inset lifting pull slots. 3. Have markings CALTRANS and FIBER OPTIC. 87-19.02C Fiber Optic Cable The fiber optic cable must: 1. Comply with 7 CFR parts 1755.900, 1755.901, and 1755.902, and ANSI/ICEA S-87-640 2. Be a singlemode, zero-dispersion, and have non-gel loose type buffer tubes 3. Have no splices 4. Have a Type H or Type M outer jacket 5. Be shipped on a reel 6. Have 10 feet of length on each end of the cable accessible for testing 87-19.02D Fiber Optic Splice Enclosures A fiber optic splice enclosure must: 1. Not exceed 36 inches in length, 8 inches in width, and 8 inches in height 2. Be made of thermoplastic material, weather proof, chemical and UV resistant, and re-sealable 3. Accommodate a minimum of 8 internal splice trays 4. Have from 1/4 to 1 inch in diameter cable entry ports 5. Have brackets, clips and cable ties 6. Have means to anchor the dielectric member of the fiber optic cable 7. Include grounding hardware 87-19.02E Fiber Distribution Units The fiber distribution unit consists of a housing, a patch panel, a 12-multicolor pigtail, and a splice tray. The fiber distribution unit must be self-contained and pre-assembled. The housing must: 1. Be a 19-inch rack-mountable modular-metal enclosure 2. Be a one rack unit 3. Have cable clamps to secure buffer tube to the chassis 4. Have cable accesses with rubber grommets or similar material to prevent the cable from coming in contact with the bare metal 5. Be weatherproof 6. Have a hinged top door with a latch or to hold it in the closed position A patch panel must have a minimum of 12-singlefiber type connector sleeves. A pigtail must: 1. Be a simplex single mode fiber in a 900 µm tight buffer with a 12-inch-outer-diameter PVC jacket 2. Have a fiber optic connector attached on one end and bare fiber on the other end 3. Be at least 3 feet in length 4. Have the manufacturer's part number on the jacket Pigtails must be single-fiber or ribbon type. 87-19.02F Patch Cords Patch cords must: ---PAGE BREAK--- RSS-246 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 1. Be a singlemode fiber in a 900 µm tight buffer with a 0.12-inch-outer-diameter PVC jacket 2. Have fiber optic connectors attached on both ends 3. Be at least 6 feet in length 4. Have manufacturer's part number on the jacket Duplex patch cords must be of round cable structure, and not have zip-cord structure. 87-19.02G Splice Trays Splice trays must: 1. Have brackets to spool incoming fibers a minimum of 2 turns. 2. Have means to secure and protect incoming buffer tubes, pigtails, and a minimum of 12 heat shrink fusion splices. 3. Be stackable. 4. Have a snap-on or hinged cover. The cover may be transparent. 87-19.02H Fiber Optic Markers Fiber optic markers must be: 1. Type K-2 (CA) object markers for vaults or pull boxes. 2. Disk markers for paved areas and transition points from unpaved to paved areas. The disk marker must be metallic, lead free and 4 inches in diameter, and must have a mounting stem at the center of the disk. The mounting stem must be a minimum 3 inches long and a minimum 0.70 inch in diameter. 3. Non-reflective Class 1, Type F, flexible post delineators for unpaved areas. 87-19.02I Fiber Optic Connectors and Couplers Connectors must be: 1. 0.1-inch ceramic ferrule pre-radiused type 2. Capped when not used Couplers must be made of the same material as the connector's housing and have ceramic sleeves. Singlemode fiber optic connectors must have a yellow strain relief boot or a yellow base. 87-19.03 CONSTRUCTION 87-19.03A General Perform the optical time-domain reflectometer test: 1. On the fiber optic cable upon its arrival to the job site and before its installation. Complete the Cable Verification Worksheet. Do not install the fiber optic cable until the Engineer's written approval is received. 2. After the fiber optic cable segments have been pulled, but before breakout and termination. Complete the Segment Verification Worksheet. 3. Once the passive cabling system has been installed and is ready for activation. If the measured individual fusion splice losses exceed -0.30 dB, re-splice and retest. At the conclusion of the optical time-domain reflectometer test, perform the power meter and light source test. If the measured link loss exceeds the calculated link loss, replace the unsatisfactory cable segments or splices and retest. Complete the Link Loss Budget Worksheet. 87-19.03B Vaults Installation Install a vault as shown and with the side facing the roadway a minimum of 2 feet from the edge of pavement or back of dike, away from traffic. Install the top of the vault flush with surrounding grade in paved areas and 2 inches above the surrounding grade in unpaved areas. ---PAGE BREAK--- RSS-247 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Place 6 inches of minor concrete around vaults. In unpaved areas, finish top of concrete at a 2 percent slope away from cover. In paved areas, finish top of concrete to match existing slope. Bolt the steel cover to the vault when not working in it. 87-19.03C Fiber Optic Cable Installation Install fiber optic cable by a certified installer or a representative from the fiber optic cable manufacturer during installation. When using mechanical aids to install fiber optic cable: 1. Maintain a cable bend radius at least twenty times the outside diameter of the cable 2. Use cable grips having a ball bearing swivel 3. Use a pulling force on a cable not to exceed 500 pound-foot or manufacturer's recommended pulling tension, whichever is less When installing the cable using the air blown method, the cable must withstand a static air pressure of 110 psi. Lubricate the cable using a lubricant recommended by the cable manufacturer. Install fiber optic cable without splices except where shown. Provide a minimum of 65 feet of slack for each fiber optic cable at each vault. Divide the slack equally on each side of the splice enclosure. 04-17-20 Install tracer wires in the fiber optic conduits and innerducts as shown. Provide a minimum 3 feet of slack tracer wire in each pull box and splice vault from each direction. You may splice tracer wire at intervals of not less than 500 feet and only inside splice vaults or pull boxes. 