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HomeMy WebLinkAbout2013-208 BOUND AGREEMENT RESOLUTION NO. 2013-208 1 2 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF THE CITY OF SAN BERNARDINO AWARDING A CONTRACT TO SEAN MALEK 3 ENGINEERING AND CONSTRUCTION FOR OLD WATERMAN CANYON ROAD 4 BRIDGE REPAIRS (SS07-014),PER PLAN NO. 11304. 5 BE IT RESOLVED BY THE MAYOR AND COMMON COUNCIL OF THE CITY OF SAN BERNARDINO AS FOLLOWS: 6 SECTION 1. Sean Malek Engineering and Construction, 43905 Margarita Road, 7 8 Temecula, CA 92592, is the lowest responsible bidder for Old Waterman Canyon Road 9 Bridge Repairs per Plan No. 11304. A contract is awarded accordingly to said bidder in a 10 total amount of$244,432.00, with a contingency amount of$36,968.00, but such award shall 11 be effective only upon being fully executed by both parties. All other bids, therefore, are 12 hereby rejected. The City Manager is hereby authorized and directed to execute said contract 13 14 on behalf of the City; a copy of the contract is on file in the office of the City Clerk and 15 incorporated herein by reference. 16 SECTION 2. This contract and any amendment or modifications thereto shall not 17 take effect or become operative until fully signed and executed by the parties and no party 18 shall be obligated hereunder until the time of such full execution. No oral agreements, 19 20 amendments, modifications or waivers are intended or authorized and shall not be implied 21 from any act or course of conduct of any party. 22 SECTION 3. The authorization to execute the contract is rescinded if the parties fail 23 to execute it within sixty (60) days of passage of this Resolution. 24 /// 25 /// 26 27 28 2013-208 RESOLUTION OF THE MAYOR ANDCOUNCIL 1 OF SAN BERNARDINO AWARDING A CONTRACT TO SEAN MALEK 2 ENGINEERING AND CONSTRUCTION FOR OLD 304 WATERMAN CANYON ROAD BRIDGE REPAIRS (SS07-014)PER PLA N NO. 3 I HEREBY CERTIFY that the foregoing Resolution was duly adopted by the Mayor 4 5 and Common Council of the City of San Bernardino at a joint regular meeting 6 thereof,held on the 15thday of July , 2013, by the following vote,to wit: 7 Council Members: AYES NAYS ABSTAIN ABSENT 8 MARQUEZ 9 10 JENKINS x 11 VALDIVIA 12 SHORETT 13 KELLEY x 14 JOHNSON 15 16 MCCAMMACK x 17 ,( Ai' 18 eorg inn Hanna, ty Clerk 19 '? /1 day of July , 2013. The foregoing resolution is hereby approved this 20 �1� • 21 Patr ck J. Morris, 22 of San Bernardino 23 Approved as to form: 24 JAMES F. PENMAN, 25 City Al orney 26 By: .s.i.. . 27 28 COUNCIL MEETING 7-15-13 Qie/ 4/4L5 ITEM #5I RESOLUTION NO. 2013-208 FILE N0.1.7671 ACCT NO.242-160-5504-7671-0025 CITY OF SAN BERNARDINO STATE OF CALIFORNIA BID AND CONTRACT DOCUMENTS PLANS AND SPECIAL PROVISIONS NO. 11304 FOR OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) 4:1\ oN0.54931 ��I, \,r CIV1�- raj 4Q4�, DEPARTMENT OF PUBLIC WORKS CITY OF SAN BERNARDINO MAY,2013 BIDS WILL BE RECEIVED UP TO THE HOUR OF 2:00 P.M. JUNE 18,2013 a T � DESCRIPTION OF THE COMPONENTS OF THESE PLANS AND SPECIAL PROVISIONS The "BID and CONTRACT DOCUMENTS" for this project consists of six(6) parts as follows: PART I — Administration PART II — Special Provisions - General Instructions To Bidders PART III — Special Provisions - Technical Specifications per AECOM APPENDIX - CA 401 Water Quality Certification CA Dept. of Fish& Wildlife Streambed Alteration Agreement United States Army Corps of Engineers Nationwide Permit Verification CA Dept. of Apprenticeship Standards Geotechnical Investigation Caltrans Standard Plans Amendments to Caltrans Standard Specifications Project Location Survey Documents CONTRACT AGREEMENT The above 5 parts are bound together in one (1) manual titled "BID AND CONTRACT DOCUMENTS" PART IV — PLANS, One (1) separately bound set DRAWING NO. 11304 - Sheets 1 - 8 OLD WATERMAN CANYON BRIDGE REPAIRS(SS07-014) Contents for Bid and Contract Documents CITY OF SAN BERNARDINO TABLE OF CONTENTS PART I ADMINISTRATION NOTICE INVITING SEALED BIDS A-1 BID DOCUMENTS BID FORM B-1 BID SCHEDULE B-2 thru B-6 BIDDER'S INFORMATION AND SIGNATURE & BIDDER'S INITIALED ACKNOWLEDGEMENT OF ADDENDUMS C-1 SPECIAL NOTICE C 2 DESIGNATION OF SUBCONTRACTORS C-3 WORKERS' COMPENSATION INSURANCE CERTIFICATION C-4 NON-COLLUSION AFFIDAVIT C-•5 FORM OF BID BOND C-6 MBE/WBE INFORMATION - GOOD FAITH EFFORTS REFERENCES PART II SPECIAL PROVISIONS " GENERAL INSTRUCTIONS SECTION 1 - SPECIFICATIONS AND PLANS SP-1 SECTION 2 - BID REQUIREMENTS AND CONDITIONS SP-5 SECTION 3 - AWARD AND EXECUTION OF CONTRACT SP-11 SECTION 4 - CONSTRUCTION DOCUMENTATION, COMMENCEMENT OF WORK TIME OF COMPLETION&LIQUIDATED DAMAGES SP-14 SECTION 5 - LEGAL REQUIREMENTS SP-15 a. SECTION 6 - GENERAL SP-23 SECTION 7 - UTILITIES SP-36 SECTION 8 - DESCRIPTION OF WORK SP-41 SECTION 9 - TRAFFIC CONTROL SP••44 SECTION 10 - MOBILIZATION SP-48 SECTION 11 - CLEARING& GRUBBING, UNCLASSIFIED EXCAVATION& UNCLASSIFIED FILL SP-50 SECTION 12 THROUGH SECTION 49 BLANK SP-•52 SECTION 50 - REMOVAL&RESTORATION OF EXISTING IMPROVEMENTS EXCEPT STREET PAVEMENT SP-53 PART II SPECIAL PROVISIONS, TECHNICAL SPECIFICATIONS; PER AECOM Page STANDARD PLANS LIST ii SECTION 4. BEGINNING OF WORK, TIME OF COMPLETION, AND 3 LIQUIDATED DAMAGES 3 SECTION 5 GENERAL 4 5-1.01 PAYMENTS 4 5-1.02 SPECIES PROTECTION 5-1.03 RELATIONS WITH CALIFORNIA DEPARTMENT OF FISH AND GAME, UNITED STATES FISH AND WILDLIFE SERVICE, UNITED STATES ARMY CORPS OF ENGINEERS AND REGIONAL WATER QUALITY CONTROL 5 BOARD 6 5-1.04 BIRD PROTECTION 5-1.05 RELATIONS WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD 8 7 SECTION 6. (BLANK) 8 SECTION 7. (BLANK) 8 SECTION 8. MATERIALS 8 SECTION 8-1. MISCELLANEOUS 8-1.01 PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS 15 8 8-1.02 SLAG AGGREGATE 15 SECTION 8-2. CONCRETE 15 8-2.01 PORTLAND CEMENT CONCRETE 16 SECTION 8-3. (BLANK) 16 SECTION 9. DESCRIPTION OF BRIDGE WORK 17 SECTION 10. CONSTRUCTION DETAILS 17 SECTION 10-1. GENERAL 17 10-1.01 ORDER OF WORK 17 10-1.02 WATER POLLUTION CONTROL 10-1.03 CONSTRUCTION SITE MANAGEMENT 27 25 10-1.04 TEMPORARY CLEAR WATER DIVERSION 40 10-1.05 TEMPORARY CONCRETE WASHOUT BIN 42 10-1.06 TEMPORARY FIBER ROLL 45 10-1.07 TEMPORARY SILT FENCE 48 10-1.08 TEMPORARY CONSTRUCTION ENTRANCE 10-1.09 CONSTRUCTION AREA TRAFFIC CONTROL DEVICES 53 10-1.10 CONSTRUCTION AREA SIGNS 54 10-1.11 EXISTING HIGHWAY FACILITIES 54 BRIDGE REMOVAL REMOVE ASPHALT CONCRETE SURFACING 55 REMOVE CONCRETE 56 REMOVE UNSOUND CONCRETE 56 1.12 CLEARING AND GRUBBING 57 1.13 PUMPED GROUT BACKFILL our t 44, 10-1.14 EROSION CONTROL (HYDROSEED) 58 10-1.15 MINOR HOT MIX ASPHALT 63 10-1.16 CONCRETE STRUCTURES 64 FALSEWORK 64 10-1.17 DRILL AND BOND DOWELS 65 10-1.18 CORE CONCRETED ROCK(6") 65 10-1.19 REFINISHING BRIDGE DECKS 66 10-1.20 REPAIR SPALLED SURFACE AREAS 68 10-1.21 REINFORCEMENT 69 10-1.22 PAINT TRAFFIC STRIPE 69 10-1.23 FURNISH SIGN 70 SHEET ALUMINUM 72 RETROREFLECTIVE SHEETING 72 PROCESS COLOR AND FILM 73 SINGLE SHEET ALUMINUM SIGN 73 MEASUREMENT AND PAYMENT 74 10-1.24 CONCRETED ROCK 74 , 10-1.25 MARKERS AND DELINEATORS 74 10-1.26 METAL BEAM GUARD RAILING 75 10-1.27 CONCRETE BARRIER 75 '' 10-1.28 TRANSITION RAILING (TYPE WB) 75 R '' ilii Iii - 44 lir APPENDIX CALIFORNIA ENVIRONMENTAL PROTECTION AGENCY REGIONAL WATER QUALITY CONTROL BOARD-SANTA ANA REGION 401 WATER QUALITY CERTIFICATION CALIFORNIA NATURAL RESOURCES AGENCY DEPARTMENT OF FISH AND GAME-INLAND DESERTS REGION NOTIFICATION OF LAKE OR STREAMBED ALTERATION US ARMY CORPS OF ENGINEERS NATIONWIDE PERMIT. CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS APPRENTICESHIP PROGRAM FOR PUBLIC WORKS CONSTRUCTION GEOTECHNICAL INVESTIGATION CALIFORNIA DEPARTMENT OF TRANSPORTATION(CALTRANS) STANDARDS PROJECT LOCATION SURVEY DOCUMENTS AMENDMENTS TO THE CALTRANS STANDARD SPECIFICATIONS AMENDMENTS ISSUE DATE: 10- 19-12 CONTRACT AGREEMENT PART I ADMINISTRATION Engineer's Estimate(Range Only): $250,000 to$300,000 NOTICE INVITING SEALED BIDS CITY OF SAN BERNARDINO Owner NOTICE IS HEREBY GIVEN that the City of San Bernardino will receive bids for: OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) in accordance with Special Provision No. 11304 in file in the Office of the City Engineer, Third Floor, San Bernardino City Hall. Electronic copies of the above documents are available to be downloaded (copied), at no cost, from the CITY's website at: www.ci.san-bernardino.ca.us/services/request for bids/public works/default.asp. Conversely, the Project documents are also available on CD, at no cost, if picked up in person. Upon request, a CD of the Plans and Special Provisions may be mailed for an additional fee of$10. It is the responsibility of firms wishing to bid on this Project to provide a firm name, physical address, contact person, phone number, fax number and email address for inclusion on the CITY'S List of Plan Holders. The above listed information and confirmation of receipt of any issued addendum to the City Engineer's Office shall be submitted to the CITY a minimum of one (1) business day prior to the scheduled day of the Bid Opening. Only those firms listed on the CITY's "LIST OF PLAN HOLDERS" and providing confirmation of any issued addendum shall be eligible to submit bids for this Project. Deliver all bids to the City Engineer's Office, Third Floor, City Hall, 300 North "D" Street, San Bernardino, California, with the bidder's name and address, the specification title and number and "SEALED BID " clearly marked on the outside of the envelope Said bids will be received up to the hour of 2:00 p.m., on, Tuesday, June 18, 2013, at which time all of said bids will be publicly opened, and examined and declared in the City Engineer's Conference Room, Third Floor, City Hall. A-1 No bid will be received unless it is made on a bid form furnished by the CITY with the unit prices written in words and also shown in figures for each item, and with the total of each item and total of all items extended and inserted in the spaces provided. The Contractor shall possess a Class "A" License or Appropriate Specialty License(s) at the time the contract is awarded. The prime Contractor shall perform, with his own organization, contract work amounting to at least 50 % of the contract price. All bids shall be signed, sealed and accompanied by cash, cashier's check, certified check or bid bond made payable to the City of San Bernardino, in the amount of ten percent (10%) of the bid. Such cash, check or bond shall be given as a guarantee that the bidder will enter into the contract if awarded to him. In the event the bidder refuses to execute said contract, the use by the public of the improvements will be delayed, and the public will suffer great damage. From the nature of the case, it would be extremely difficult and impractical to fix said amount of damages. Therefore, the CITY and the bidder agree that the above sum of ten percent shall be paid to the CITY upon the condition above set forth as liquidated damages and not as forfeiture. All bonds furnished pursuant to this notice must be underwritten by a surety company having a rating in Best's most recent Insurance Guide of "A" or better. Bonds must be issued by a surety _ who is listed in the latest version of U. S. Department