10-19-18 If a fiber optic cable and tracer wire is installed in an innerduct, pulling a separate fiber optic cable into a spare duct to replace damaged fiber will not be allowed. Apply a non-hygroscopic filling compound to fiber optic cable openings. Seal the ends of conduit and innerducts after cables are installed. Install strain relief for fiber optic cable entering a fiber optic enclosure. Identify fibers and cables by direct labeling, metal tags, or bands fastened in such a way that they will not move. Use mechanical methods for labeling. Provide identification on each fiber optic cable or each group of fiber optic cables in each vault and at the end of terminated fibers. Fiber optic cable must be identified as shown in the following table: ---PAGE BREAK--- RSS-248 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Cable Identificationa Sequenc e order Description Code Numbers of characters 1 Fiber type S: Singlemode 1 2 Fiber count Example 048 3 3 Begin point T: TMC H: Hub V: Video Node D: Data Node C: Cable Node TV: Camera CM: CMS E: Traffic Signal RM: Ramp Meter TM: Traffic Monitoring/ Count Station/Vehicle Count Station (VDS, TMS) HA: Highway Advisory Radio EM: Extinguishable Message Sign RW: Roadway Weather Information System WM: Weigh In Motion WS: Weigh-Station Bypass System SV: Vault SC: Splice Cabinet 1 or 2 4 Begin point county abbreviatio n AA or AAA: Examples: Orange (ORA), San Mateo (SM) 2 or 3 5 Begin point route number Examples: 005, 082, 114 3 6 Begin point post mile 02470 (example 024.70): Actual PM value to the 1/100 value 5 7 End Point In the same way as for Begin Point 1 or 2 8 End point county abbreviatio n In the same way as for Begin Point County Abbreviation 2 or 3 9 End point route number In the same way as Begin Point Route Number 3 10 End point post mile In the same way as Begin Point Post Mile 5 aCable identification example: The cable code S 048 SV SM 084 02470 SV SC 082 02510 describes a singlemode, 48 strand, cable starting at a fiber optic vault in San Mateo County on Route 84 at post mile 24.70, and ending at another fiber optic vault in Santa Clara County on Route 82 at post mile 25.10. Place labels on the cables at the following points: 1. Fiber optic vault and pull box entrances and exits 2. Splice enclosures entrance and exit 3. Fiber distribution unit entrance Lace fiber optic cable inside controller cabinets and secure to the cage. ---PAGE BREAK--- RSS-249 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Support the fiber optic cable within 6 inches from a termination and every 2 feet. Secure fiber optic cables to the cable racks. Store excess cable in a figure 8 fashion. 87-19.03D Fiber Optic Cable Splices Use fusion splicing for fiber optic cables. Splice single-buffer tube cable to multi-buffer tube cable using the mid-span access method under manufacturer's instructions. Any mid-span access splice or fiber distribution unit termination must involve only those fibers being spliced as shown. Place fiber splices in the splice enclosures installed in the vaults. 87-19.03E Splice Enclosures Installation Maintain an equal amount of slack on each side of the splice enclosure. Secure the fiber optic splices in splice tray. Secure the splice trays to the inner enclosure. Label cables and buffer tubes. Do not seal fiber splice enclosure until authorized and the power meter and light source test is performed. Seal the enclosure under manufacturer's instructions. Flash test the outer enclosure under manufacturer's instructions in the presence of the Engineer. Visually inspect the enclosure. If bubbles are present, identify the locations where the bubbles are present, take corrective actions and repeat the flash test until no bubbles are present. Attach the splice enclosure to the side wall of a vault or hub with a minimum 2 feet distance between the ground and the bottom of the enclosure. Secure fiber optic cables to the chassis using cable clamps for fiber optic units. Connect a minimum of one bonding conductor to a grounding electrode after mounting the fiber optic enclosure to the wall. If there are multiple bonding conductors, organize the conductors in a neat way. 87-19.03F Fiber Optic Distribution Unit Installation Spool incoming buffer tubes 2 feet in the splice tray and expose 1 foot of individual fibers. Maintain a minimum 2-inch-bend radius during and after installation in the splice tray. Splice incoming fibers in the splice tray. Restrain each fiber in the splice tray. Do not apply stress on the fiber when located in its final position. Secure buffer tubes near the entrance of the splice tray. Secure splice trays under manufacturer's instructions. Label splice tray after splicing is completed. Install patch cords in fiber distribution units and patch panels. Permanently label each cord and each connector in the panel with the system as shown. 87-19.03G Fiber Optic Markers Installation Install fiber optic markers at 12-inch offset on the side furthest away from the edge of travel way: 1. For fiber optic cable at 500 feet apart in areas where the distance between vaults or pull boxes is greater than 500 feet 2. Adjacent to vaults and pull boxes 3. For fiber optic cable turns at: 3.1. Beginning of the turn 3.2. Middle of the arc ---PAGE BREAK--- RSS-250 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 3.3. End of the turn When a fiber optic cable crosses a roadway or ramp, install a disk marker over the conduit trench on: 1. Every shoulder within 6 inches from the edge of pavement 2. Delineated median 3. Each side of a barrier Install markers under section 81 except each retroreflective face must be parallel to the road centerline and facing away from traffic. 87-19.04 PAYMENT Not Used Replace section 87-20 with: 04-17-20 87-20 TEMPORARY ELECTRICAL SYSTEMS 87-20.01 GENERAL Section 87-20 includes specifications for providing, maintaining, and removing temporary electrical systems. Temporary systems may be mounted on wood posts or trailers. Obtain the Department's authorization for the type of temporary electrical system and its installation method. A temporary system must operate on a continuous, 24-hour basis. A temporary electrical system must have a primary power source and a back-up power source from: 1. Commercial utility company 2. Generator system 3. Photovoltaic system 87-20.02 MATERIALS 87-20.02A General Temporary wood poles must comply with section 48-6. The components of a temporary system are shown on the project plans. If you use Type UF-B cable, the minimum conductor size must be no. 12. A back-up power source must: 1. Have an automatic transfer switch 2. Start automatically and transfer the system load upon reaching the operating voltage in the event of a power source failure A trailer must be equipped with devices to level and plumb the temporary system. 87-20.02B Generators A generator must: 1. Be 120 V(ac) or 120/240 V(ac), 60 Hz, 2.5 kW minimum, continuous-duty type 2. Be powered by a gasoline, LPG, or diesel engine operating at approximately 1,800 rpm with an automatic oil feed 3. Be equipped to provide automatic start-stop operation with a 12 V starting system 4. Have generator output circuits that have overcurrent protection with a maximum setting of 15 A ---PAGE BREAK--- RSS-251 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 5. Have a spark arrester complying with Pub Cont Code § 4442 87-20.02C Automatic Transfer Switches An automatic transfer switch must provide: 1. Line voltage monitoring in the event of a power outage that signals the back-up power source to start 2. Start delay, adjustable from 0 to 6 seconds, to prevent starting if the power outage is only momentary and a stop delay, adjustable from 0 to 8 minutes, to allow the back-up power source to unload 3. Transfer delay from 0 to 120 seconds to allow the back-up power source to stabilize before connecting to the load and retransfer delay from 0 to 32 minutes to allow the line voltage to stabilize 4. Mechanical interlock to prevent an application of power to the load from both sources and to prevent backfeeding from the back-up power source to the primary power source 87-20.02D–87-20.02G Reserved 87-20.02H Temporary Flashing Beacon Systems A temporary flashing beacon system consists of a flashing beacon system, wood pole, and a power source. The system must comply with the specifications for flashing beacon systems in section 87-7. 