of Treasury Circular 570 and is authorized to issue bonds in the State of California. The Form of Bid Bond is contained in the Bid Documents in Part I of the Special Provision. Notarization of the signatures of both the Principal and the Surety -e. and the Power of Attorney of the signing Surety shall accompany this form. The Contractor may substitute securities for any monies withheld by the Agency to ensure performance under the contract as provided for in Section 10263 and Section 22300 of the California Public Contract Code. A Non-mandatory Pre-Bid Meeting will be held on Wednesday , June 5, 2013 at 2:00 p.m., in — the office of the City Engineer, Public Works Department, Third Floor, City Hall, 300 North "D" Street, San Bernardino, California. This meeting is to provide information, to answer questions, to inform bidders of MBEs/WBEs subcontracting and material supply opportunities, and to make the — prime Contractor aware of the CITY's outreach program as it relates to minority and other disadvantaged business hiring and participation. Bidder's attendance at this meeting is recommended, but the prime may certify that they are familiar with the program and attendance is not required. Attendance and/or certification may be used as part of the good faith effort. The CITY contract goal for this project is and 15.0% for minority owned business utilization and 5.0% for female owned business utilization. A-2 Certified minority and female owned subcontractors and material suppliers for the San Bernardino area located in Caltrans District 8 are listed on the California Unified Certification Program (UCP) DBE Directory and can be obtained by accessing the directory on the California Department of Transportation DBE website at http://www.dot.ca.gov/hq/bept Pursuant to law, the Mayor and the Common Council of the City of San Bernardino, by Resolution No. 90-358 and any and all amendments thereto which are hereby referred to and made a part thereof by references as fully as though set at length herein, have ascertained and determined the me general prevailing rate per diem wages, and of per diem wages for legal holidays contracts bider work for each craft or type work of workman needed in the execution un jurisdiction of said Mayor and Common Council. Said prevailing rates of wages shall conform to Section 1773 of the California Labor Code. The general prevailing wage rates in the county in which the work is to be done have been determined by the Director of the California Department of Industrial Relations. These wages are available from the California Department of Industrial Relations' Internet web site at http://www.dir.ca.gov/dirdatabases.html. General prevailing wage rates, in effect ten (10) days prior to the actual Bid Opening, which have been predetermined and are on file with the California Department of Industrial Relations are also referenced and made a part thereof. It shall be mandatory upon the Contractor to whom the contract is awarded and upon any sub- contractor under him to pay not less than specified rates to all laborers, workmen, and mechanics employed by them in the execution of the contract, and to prevent discrimination in the employment of persons because of race, creed, color, or national Council, as the City of San provisions of Resolution No. 7414 of the Mayor and Common Bernardino. This project is subject to requirements for the employment of apprentices registered with the California Department of Industrial Relations, Division of Apprenticeship Standards. Additional information can be obtained at http://www.dir.ca.gov/DAS/PublicWorksForms.htm. The City of San Bernardino reserves the right to waive any informalities or inconsequential deviations from contract specifications, or to reject any and all bids. No bidder may withdraw his bid within 60 calendar days from the date of the bid opening. The CITY reserves the right to take all bids under advisement for a period of 90 calendar days. A-3 Specific questions regarding this project should be submitted in writing to the City Engineer's Office as follows: City of San Bernardino City Engineer's Office Public Works Department 300 North "D" Street, Third Floor San Bernardino, CA 92418 SUBJECT: OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) PLANS & SPECIAL PROVISIONS NO. 11304 Attention: Mirela Grigorescu Tel: (909) 384-5202; Fax: (909) 384-5190 E-mail: grigorescu_mi@sbcity.org Inquiries or questions based on alleged patent ambiguity of the Plans or the Special Provisions must be communicated as a bidder inquiry prior to the bid opening. Any such inquiries or questions, submitted after the bid opening, will not be treated as a bid protest. Written responses will only be provided to written questions. No written response will be provided to verbal questions. CITY OF SAN BERNARDINO GEORGEANN HANNA City Clerk NOTICE TO ADVERTISE: SPECIFICATION NO. 11304 SHALL APPEAR IN FIRST ISSUE NOT LATER THAN DATE 05/20/2013 & 05/25/2013 (FIVE DAYS BETWEEN FIRST & SECOND PUBLICATION) SIGNATURE DATE A-4 BID DOCUMENTS BID FORM TO THE MAYOR AND COMMON COUNCIL OF THE CITY OF SAN BERNARDINO The undersigned declares that he has carefully examined the location of the proposed work, that he has examined the Plan and read the accompanying instructions to bidders and hereby proposes to furnish any and all required labor, materials, transportation and service for the OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) in strict conformity with Plans and Special Provisions No. 11304 , of the Department of Public Works for the City of San Bernardino and also in