87-20.02I Temporary Lighting Systems A temporary lighting system consists of a lighting system, a power source, and wood poles. The system must comply with the specifications for lighting systems in section 87-2. 87-20.02J Temporary Signal Systems A temporary signal system consists of a signal and lighting system, wood poles and posts, and a power source. The system must comply with the specifications for signal and lighting systems in section 87-4, except signal heads may be mounted on a wood pole, mast arm, tether wire, or a trailer. 87-20.02K Temporary Radar Speed Feedback Sign Systems A temporary radar speed feedback sign system must comply with the specifications for a radar speed feedback sign system in section 87-14, except, the LED character display must remain blank when no vehicles are detected or when the detected vehicle speed is 10 miles less than the preset speed. 87-20.03 CONSTRUCTION 87-20.03A General Provide electrical and telecommunication services for temporary systems. Do not use existing services unless authorized. Provide power for the temporary electrical systems. Commercial power must be 120 V(ac) or 120/240 V(ac) single phase. Make arrangements with the utility company for providing service. Protect the power source in a locked enclosure. Provide keys to all locks to the Engineer. Install conductors and cables in a conduit, suspended from wood poles at least 25 feet above the roadway, or use direct burial conductors and cables. Install conduit outside the paved area at a minimum of 12 inches below grade for Type 1 and 2 conduit and at a minimum of 18 inches below grade for Type 3 conduit. Install direct burial conductors and cables outside the paved area at a minimum depth of 24 inches below grade. Place the portions of the conductors installed on the face of wood poles in either Type 1, 2, or 3 conduit between the point 10 feet above grade at the pole and the pull box. The conduit between the pole and the pull box must be buried at a depth of at least 18 inches below grade. ---PAGE BREAK--- RSS-252 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Place conductors across structures in a Type 1, 2, or 3 conduit. Attach the conduit to the outside face of the railing. Mount the photoelectric unit at the top of the standard or wood post. You may abandon in place conductors and cables in sawed slots or in conduit installed below the ground surface. 87-20.03B–87-20.03G Reserved 87-20.03H Temporary Flashing Beacon Systems Protect each flashing beacon with a fused splice connector on the line side. Wherever conductors are run overhead, install the fused splice connector in the line side outside of the control assembly. 87-20.03I Temporary Lighting Systems Protect each luminaire with a fused splice connector on the line side. Wherever conductors are run overhead, install the fused splice connectors in the line side before entering the mast arm. 87-20.03J Temporary Signal Systems You may splice conductors that run to a terminal compartment or a signal head on a pole to the through conductors of the same phase in a pull box adjacent to the pole. Do not splice conductors or cables except in a pull box or in a NEMA 3R enclosure. The Department provides the timing for the temporary signal. Maintain the temporary signal except for the Department-furnished controller assembly. 87-20.03K Reserved 87-20.04 PAYMENT Not Used Add between the 1st and 2nd paragraphs of section 87-21.03A: 04-17-20 Remove foundation under section 56-3.01C(2)(a). Add to section 87-21.03A: 04-17-20 Remove electrical equipment, designated as a hazardous waste. Replace the introductory clause of the 2nd paragraph of section 87-21.03B(2) with: 04-16-21 Maintain the following systems: Replace item 7 in the list in the 2nd paragraph of section 87-21.03B(2) with: 10-19-18 7. Camera system ---PAGE BREAK--- RSS-253 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) DIVISION XI MATERIALS 90 CONCRETE 04-16-21 Add to section 90-1.01B: 10-18-19 CIP structural concrete members: CIP components of bridge structures, piling, retaining walls, sound walls, box culverts, drainage inlets, approach slabs, bridge railing, and bridge barriers. Replace section 90-1.01C(6) with: 10-18-19 90-1.01C(6) Mix Design 90-1.01C(6)(a) General Submit the concrete mix design before using the concrete in the work and before changing the mix proportions or an aggregate source. 90-1.01C(6)(b) Cast-In-Place Structural Concrete Members 10-16-20 For CIP structural concrete members, submit with your mix design results from the tests specified in 90- 1.01D(10)(b)(iv) and the results from the tests shown in the following table: 10-18-19 Quality characteristic Test method Specific gravity and absorption of coarse aggregate ASTM C127 Specific gravity and absorption of fine aggregate ASTM C128 Durability index for fine aggregate California Test 229 Soundness California Test 214 Resistance to degradation ASTM C131 Organic impurities California Test 213 Chloride concentration of water for washing aggregates and mixing concrete California Test 422 Sulfate concentration of water for washing aggregates and mixing concrete California Test 417 Impurities in water for washing aggregates and mixing concrete ASTM C191 or ASTM C266 and ASTM C109 Replace section 90-1.01C(8) with: 10-18-19 90-1.01C(8) Testing 90-1.01C(8)(a) General If the concrete is tested for shrinkage, submit the test data with the mix design. If prequalification is specified, submit certified test data or trial batch test reports under section 90- 1.01D(5)(b). If 56 days are allowed for the concrete to attain the compressive strength described, submit test results under section 90-1.01D(5)(a). 90-1.01C(8)(b) Cast-In-Place Structural Concrete Members For CIP structural concrete members, submit test results within 3 business days after completing each QC test. For submittal of test results, go to: http://dime.dot.ca.gov/ ---PAGE BREAK--- RSS-254 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) For CIP structural concrete members, include the following with the test results: 1. Contract number 2. Mix design number 3. Test sample identification number 4. Date and time of test 5. Batch plant 6. Batch number 7. Bridge number and description of element 8. Supporting data and calculations 9. Name, certification number, and signature of the QC tester If additional compressive strength test results are needed for CIP structural concrete members to facilitate your schedule, submit a plot of the strength projection curve. Add to the end of section 90-1.01C: 10-18-19 90-1.01C(11) Quality Control Plan for Cast-In-Place Structural Concrete Members Section 90-1.01C(11) applies to CIP structural concrete members. Submit 3 copies of the QC plan for review. Submit an amended QC plan or an addendum to the QC plan when there are any changes to: 1. Concrete plants 2. Testing laboratories 3. Plant certification or laboratory accreditation status 4. Tester or inspector qualification status 5. QC personnel 6. Procedures and equipment 7. Material sources 8. Material testing Allow the Department 5 business days to review an amended QC plan or an addendum to the QC plan. 90-1.01C(12) Concrete Materials Quality Control Summary Report for Cast-In-Place Structural Concrete Members Section 90-1.01C(12) applies to CIP structural concrete members. During concrete production for CIP structural concrete members, submit a concrete materials QC summary report at least once a month. The report must include: 1. Inspection reports. 2. Test results. 3. Documentation of: 3.1. Test result evaluation by the QC manager 3.2. Any discovered problems or deficiencies and the corrective actions taken 3.3. Any testing of repair work performed 3.4. Any deviations from the specifications or regular practices with explanation 10-16-20 4. Certificate of compliance for the structural concrete material signed by the QC manager. The certificate must state that the information contained in the report is accurate, the minimum testing frequencies specified in section 90-1.01D(10)(b)(iv) are met, and the materials comply with the Contract. ---PAGE BREAK--- RSS-255 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 10-18-19 90-1.01C(13) Polymer Fibers For concrete used in concrete bridge decks or PCC deck overlays, submit: 1. Fiber manufacturer's product data and application instructions 2. Certificate of compliance for each shipment and type of fiber Replace the 3rd paragraph of section 90-1.01D(5)(a) with: 10-18-19 If the concrete is designated by compressive strength, the strength of concrete that is not steam cured is determined from cylinders cured under Method 1 of California Test 540. Replace the 9th paragraph of section 90-1.01D(5)(a) with: 04-16-21 A compressive strength test represents no more than 300 cu yd of concrete and consists of the average compressive strength of two 6-by-12-inch cylinders or three 4-by-8-inch cylinders made from material taken from a single load of concrete. If a cylinder shows evidence of improper sampling, molding, handling, or testing, the cylinder is discarded and the test consists of the compressive strength of the remaining cylinders. Replace the 1st paragraph of section 90-1.01D(5)(b) with: 04-16-21 If the concrete has a described 28-day compressive strength greater than or equal to 3,600 psi, or if prequalification is specified, prequalify the materials, mix proportions, mixing equipment, and procedures proposed for use in the work before placing the concrete. Add to the end of section 90-1.01D: 10-18-19 90-1.01D(7) Qualifications for Cast-In-Place Structural Concrete Members Section 90-1.01D(7) applies to CIP structural concrete members. QC laboratory testing personnel must have an ACI Concrete Laboratory Testing Technician, Level 1 certification or an ACI Aggregate Testing Technician, Level 2 certification, whichever certification includes the test being performed. QC field testing personnel and field and plant inspection personnel must have an ACI Concrete Field Testing Technician, Grade I certification. 90-1.01D(8) Certifications for Cast-In-Place Structural Concrete Members 04-16-21 Each concrete plant used for CIP structural concrete members must have a current authorization under the Department's MPQP. 10-18-19 Each QC testing laboratory must be an authorized laboratory with current accreditation from the AASHTO Accreditation Program for the tests performed. 90-1.01D(9) Preconstruction Meeting for Cast-In-Place Structural Concrete Members Section 90-1.01D(9) applies to CIP structural concrete members. ---PAGE BREAK--- RSS-256 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Before concrete placement, hold a meeting to discuss the requirements for structural concrete QC. The meeting attendees must include the Engineer, the QC manager, and at least 1 representative from each concrete plant performing CIP structural concrete activities for the Contract. 90-1.01D(10) Quality Control 90-1.01D(10)(a) General Reserved 90-1.01D(10)(b) Cast-In-Place Structural Concrete Members 90-1.01D(10)(b)(i) General Section 90-1.01D(10)(b) applies to CIP structural concrete members. Develop, implement, and maintain a QC program that includes inspection, sampling, and testing of structural concrete materials for CIP structural concrete members. Perform all sampling, testing, and inspecting required to control the process and to demonstrate compliance with the Contract and the authorized QC plan. Provide a QC field inspector at the concrete delivery point while placement activities are in progress. Provide a testing laboratory and the testing personnel for QC testing. The QC inspector and the QC manager must be fully authorized by the Contractor to reject material. QC testers and inspectors must be your employees or must be hired by a subcontractor providing only QC services. QC testers and inspectors must not be employed or compensated by a subcontractor or by other persons or entities hired by subcontractors who will provide other services or materials for the project. If lightweight concrete, RSC, or SCC is used as structural concrete, you must also comply with the sampling and testing specifications of that section. 90-1.01D(10)(b)(ii) Quality Control Plan The QC plan must detail the methods used to ensure the quality of the work and provide the controls to produce concrete. The QC plan must include: 1. Names and documentation of certification or accreditation of the concrete plants and testing laboratories to be used 2. Names, qualifications, and copies of certifications for the QC manager and all QC testing and inspection personnel to be used 3. Organization chart showing QC personnel and their assigned QC responsibilities 4. Example forms, including forms for certificates of compliance, hard copy test result submittals, and inspection reports 5. Methods and frequencies for performing QC procedures, including inspections and material testing 6. Procedures to control quality characteristics, including standard procedures to address properties outside of the specified operating range or limits, and example reports to document nonconformances and corrective actions taken 7. Procedures for verifying: 7.1. Materials are properly stored during concrete batching operations 7.2. Batch plants have the ability to maintain the concrete consistency during periods of extreme heat and cold 7.3. Admixture dispensers deliver the correct dosage within the accuracy requirements specified 7.4. Delivery trucks have a valid National Ready Mixed Concrete Association certification card 8. Procedures for verifying that the weighmaster certificate for each load of concrete