accordance with Standard Specifications for Public Works Construction, latest edition in effect on the first day of the advertised "Notice Inviting Sealed Bids". The undersigned proposes and agrees if this bid is accepted, that he will contract with the City of San Bernardino, in the form of the copy of the contract annexed hereto, to provide x; all necessary machinery, tools, apparatus and other means of maintenance, and to do all the work and furnish all the materials specified in the contract, in the manner and time therein prescribed, and that he will take in full payment therefor the following unit prices or lump sum prices, to-wit: B-1 BID SCHEDULE PLAN NO.11304 OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) ITEM ESTIMATED DESCRIPTION OF ITEMS UNIT PRICE TOTAL NO. QUANTITY UNIT AND UNIT PRICE WRITTEN IN WORDS IN FIGURES IN FIGURES I. I LS MOBILIZATION per General Instructions and Special / S- Provisions Section 10. LS $ . OGC `_ 2. I LS CONSTRUCTION SITE MANAGEMENT per General / S" Instructions and Technical Specifications Section 10- LS $ _/O, ®e24 1.03. 3. 1 LS PREPARE WATER POLLUTION CONTROL (S) PROGRAM, per General Instructions,Special Provisions • Section 6-1.03&Technical Specifications Section 10-1.02. LS $ 3,d� , 4. I LS TEMPORARY CLEAR WATER DIVERSION, per General Instructions and Technical Specifications Sectioi / / 10-1.04. $,� _ /LS $ 2,0._.c - 5. 60 LF TEMPORARY FIBER ROLL, per General Instructions 7 / ci3 and Technical Specifications Section 10-1.06. $ l0. /LF $ (,,e)ar_____ 6. 700 LF TEMPORARY SILT FENCE, per General Instructions / / and Technical Specifications Section 10-1.07. $ 5 /LF $ 35 00 • t 7. I EA TEMPORARY CONSTRUCTION ENTRANCE, per General Instructions and Technical Specifications Sectioi / 10-1.08. $/$1r././EA $� _'.;__. 8, 1 EA TEMPORARY CONCRETE WASHOUT BIN per General Instructions and Technical Specifications Sectioi / 10-1.05. $J,px, /EA $ WM s 9. I LS TRAFFIC CONTROL SYSTEM per General / Instructions and Special Specifications Section 10-1.09 LS $ icer) 10. 269 SF REMOVE ASPHALT CONCRETE SURFACING per General Instructions and Technical Specifications / / Section 10-1.11. $ /D /SF $ p , !Q • B-2 P f' 'if. If 11. 160 LF SALVAGE CONCRETE BARRIER(TYPE K)per General Instructions and Technical Specifications / 7 Section 104.27 $ /C /LF $ �, /10/7 12. 8 CF REMOVE UNSOUND CONCRETE per General /, Instructions,and Technical Specifications Section 10- $, DO/CF $ Ze›.56 1.11. LS BRIDGE REMOVAL(PORTION)per General / 13. 1 _ Instructions,and Technical Specifications Section 10- LS $�©��d 1.11. 14. I LS CLEARING and GRUBBING, UNCLASSIFIED . M EXCAVATION and UNCLASSIFIED FILL per General Instructions,Special Provisions Section 11 and LS $ �/r C.[s�' Technical Specifications Section 10-1.12, 15. 13 CY PUMPED GROUT BACKFILL per General i / Instructions,and Technical Specifications Section 10- $ 40O/CY $ 52, 1.13. $ 16. I LS EROSION CONTROL(HYDROSEED),per Technical / Instructions and Technical Specifications Section 10-1.1, LS $2,,� - ___m 17. 30 SQYD MINOR HOT MIX ASPHALT per General Instructions / and Technical Specifications Section 10-1.15. $S $-6, . 18. 4 CY STRUCTURAL CONCRETE BRIDGE per General / Instructions and Technical Specifications Section 10- $ -,/CY $ �C)i L16. 19. 59 EA DRILL AND BOND DOWEL per General Instructions / �i / and Technical Specifications Section 10-1.17. $ / 'n•/EA $ 6a;9e90 20. 17 SF REFINISH BRIDGE DECK per General Instructions i SF $ l (O�t and Technical Specifications Section 10-1.19. $ 3, 21. 16 SF REPAIR SPALLED SURFACE AREA per General Instructions and Technical Specifications Section 10- $809 SF $ lZj Al-i, 1.20. 22. 18 LF CORE CONCRETED ROCK(6")per General / / Instructions and Technical Specifications Section 10-1.18 $2DO 1 LF $ 3 w l?Q "_._,CO / 23. 1,631 LB BAR REINFORCING STEEL(BRIDGE)per Technical /. / SZ� Instructions and hnical Specifications Section 10-1.2 $ 7 /LB $ ', _ i B-3 ,-illi il,i - .1,i - 24. 2 EA ROADSIDE SIGN-ONE POST, per General Instructions Q CC and Technical Specifications Section 10-1.23 / $ g00/EA $ B 25, 21 CY CONCRETE(CONCRETE-ROCK), per General Instructions and Technical Specifications Section 10-1.24 $ / / CY $ / , 500 26. 13 CY CONCRETE-ROCK DROP, per General Instructions / C / and Technical Specifications Section 10-1.08. $1�0 CY $ �! - 27. 21 CY CONCRETE—ROCK WINGWALL, per General Instructions and Technical Specifications Section 10-1.24 $/w w / /CY $ 1 Z, eo ," 28. 61 SQYD ROACK SLOPE PROTECTION FABRIC(Class 8),per General Instructions and Technical Specifications Section / $ 3,�S� /- 10-1.24 SQYD J 29. 12 EA DELINEATOR(Class I), per General Instructions and l Technical Specifications Section 10-1.25 $ 60/EA $ 7 ZO 30. 4 EA OBJECT MARKER(Type P), per General Instructions and Technical Specifications Section 10-1.25 / $ $ //CO 31. 4 EA TRANSITION RAILING(Type WB)per General / / Instructions and Technical Specifications Section 10-1.28 $�/EA $ 7,_z.670 32. 4 EA TERMINAL SYSTEM(Type SRT)per General / / / Instructions and Technical Specifications Section 10-1.28 $I7. 4Vi EA $ 33. 4 EA END CAP(Type TC) per General Instructions and Technical Specifications Section 10-1.28 $ f EA $ � / 34. 1,116 LF PAINT TRAFFIC STRIPE(2 Coat) per General Instructions and Technical Specifications Section 10- $ 2/ LF $ 3'3¢ /�.__ 1.22 V I 35. 45 LF CONCRETE BARRIER(POST AND RAIL)per / / General Instructions and Technical Specifications $ „ /LF $ 1 �2__. Section 10-1.27 7 , ik .j i yi .� if 36. I LS SURVEYING SERVICE, per General Instructions, L5 S 3�� / Special Provisions Section 6-1.10. 6 ©o TOTAL BID $ eiliit 432—* b=pdrAv0dYeeL''".\•:r ' 1 ►0 CIO/tar-5) Goi Zer© e"i-S' B-5 34 - Iiiii i4 - if if if BID SCHEDULE PLAN NO. 11304 OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) BID NOTES: Bids shall be submitted on the bid forms provided in the Bid and Contract Documents package. All bid forms shall be completed, signed,and sealed in accordance with these instructions and the instructions included with the individual bid forms.A bid that fails to include all bid forms will be considered nonresponsive. CITY reserves the right to award a Contract to the lowest responsible bidder for the TOTAL BID. All blank spaces appearing above must be clearly completed in ink. All spaces for unit prices, item totals,and total bid shall be completed,in figures. The bidder shall make every effort to provide a legible and complete Bid Schedule. If a Bid Schedule is found to contain minor errors or illegible entries,the bidder agrees that the CITY may, if deemed in the public interest,cure the error or entry,using one of the following methods: Method A. If the sum of the item totals does not equal the total bid, but all item totals correctly indicate the products of the unit price and quantity,the CITY will consider the corrected sum of the item totals to be the Bidder's total bid. Method B. If the sum of the item totals equals the total bid,but the product of a unit price and a quantity does not equal the stated item total,the CITY will determine a correct unit price by dividing the item total by the item quantity. Total bid price for the entire contract work shall include the cost of labor, materials, equipment parts, implements,taxes and supplies necessary to complete the project, as based on the City Engineer's estimate of quantities of work. The total price must be extended for each item of work and the total of all items inserted in the space provided. Bidders shall complete and submit entire BID DOCUMENTS section as their bid to the CITY. Failure to do so will result in the bid being non-responsive. Any situation not specifically provided for will be determined in the discretion of the City of San Bernardino (CITY), and that discretion will be exercised in the manner deemed by the CITY to best protect the public interest in the prompt and economical completion of the work. The decision of the CITY respecting the amount of a bid,or the existence or treatment of an irregularity in a bid,shall be final. BIDDER declares that this Bid is based upon careful examination of the work site, Bid and Contract Documents. B-6 BIDDER'S INFORMATION AND SIGNATURE: It is the understanding of the undersigned that the work hereinabove described shall be commenced within 10 working days from the date of the"Notice to Proceed", and shall be completed within 52 working days from the date of said notice which includes five (5) working days for the Hydroseeding Operation which shall be accomplished after completion of bridge repair,as directed in SECTION 4 of these Special Provisions. The undersigned further agrees that in case of default in executing the contract, or furnishing necessary bonds, all within the specified time, the proceeds of the Bidder's Guaranty accompanying this bid shall be paid to the City of San Bernardino as liquidated damages. Licensed in accordance with an act providing for the registration of Contractor, LICENSE EXPIRATION FEDERAL TAX ID NO.:53 e 9 CLASSIFICATION(S): A ff /3 DATE:4 30-J 4 # 13 0 25 '1375 FIRM NAME: ,j�4A/ /WCl/eH ,€r),(9, i 'Cris;. `+d Con5T?cc7 224 BUSINESS ADDRESS: 43 9 O_S Mar-ill-0 /eC'„ mP &L.14 ca 9.5 BUSINESS PHONE:iv- 3O2_-77z3FAX: '$i-3OZ 6 ELL: Ei`,51— S 3r/59f4 If an individual, so state. If a firm or co-partnership, give the names of all individuals, co-partners composing the firm. If a corporation,give the names of the president,secretary,treasurer and manager thereof: i/4//7/6/ Is Bidder currently a certified DBE? Yes ❑ No ❑ Legal Status of Firm NAME(S) ADDRESS(ES) Pr'tr ivt� )-c \_0, . 'Nikes■ ze.eia h 43% afro'4,,&) 7,rn'rd. f' BIDDER: - ` 4Dated: to —/� 20 /3 SIGNATURE OF B /¢�i� BIDDER'S INITIALED ACKNOWLEDGEMENT OF ADDENDUMS: ADDENDUM NO. 1 DATE: ADDENDUM NO.2 DATE: ADDENDUM NO.3 DATE: ADDENDUM NO.4 DATE: C-1 ****************************************************************** SPECIAL NOTICE ****************************************************************** The bidder's attention is directed to the section entitled, "Required Listing of Proposed Subcontractors", in Section 2 of the special provisions regarding the requirement that proposed subcontractors be listed in the bidder's Bid Documents. Instead of listing only subcontractors for signal and lighting work as in the past, all subcontractors are now to be listed in the Designation of Sub-Contractors for items of work or portions thereof to be subcontracted in excess of one-half of one percent of the total bid or$10,000.00, whichever is greater. The bidder shall provide the actual dollar "Sub-Contract Amount" as submitted by each listed sub-contractor, keeping in mind that the prime contractor for this project is required to provide or perform, with his own organization, except for "Specialty Items", contract work amounting to at least 50% of the total contract bid price. Material required for any of the contract work of this project that is purchased directly by the prime contractor is considered as included in the prime contractor's 50% requirement. If material purchased directly by the prime contractor is to be used by a listed sub-contractor in performing contract work, the dollar amount of such purchased material should not be included in the dollar amount listed for