shows: 8.1. Concrete as batched complies with the authorized concrete mix design weights 8.2. Moisture corrections are being accurately applied to the aggregates 8.3. Cementitious materials are from authorized sources 8.4. Any water that is added after batching at the plant 9. Procedures for visually inspecting the concrete during discharge operations ---PAGE BREAK--- RSS-257 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Allow the Department 5 business days to review an amended QC plan or an addendum to the QC plan. 90-1.01D(10)(b)(iii) Quality Control Manager Assign a QC manager. The QC manager must have one of the following qualifications: 1. Civil engineering license in the State 2. ACI Concrete Laboratory Testing Technician, Level 1 certification 3. NICET Level II concrete certification 4. ICC Reinforced Concrete Special Inspector certification 5. ASQ Certified Manager of Quality/Organizational Excellence with the qualifying 10 years of experience and body of knowledge in the field of concrete During concrete placement, the QC manager must be at the plant or job site within 3 hours of receiving notification from the Engineer. 90-1.01D(10)(b)(iv) Quality Control Testing Frequencies For each mix design used to produce CIP structural concrete, perform sampling and testing in compliance with the following tables: Aggregate QC Tests Quality characteristic Test method Minimum testing frequency Aggregate gradation California Test 202 Once per each day of pour Sand equivalent California Test 217 Cleanness value California Test 227 Moisture content of fine aggregate California Test 226 1–2 times per each day of pour, depending on conditions Concrete QC Tests Quality characteristic Test method Minimum testing frequency Slump ASTM C143/C143M Once per 100 cu yd or each day of pour, whichever is more frequent, and when requested by the Engineer Uniformitya ASTM C143/C143M, California Test 533, and California Test 529 When ordered by the Engineer Air content, (freeze-thaw area) California Test 504b If concrete is air entrained, once per 30 cu yd or each day of pour, whichever is more frequent Air content, (non-freeze- thaw area) California Test 504b If concrete is air entrained, once per 100 cu yd or each day of pour, whichever is more frequent Temperature California Test 557 Once per 100 cu yd or each day of pour, whichever is more frequent Density California Test 518 Compressive California Test 521 aAs specified in section 90-1.01D(4). bUse ASTM C173/C173M for lightweight concrete. cMark each cylinder with the Contract number, the date and time of sampling, and the weighmaster certificate number. dYou may need additional test samples to facilitate your schedule. 90-1.01D(10)(b)(v) Inspection Reports Document each inspection performed by a QC inspector in an inspection report that includes: 1. Contract number 2. Mix design number 3. Date and time of inspection ---PAGE BREAK--- RSS-258 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 4. Plant location 5. Concrete placement location 6. Batch number 7. Reviewed copies of weighmaster certificates 8. Description of the inspection performed 9. Name, certification number, and signature of the QC inspector 90-1.01D(10)(b)(vi) Rejection of Material If any of the QC concrete test results fail to comply with the specified requirements, the batch of concrete must not be incorporated in the work. Notify the Engineer. Repeat the QC concrete tests on each subsequent batch until the test results comply with the specified requirements. If 3 consecutive batches fail to comply with the specified requirements, revise concrete operations as necessary to bring the concrete into compliance and increase the frequency of QC testing. The revisions must be authorized before resuming production. After production resumes, you must receive authorization before returning to the QC testing frequency authorized in the QC plan. 90-1.01D(11) Department Acceptance 90-1.01D(11)(a) General Reserved 90-1.01D(11)(b) Cast-In-Place Structural Concrete Members The Department accepts concrete incorporated into CIP structural concrete members based on only the Department's test results. QC test results will not be used for Department acceptance. Replace the table in the 1st paragraph of section 90-1.02A with: 10-18-19 Type of work Maximum length change of laboratory cast specimens at 28 days drying (average of 3) (percent) Paving and approach slab concrete 0.050 Bridge deck concrete 0.032 Add to the end of section 90-1.02A: 10-18-19 For new bridge decks or PCC deck overlays, fibers must comply with ASTM D7508. Microfibers must be from 1/2 to 2 inches long. Macrofibers must be from 1 to 2-1/2 inches long. Replace item 3 in the list in the 1st paragraph of section 90-1.02B(3) with: 04-16-21 3. Raw or calcined natural pozzolans complying with AASHTO M 295, Class N, except the maximum allowable loss on ignition is 10 percent, and either of the following: 3.1. Available alkali as Na2O + 0.658 K2O must not exceed 1.5 percent when tested under ASTM C311. 3.2. Total alkali as Na2O + 0.658 K2O must not exceed 5.0 percent when tested under AASHTO T 105. ---PAGE BREAK--- RSS-259 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace items 1 and 2 in the list in the 5th paragraph of section 90-1.02F(4)(c) with: 04-16-21 1. Test results for 1 compressive strength test consisting of the average strength of cylinders made from material taken within the first 1/3, and 1 compressive strength test consisting of the average strength of cylinders made from material taken within the last 1/3, of a single batch of concrete discharged from the stationary mixer. Strength tests and cylinder preparation must comply with section 90- 1.01D(5). 2. Calculations demonstrating that the average of the compressive taken within the first 1/3 of the batch do not differ by more than 7.5 percent from the average of the compressive taken within the last 1/3 of the batch. Replace the table in section 90-1.02G(6) with: 04-19-19 Type of work Nominal Maximum Penetration Slump Penetration Slump (in) (in) (in) (in) Concrete pavement 0–1 1.5 Nonreinforced concrete members 0–1.5 2 Reinforced concrete structures with: Sections over 12 inches thick 0–1.5 1–3 2.5 5 Sections 12 inches thick or less 0–2 1–4 3 6 Concrete placed under water 6–8 9 CIP concrete piles 2.5–3.5 5–7 4 8 Replace the introductory clause of the 6th paragraph of section 90-1.02H with: 04-19-19 For pavement, the total cementitious material must be composed of one of the following options, by weight: Add after the 6th paragraph of section 90-1.02H: 04-19-19 For structures, the total cementitious material must be composed of one of the following options, by weight: 1. 25 percent natural pozzolan or fly ash with a CaO content of up to 10 percent and 75 percent portland cement. 2. 20 percent natural pozzolan or fly ash with a CaO content of up to 10 percent, 5 percent silica fume, and 75 percent portland cement. 3. 12 percent silica fume, metakaolin, or UFFA, and 88 percent portland cement. 4. 50 percent and 50 percent portland cement. 5. 25 to 50 percent fly ash with a CaO content of up to 10 percent, and no natural pozzolan. The remaining portion of the cementitious material must be portland cement or a combination of portland cement and UFFA, metakaolin, or silica fume. Replace section 90-1.03B(2) with: 04-19-19 90-1.03B(2) Water Method The water method must consist of keeping the concrete continuously wet by applying water for a curing period of at least 7 days after the concrete is placed. ---PAGE BREAK--- RSS-260 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Keep the concrete surface wet by applying water with an atomizing nozzle that forms a mist until the surface is covered with curing media. Do not allow the water to flow over or wash the concrete surface. At the end of the curing period, remove curing media. Use any of the following curing media to retain moisture: 1. Mats, rugs, or carpets 2. Earth or sand blankets 3. Sheeting materials complying with the durability and water vapor transmission rate specified in section 5 of ASTM C171 To ensure proper coverage during curing: 1. Cover the entire concrete surface with the curing media 2. Secure the curing media joints to retain moisture 3. Keep the curing media within 3 inches of the concrete at all points along the surface being cured Monitor concrete surface temperature during curing. Ensure that surface temperature is maintained at 140 degrees F or below. If the surface temperature exceeds 140 degrees F, determine cause and provide alternative curing methods to the Engineer for authorization. Add to section 90-3.01D: 10-16-20 90-3.01D(5) Shrinkage Items 2 and 3 in the 1st paragraph of section 90-1.01D(3) do not apply. Test the RSC for shrinkage as specified in section 90-1.01D(3) except: 1. Remove each specimen from the mold at the time of 1 hour 15 min before the initial comparator reading and place the specimen in lime-saturated water at 73 ± 3 degrees F until the initial comparator reading 2. Take a comparator reading at an age of 10 times the final set time or 24 hours, whichever is earlier, and record it as the initial reading Replace footnote b for the table in item 2.1 in the 1st paragraph of section 90-3.02A with: 04-16-21 bIf you use accelerating chemical admixtures, include them when testing 10-19-18 Delete the 2nd paragraph of section 90-3.02A. Replace the 7th paragraph of section 90-3.02B(4) with: 10-16-20 The volumetric mixer must be equipped such that accuracy checks can be made. Recalibrate the proportioning devices at a minimum of every 90 days or when you change the source or type of any ingredient. Replace the 2nd paragraph of section 90-4.01A with: 10-18-19 The specifications for shrinkage in section 90-1.02A, shrinkage reducing chemical admixture in section 51-1.02B, and polymer fibers in section 51-1.02B do not apply to PC concrete members. ---PAGE BREAK--- RSS-261 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Add to section 90-4.01C(1): 04-19-19 Submit your QC test results for the tests performed under section 90-4.01D as an informational submittal. The QC test results must be submitted electronically through the Data Interchange for Materials Engineering website within 3 business days of completion of each QC test and must include the concrete mix design number. Replace the table titled "Concrete QC Tests" in the 5th paragraph of section 90-4.01D(2)(c) with: 04-16-21 Concrete QC Tests Quality characteristic Test method Minimum testing frequency Compressive strength 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 at time of mixing ASTM C1064/C1064M Density ASTM C138 Once per 600 cu yd of concrete cast or every 7 days 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. 92 ASPHALT BINDERS 10-16-20 Add to the beginning of section 92-1.01D(3): 10-16-20 Take samples of asphalt binder under California Test 125. 10-16-20 Delete the 2nd sentence in the 3rd paragraph of section 92-1.01D(3). 94 ASPHALTIC EMULSIONS 10-16-20 Replace section 94 with: 04-17-20 94-1.01 GENERAL 94-1.01A Summary Section 94 includes specifications for furnishing asphaltic emulsions. ---PAGE BREAK--- RSS-262 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 94-1.01B Definitions Reserved 94-1.01C Submittals Submit an SDS for each shipment of asphaltic emulsion to the job site. If you use the asphaltic emulsion before the Department's sampling and testing is complete, submit a certificate of compliance for each shipment to the job site. The certificate of compliance must include: 1. Shipment number and date 2. Source asphalt emulsion plant, consignee, and destination 3. Type and description of material with specific gravity and quantity 4. Contract or purchase order number 5. Signature by the manufacturer of the material 6. Certified test results If no certificate of compliance is submitted, do not use asphaltic emulsion until authorized. 94-1.01D Quality Assurance 10-16-20 Take samples of asphaltic emulsion under California Test 125. 04-17-20 Store samples in clean and airtight sealed containers. Samples taken must be placed in wide mouth plastic containers and taken in the presence of the Engineer. Samples must be stored at temperatures from 40 to 120 degrees F until submitted for testing. 94-1.02 MATERIALS 94-1.02A General Asphaltic emulsions must be composed of a bituminous material uniformly emulsified with water and an emulsifying or a stabilizing agent. Polymer-modified asphaltic emulsion must contain a polymer. Rapid-setting asphaltic emulsions must be tested within 7 days after delivery to job site. All other asphaltic emulsions must be tested within 14 days of delivery to job site. The asphaltic emulsion must be homogeneous after thorough mixing and not separated by freezing. Asphaltic emulsion separated by freezing will not be tested. 94-1.02B Slow-Setting Anionic Asphaltic Emulsions Slow-setting anionic asphaltic emulsion must comply with the requirements shown in the following table: Slow-Setting Anionic Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Grade SS-1 Grade SS-1h Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59 20–100 Storage stability test, 1 day (max, 1 Cement mixing test (max, 2.0 Sieve test (max, 0.10 Residue from distillation or evaporation test (min, 57 Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 °C (min, mm) Solubility in trichloroethylene (min, AASHTO T 49 AASHTO T 51 AASHTO T 44 100–200 400 97.5 40–90 400 97.5 aDistillation is the defining test if there is a conflict with evaporation. ---PAGE BREAK--- RSS-263 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 94-1.02C Slow-Setting Cationic Asphaltic Emulsions Slow-setting cationic asphaltic emulsion must comply with the requirements shown in the following table: Slow-Setting Cationic Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Grade CSS-1 Grade CSS-1h Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59 20–100 Storage stability test, 1 day (max, 1 Particle chargea Positive Cement mixing test (max, 2.0 Sieve test (max, 0.10 Residue from distillation or evaporation test (min, 57 Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 °C (min, mm) Solubility in trichloroethylene (min, AASHTO T 49 AASHTO T 51 AASHTO T 44 100–250 400 97.5 40–90 400 97.5 aMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. bDistillation is the defining test if there is a conflict with evaporation. 