said sub-contractor. In the case where a bidder claims an inadvertent clerical error in listing sub-contractors, a notice of the claim must be submitted to the Office of the City Engineer in writing within 2 working days after the time of the bid opening and send copies of the notice to the subcontractors involved. C-2 r5. )4") /v1G�e BIDDER'S e i FIR�AME/ DESIGNATION OF SUB- CONTRACTORS PLANS & SPECIAL PROVISIONS NO. 11304. OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) In compliance with the provisions of Section 4100-4114 of the Public Contract Code of the State of California and any amendments thereof,each bidder shall set forth the name and location of each subcontractor who will perform work or labor or render service to the Contractor. Name&Address Agency&No.of Contractor's License# and Under Which MBE/WBE CERT. Sub-Contractor's Sub-Contract Work to Be Performed Licensed&License# (If Applicable) Phone-No. Amount (Including Bid Item No.): / LiG 7 sl,6z..4,, 1 I. •T Sir 1 ©1(��X /35`-84'S-2 ���e�.�i'_23 ; r .0 -,l - at • �•. c .3 cX�.�� Z Beatimcd,Jf C 74z2.3 65-0 J2c�si rS'i 2. 3. 4. 5. 6. IF ADDITIONAL SPACE IS REQUIRED,PLEASE DUPLICATE THIS SHEET DO NOT WRITE ON THE BACK C-3 WORKERS' COMPENSATION INSURANCE CERTIFICATION I am aware of the provisions of Section 3700 of the Labor Code requiring every employer to be insured against liability for workers' compensation or to undertake self-insurance in accordance with P rovisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract. Contractor:, NAME OF FIRM: "= • _ , • `n. _ ansYL. _i i©h 41 BY: TITLE: /Orre.S. e.h DATE: ,1 e5 _%g — z c'/3 C-4 (This affidavit shall be executed by all bidders at the time of bid submittal. Failure to execute the affidavit on this page will result in rejection of bid.) NON-COLLUSION AFFIDAVIT To the DEPARTMENT OF PUBLIC WORKS, CITY OF SAN BERNARDINO, STATE OF CALIFORNIA. duly undersigned in submitting a bid for performing the following work by contract, being y deposes and says: That he or she is of the party making the foregoing bid,that the bid is not made in the interest of,or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham;that the bidder has not directly or indirectly induced or solicited any other indirectly colluded,conspired,connived,or agreed bidder to put in a false or sham bid,and has not directly or indione shall refrain from bidding;communication,with any bidder or anyone else to put in a sham bid,or that any or conference with anyone to fix any overhead,profit,or cost element of the bid price,or of that of any other bidder,or to secure any advantage against the public body awarding the contract on anyone interested in the proposed contract;or take any action in restraint of free competitive bidding in connection with such contract; that all statements contained in the bid are true; and further, that the bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof,or data relative thereto,or paid,and will not pay,any ership, company association, organization,bid depository, or to any member or fee to any corporation,party agent thereof to effectuate a collusive or sham bid. ''' M.$1 1< F aid �c�:S T 2Pirm Name /J — i2J Signature •,/:idder 5"-this 4. _Ala/e/< A2ai, Printed Name and Title /P_'1 e Ccv/G ea, 9 0-6'5' 2 Business``//Address 13%%3- ,gene re% 'G gizS l- ace of Residence d before me this day of V✓ ,2O Subscribed and sworn to forme ) the above proved to me on the basis of satisfactory evidence to be the person who appeared before me. / Signed / Lary'' he in and fd the County of ame-! ,State of California. EDMUND ZACHARY PAULE ANCIANO My Commission expires on [(f,YZe 6 . � Commission 1980493 P Year i -"a Notary Public-California Z Y!y' '• Riverside County My Comm.Expires Jun 2.2016 C-5 D. The names, addresses and phone numbers of rejected MBE/WBE firms, the reasons for the bidder's rejection of the MBE/WBE, and the firms selected for that work (please attach copies of quotes from the firms involved): Firms Rejected Firms Selected E. Efforts made to assist interested MBE/WBEs in obtaining bonding, lines of credit or insurance, and any technical assistance or information related to the plans, specifications and requirements for the work which was provided to MBE/WBEs: 1V� 32 i `3 6,0.15 - BIDDER'S FIRM NAME MBE/WBE INFORMATION - OO IT 1 EFFORTS PLANS & SPECIAL PROVISIONS The City of San Bernardino has established a Minority Business Enterprise (MBE) Goal of 15% and a Women Business Enterprise (WBE) Goal of 5% for this project. The information provided herein shows that adequate good faith efforts were made. A. The names and dates of each publication in which a request for MBE/WBE participation for this project was placed by the bidder(please attach copies of advertisements or proofs of publication): Publications Dates of Advertisement L04-/rac.-Iffis e5./7),n,i , ad_ ji,4A P A c/71 -2) B. The names and dates of written notices sent to certified MBEs/WBEs soliciting bids for this project and the dates and methods used for following up initial solicitations to determine with certainty whether the MBEs/WBEs were interested (please attach copies of solicitations, telephone records,fax confirmations, etc.): Names of MBE/WBE Initial Solicitation Follow Up Methods Solicited Dates and Dates /d/44n 1. 1, ii d7d 1" 5(a\t- -t-el .