94-1.02D Rapid-Setting Cationic Asphaltic Emulsions Rapid-setting cationic asphaltic emulsion must comply with the requirements shown in the following table: Rapid-Setting Cationic Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Grade CRS-1 Grade CRS-2 Grade CRS-1h Grade CRS-2h Saybolt Furol viscosity, at 50 °C (Saybolt Furol seconds) AASHTO T 59 20–100 100–400 20–100 100–400 Storage stability test, 1 day (max, 1 Demulsibility (min, 40 Particle chargeb Positive Sieve test (max, 0.10 Residue from distillation or evaporation test (min, 60 65 60 65 Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 50 mm/minute (min, mm) Solubility in trichloroethylene (min, AASHTO T 49 AASHTO T 51 AASHTO T 44 100–250 400 97.5 40–90 400 97.5 aUse 35 ml of 0.8% sodium dioctyl sulfosuccinate solution. bMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. cDistillation is the defining test if there is a conflict with evaporation. 94-1.02E Cationic Emulsified Recycling Agent Cationic emulsified recycling agent for cold-in-place recycling must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-264 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Cationic Emulsified Asphalt Requirements Quality characteristic Test method Requirement Emulsified recycling agent Sieve test (max, AASHTO T 59 0.10 Residue from distillation or evaporation test (min, 63 Sieve test (max, Positive Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 °C (min, mm) Creep stiffness: Test temperature S-value (max, MPa) M-value (min) AASHTO T 49 AASHTO T 51 AASHTO T 313 40–120 400 -12 300 0.300 aDistillation is the defining test if there is a conflict with evaporation. bMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. 94-1.02F Rapid-Setting Polymer-Modified Asphaltic Emulsions Rapid-setting polymer-modified asphaltic emulsion must comply with the requirements shown in the following table: Rapid-Setting Polymer-Modified Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Grade Grade Saybolt Furol viscosity, at 50 °C (Saybolt Furol seconds) AASHTO T 59e 100–400 Storage stability test, 1 day (max, 1 Sieve test (max, 0.30 Demulsibility (min, 40b Particle chargeb Positive Residue from distillation or evaporation test (min, 65 Tests on residue: Penetration, 25 °C (dmm) AASHTO T 49 100–200 40–90 Ductility, 25 °C (min, mm) AASHTO T 51 400 400 Torsional recovery (min, or Elastic recovery, 25 °C (min, California Test 332 AASHTO T 301 20 65 20 65 Penetration, 4 200 g for 60 seconds (min, dmm) AASHTO T 49 6 6 Ring and Ball Softening Point (min,°C) AASHTO T 53 57 57 aUse 35 ml of 0.8% sodium dioctyl sulfosuccinate solution. bMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. cDistillation is the defining test if there is a conflict with evaporation. dElastic recovery is the defining test if there is a conflict with torsional recovery. eDistillation temperature of 350 94-1.02G Bonded Wearing Course Asphaltic Emulsions Bonded wearing course asphaltic emulsion must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-265 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Bonded Wearing Course Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59c 20–100 Storage stability test, 1 day (max, 1 Sieve test (max, 0.05 Particle chargea Positive Residue from distillation or evaporation test (min, 63 Tests on residue: Penetration, 25 °C (dmm) Torsional recovery (min, AASHTO T 49 California Test 332 70–150 40 aMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. bDistillation is the defining test if there is a conflict with evaporation. cDistillation temperature of 350 dMeasure the entire arc of recovery at 25 94-1.02H Rapid-Setting Polymer-Modified Rejuvenating Asphaltic Emulsions Rapid-setting polymer-modified rejuvenating asphaltic emulsion must comply with the requirements shown in the following table: Rapid-Setting Polymer-Modified Rejuvenating Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Grade PMRE Saybolt Furol viscosity, at 50 °C (Saybolt Furol seconds) AASHTO T 59d 50–350 Storage stability test, 1 day (max, 1 Sieve (max, 0.30 Oil distillate (max, 0.5 Particle chargea Positive Demulsibility (min, 40 Residue from distillation or evaporation test (min, 65 pH ASTM E70 2.0–5.0 Tests on residue: Viscosity, at 60 °C (max, Pa-s) Penetration, 4 °C (dmm) Elastic recovery, 25 °C (min, AASHTO T 202e, f AASHTO T 49 AASHTO T 301g 5000 40–70 60 aMust comply with a pH requirement of 6.7 maximum under ASTM E70 if the particle charge test result is inconclusive. bIf the product is to be diluted, demulsibility is waived. cDistillation is the defining test if there is a conflict with evaporation. dDistillation temperature of 350 eIf it is suspected that a sample may contain solid material, strain the melted sample into the container through a No. 50 (300-µm) sieve conforming to Specification E 11. fUse an AI- 200 glass capillary tube to run the test. If the viscosity is 4000 or above, use an AI 400 instead. gElastic recovery, hour glass sides, pull to 20 cm, hold 5 minutes then cut, let sit 1 hour. Rejuvenating agent for rapid-setting polymer-modified rejuvenating asphaltic emulsion must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-266 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Rejuvenating Agent Requirements Quality characteristic Test method Requirement Tests on rejuvenating agent: Viscosity, at 60 °C (cSt) Flash point (min, Saturate (max, % by weight) Asphaltenes (max) AASHTO T 201 AASHTO T 48 ASTM D2007 ASTM D2007 50–175 193 30 1.0 Tests on rejuvenating agent Rolling Thin-Film Oven Test residue: Weight change (max, Viscosity ratio (max)a AASHTO T 240 6.5 3 aRolling Thin-Film Oven Test (RTFOT) viscosity divided by the original viscosity. 94-1.02I Quick-Setting Asphaltic Emulsions Quick-setting asphaltic emulsion must comply with the requirements shown in the following table: Quick-Setting Asphaltic Emulsion Requirements Quality characteristic Test method Requirement Anionic Cationic Grade QS-1 Grade QS-1h Grade CQS-1 Grade CQS-1h Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59 15–90 Storage stability test, 1 day (max, 1 Particle chargea Positive Sieve test (max, 0.30 Residue from distillation or evaporation test (min, 57 Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 °C (min, mm) Solubility in trichloroethylene (min, AASHTO T 49 AASHTO T 51 AASHTO T 44 100–200 400 97.5 40–90 400 97.5 100–200 400 97.5 40–90 400 97.5 aIf the result of the particle charge test is inconclusive; the asphaltic emulsion must be tested for pH under ASTM E70. Grade QS-1h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS-1h asphaltic emulsion must have a maximum pH of 6.7. bDistillation is the defining test if there is a conflict with evaporation. 94-1.02J Quick-Setting Polymer-Modified Cationic Asphaltic Emulsions Quick-setting polymer-modified cationic asphaltic emulsion must comply with the requirements shown in the following table: ---PAGE BREAK--- RSS-267 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Quick-Setting Polymer-Modified Cationic Asphaltic Emulsions Quality characteristic Test method Requirement Grade Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59d 15–90 Storage stability test, 1 day (max, 1 Sieve test (max, 0.30 Particle chargea Positive Residue from distillation or evaporation test (min, 60 Tests on residue: Penetration, 25 °C (dmm) Ductility, 25 °C (min, mm) Torsional recovery (min, or Elastic recovery, 25 °C (min, AASHTO T 49 AASHTO T 51 California Test 332 AASHTO T 301 40–90 400 18 60 aIf the result of the particle charge test is inconclusive; the asphaltic emulsion must be tested for pH under ASTM E70. bDistillation is the defining test if there is a conflict with evaporation. cElastic recovery is the defining test if there is a conflict with torsional recovery. dDistillation temperature of 350 94-1.02K Micro Surfacing Emulsions Micro surfacing emulsion must comply with the requirements shown in the following table: Micro Surfacing Emulsion Requirements Quality characteristic Test method Requirement Grade MSE Saybolt Furol viscosity, at 25 °C (Saybolt Furol seconds) AASHTO T 59c 15–90 Storage stability test, 1 day (max, 1 Sieve test (max, 0.30 Particle chargea Positive Residue from distillation or evaporation test (min, 62 Tests on residue: Penetration, 25 °C (dmm) Softening point (min, Torsional recovery (min, or Elastic recovery, 25 °C (min, AASHTO T 49 AASHTO T 53 California Test 332 AASHTO T 301 40–90 57 20 65 aIf the result of the particle charge test is inconclusive; the asphaltic emulsion must be tested for pH under ASTM E70. bDistillation is the defining test if there is a conflict with evaporation. cDistillation temperature of 350 dElastic recovery is the defining test if there is a conflict with torsional recovery. 94-1.03 CONSTRUCTION Not Used 94-1.04 PAYMENT The quantity of asphaltic emulsion is the weight determined before the addition of any water. The weight of asphaltic emulsion is determined from volumetric measurements if: 1. Partial loads are used ---PAGE BREAK--- RSS-268 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) 2. Scale is not available within 20 miles 3. Asphaltic emulsion is delivered in: 3.1. Trucks with each tank calibrated and accompanied by its measuring stick and calibration card 3.2. Trucks equipped with a vehicle tank meter and a calibrated thermometer that determines the asphalt temperature at delivery For volumetric measurements, the measured volume of asphaltic emulsion is reduced to the volume the material would occupy at 60 degrees F. One ton of asphaltic emulsion at 60 degrees F equals 240 gal. One gallon of asphaltic emulsion at 60 degrees F equals 8.33 lb. Convert volume to weight using the factors shown in the following table: Conversion Table t M t M t M t M 60 1.00000 83 0.99425 106 0.98850 129 0.98275 61 0.99975 84 0.99400 107 0.98825 130 0.98250 62 0.99950 85 0.99375 108 0.98800 131 0.98225 63 0.99925 86 0.99350 109 0.98775 132 0.98200 64 0.99900 87 0.99325 110 0.98750 133 0.98175 65 0.99875 88 0.99300 111 0.98725 134 0.98150 66 0.99850 89 0.99275 112 0.98700 135 0.98125 67 0.99825 90 0.99250 113 0.98675 136 0.98100 68 0.99800 91 0.99225 114 0.98650 137 0.98075 69 0.99775 92 0.99200 115 0.98625 138 0.98050 70 0.99750 93 0.99175 116 0.98600 139 0.98025 71 0.99725 94 0.99150 117 0.98575 140 0.98000 72 0.99700 95 0.99125 118 0.98550 141 0.97975 73 0.99675 96 0.99100 119 0.98525 142 0.97950 74 0.99650 97 0.99075 120 0.98500 143 0.97925 75 0.99625 98 0.99050 121 0.98475 144 0.97900 76 0.99600 99 0.99025 122 0.98450 145 0.97875 77 0.99575 100 0.99000 123 0.98425 146 0.97850 78 0.99550 101 0.98975 124 0.98400 147 0.97825 79 0.99525 102 0.98950 125 0.98375 148 0.97800 80 0.99500 103 0.98925 126 0.98350 149 0.97775 81 0.99475 104 0.98900 127 0.98325 150 0.97750 82 0.99450 105 0.98875 128 0.98300 151 0.97725 t = observed temperature in degrees F M = multiplier for reducing volumes to the basis of 60 °F 95 EPOXY 04-17-20 Replace section 95-1.02E with: 04-17-20 95-1.02E Epoxy Adhesive for Pavement Markers Epoxy adhesive for bonding pavement markers to concrete and HMA must comply with ASTM C881/C881M, Type IV, Grade 3, Class B or C except the gel time for epoxy adhesive may be less than 30 minutes. ---PAGE BREAK--- RSS-269 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Use Class B whenever the surface temperature is from 40 to 60 degrees F. Use Class C whenever the surface temperature is above 60 degrees F. Replace section 95-1.02F with: 04-17-20 95-1.02F Reserved 04-17-20 Delete the 2nd paragraph of section 95-1.02G. Replace section 95-1.02H with: 04-17-20 95-1.02H Epoxy Resin Adhesive for Pressure Injection Grouting of Concrete Pavement Epoxy resin pressure injected into concrete must comply with ASTM C881/C881M, Type IV, Grade 1 except the epoxy must have a minimum bond strength of 3000 psi at 14 days. 96 04-17-20 Replace the row for Apparent opening size in the table in the 2nd paragraph of section 96-1.02B with: 04-17-20 Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 425(40) 250(60) 212(70) Replace the row for Apparent opening size in the table in the 1st paragraph of section 96-1.02E with: 04-17-20 Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 600(30) 300(50) Replace the row for Apparent opening size in the table in the 1st paragraph of section 96-1.02F with: 04-17-20 Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 425(40) ---PAGE BREAK--- RSS-270 Revised Standard Specifications Federal Aid Project No. BRLO-5931(030) Replace the row for Apparent opening size in the table in the 1st paragraph of section 96-1.02G with: 04-17-20 Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 600(30) 300(50) Replace the row for Apparent opening size in the table in the 1st paragraph of section 96-1.02H with: 04-17-20 Apparent opening size, average roll value (max, µm(US Sieve)) ASTM D4751 600(30) 300(50) Replace the row for Apparent opening size in the table in the 3rd paragraph of section 96-1.02I with: 04-17-20 Apparent opening size (min and max, µm(US Sieve)) ASTM D4751 150(100)–212(70) 150(100)–212(70) Replace the row for Apparent opening size in the table in the 2nd paragraph of section 96-1.02O with: 04-17-20 Apparent opening size (max, µm(US Sieve)) ASTM D4751 300(50) 300(50) 600(30) 300(50) 300(50) Replace the 3rd table in the 3rd paragraph of section 96-1.02R with: 10-19-18 Cushion Fabric Quality characteristic Test method Requirement Class 10 Class 12 Class 16 Class 24 Class 32 Class 60 Mass per unit area (oz/sq yd) ASTM D5261 10 12 16 24 32 60 Grab tensile break strength (min, lb) ASTM D4632 230 300 370 450 500 630 Grab tensile break elongation (min, ASTM D4632 50 Puncture strength (min, lb) ASTM D6241 700 [PHONE REDACTED] 1700 2400 Trapezoidal tear strength (min, lb) ASTM D4533 95 115 145 200 215 290 UV resistance (min, ASTM D7238 70