- -- ig o sfe// d- I'✓P'ss� . -,._,P - C. The items of work which the bidder made available to MBE/WBE firms, including, where appropriate, any breaking down of the contract work items (including those items normally performed by the bidder with its own forces) into economically feasible units to facilitate MBE/WBE participation. It is the bidder's responsibility to demonstrate that sufficient work to facilitate MBE/WBE participation was made available to MBE/WBE firms. Items of Work Breakdown of Items / • . . ._! /ac-le/ if VIII DrlA F. Efforts made to assist interested MBE/WBEs in obtaining necessary equipment, supplies, materials or related assistance or services, excluding supplies and equipment the MBE/WBE subcontractor purchases or leases from the prime contractor or its affiliate: /\10 G. The names of agencies, organizations or groups contacted to provide assistance in contacting, recruiting and using certified MBEs/WBE firms (please attach copies of requests to agencies or organizations, and any responses received, i.e., lists, Internet page download,etc.): Name of Method/Date Results Agency/Organization of Contact of Contact ell.11,1 0 1 . ..ge_a/u11.-. H. Any additional data to support a demonstration of good faith efforts ( use additional sheets if necessary): / f YG ,j ob /�2 t/•c ,�✓� 1 Ci Di 1.1 rncsrct in 0 P �/ Bond No. SEAMA-94 FORM OF BID BOND KNOW ALL MEN BY THESE PRESENTS,that we,the undersigned, Sean Malek Engineering and Construction as Principal,and The Ohio Casualty Insurance Company as Surety, are hereby and firmly bound unto the City of San Bernardino , State of California, hereinafter referred to as"Obligee" in the penal sum of ten percent ( 10'/0 1 of the total amount of the bid of the Principal submitted to the Obligee for the work described below, for the payment of which sum we hereby jointly and severally bind ourselves, our heirs, executors, administrators, successors and assigns. THE CONDITION OF THIS OBLIGATION IS SUCH,THAT: WHEREAS,the Principal has submitted to Obligee,a certain Bid,attached hereto and hereby made a part hereof to enter into a contract in writing,for OLD WATERMAN CANYON BRIDGE REPAIRS(SS07-014)LOCATED ON OLD WATERMAN CANYON ROAD NORTH OF STATE HIGHWAY 18 (Copy here the exact title description of work including location as it appears on the proposal) for which bids are to be opened on June 18, 2013 (insert date of opening) NOW,THEREFORE, a. If said Bid shall be rejected,or in the alternate, b. If said Bid shall be accepted and the Principal shall exe eacontract ance with said Bid} in the Form of contract attached hereto(properly and shall furnish a bond for his faithful performance of said contract, and shall in all other respects perform the agreement created by the acceptance of said Bid, then this obligation shall be void; otherwise, the same shall remain in force and effect; it being expressly understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event, exceed the penal amount of this obligation as herein stated. The Surety,for value received,hereby stipulates and agrees that the obligations of said Surety and its bond shall be in no way impaired or affected by any extension of the time within which the Obligee may accept such Bid;and said Surety does hereby waive notice of any such extension. Signed, this 11th day of June , 20 13 IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands and seals, and such of them as are corporations have caused their corporate seals to be hereto affixed and these presents to be signed by their proper officers,the day and year first mentioned. Sean Malek Engineering The Ohio Casualty ant Construction (SEAL) Insurance Company (SEAL) e fq Principal Surety By: By: Signature Signature Sean A. Malekzadek, President Dwight Reilly, Attorney-in-Fact Printed Name and Title Printed Name and Title NOTE:Notarization of Principal and Surety signatures and Power of Attorney of the Surety shall accompany this form. C-6 ACKNOWLEDGMENT State of California County of Orange ) On June 11, 2013 before me, Karen L. Ritto, Notary Public (insert name and title of the officer) personally appeared Dwight Reilly ' who proved to me on the basis of satisfactory evidence to be the person(00 whose name(s) is/asst subscribed to the within instrument and acknowledged to me that he/s ad:hey executed the same in his/twat/six ers norauthorized the entity upon behalf of which the person(s)eacted, executed thinstrument. instrument the I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. ,�" KAREN L.RtTTO WITNESS my hand and off ial seal. �'- i °: COMM.#1965188 ii 4 . +, F Notary Public-California• ' `"' ORANGE COUNTY ' ...— My Comm.Expires Dec 30,2015( Signature \11/ (Seal) ----------------Ka en L. Ritto I THIS POWER OF ATTORNEY IS NOT VALID UNLESS IT IS PRINTED ON RED BACKGROUND. This Power of Attorney limits the acts of those named herein,and they have no authority to bind the Company except in the manner and to the extent herein ncaged. 5903265 American Fire and Casualty Company Liberty Mutual Insurance Company Bond No. SEAMA-94 The Ohio Casualty Insurance Company West American Insurance Company I POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: That American Fire&Casualty Company and The Ohio Casualty Insurance Company are corporations duly organized under the laws of the State of New Hampshire,that Liberty Mutual Insurance Company is a corporation duly organized under the laws of the State of Massachusetts,and West American Insurance Company I is a corporation duly organized under the laws of the State of Indiana(herein collectively called the"Companies"),pursuant to and by authority herein set forth,does hereby name,constitute and appoint, Daniel Huckabay,Arturo Ayala,Dwight Reilly,Andrew Waterbury Iall of the city of Orange ,state of CA each individually if there be more than one named,is true and lawful attorney-in-fact o ma e,execute,these prat,acknowledge ow dge and deliver,for and on its behalf as surety and as its act and deed,any and all undertakings,bonds,recognizances r be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own props persons IIN WITNESS WHEREOF,this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed > thereto this 19_Sn _day of December 2012 American Fire and Casualty Company The Ohio Casualty Insurance Company y Liberty Mutual Insurance Company c o West American Insurance Company •N o. o 2 By. Gregory .Davenport,Assistant Secretary C G C STATE OF WASHINGTON ss - ea COUNTY OF KING Tv y an On this 19th day of December 2012 ,before me personally appeared Gregory W. Davenport,who acknowledged himself to be the Assistant Secretary of American v Ivy Fire and Casualty Company,Liberty Mutual Insurance Company,The Ohio Casualty Company,and West American Insurance Company,and that he,as such,being authorized so to do, >, y .6 3 execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. C __ 6.O is Z To> IN WITNESS WHEREOF,I have hereunto subscribed my name and affixed my notarial seal at Seattle,Washington,on the day and year first above written. • Q I�� Ca) By: O KD Riley,Not Public y • O O - ei 0. c03 This Power of Attorney is made and executed pursuant to and by authority of the following By-laws and Authorizations of American Fire and Casualty Company,The Ohio Casualty Insurance t _ ti, Company,Liberty Mutual Insurance Company,and West American Insurance Company which resolutions are now in full force and effect reading as follows: �,, • iu` ARTICLE IV-OFFICERS-Section 12.Power of Attorney.Any officer or other official of the Corporation authorized for that purpoo in nrit�g by the of the ChCom Chairman or io h t President, exandtsubject >.. ato such limitation as the Chairman or the President may prescribe,shall appoint such attorneys-in-fact,as may be necessary D C acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact,subject to the limitations set forth in their respective :c1 • powers of attorney,shall have full power to bind the Corporation by their signature and execution of any such instruments and to attach thereto the of the a Coon Corporation attorney-in-fact When > ' Io executed,such instruments shall be as binding as if signed by the President and attested to by the Secretary.Any p r - r- `- the provisions of this article may be revoked at any time by the Board,the Chairman,the President or by the officer or officers granting such power or authority. 'i 2 v ARTICLE XIII-Execution of Contracts-SECTION 5.Surety Bonds and Undertakings.Any officer of the Company authorized for that purpose in writing by the chairman or the president, � • s ` and subject to such limitations as the chairman or the president may prescribe,shall appoint such attorneys-in-fact,as may be necessary to act in behalf of the Company to make,execute, h. O • seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact subject to the limitations set forth in their C • Z v respective powers of attorney,shall have full power to bind the Company by their signature and execution of any such instruments and to attach thereto the seal of the Company. When so c) executed such instruments shall be as binding as if signed by the president and attested by the secretary. O Certificate of Designation-The President of the Company,acting pursuant to the Bylaws of the Company,authorizes Gregory W.Davenport,Assistant Secretary to appoint such ~ I attorneys-in-fact as may be necessary to act on behalf of the Company to make,execute,seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Authorization-By unanimous consent of the Companys Board of Directors,the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company,wherever appearing upon a certified copy of any power of attorney issued by the Company in connection with surety bonds,shall be valid and binding upon the Company with the same force and effect as though manually affixed. I.David M.Carey,the undersigned,Assistant Secretary,of American Fire and Casualty Company,The Ohio rC assuuaInsurance Company,LC yfM Mutual Insurance sued Company,id Companies American Insurance Company do hereby certify that the original power of attorney of which the foregoing is " is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF,I have hereunto set my hand and affixed the seals of said Companies this 11 tltlay of June ,20 13 , BY: 4i-f,....4. David M.Carey,Assistant Secretary 69 of 251 .„,,,„ LMS_12873_092012 PART II SPECIAL PROVISIONS GENERAL INSTRUCTIONS PART II SPECIAL PROVISIONS GENERAL INSTRUCTIONS SECTION 1 1-1 SPECIFICATIONS AND PLANS 1-1.01 GENERAL -- The work embodied herein shall be done in accordance with the Standard Specifications for the Public Works Construction, latest edition in effect on the first day of the advertised "Notice Inviting Sealed Bids" for this project, and City of San Bernardino Standard Drawings, insofar as the same apply and in accordance with the following Special Provisions. 1-1.02 DEFINITIONS -- Whenever in the Standard Specifications the following terms are used, they shall be understood to mean and refer to the following: Agency - The City of San Bernardino. Board - The Mayor and Common Council for the City of San Bernardino. City Engineer - The City Engineer for the City of San Bernardino. Laboratory - The laboratory to be designated by the City of San Bernardino to test materials and work involved in the contract. Office of the District - Whenever, in the Standard Specifications, reference is made to the office of the District or the District's office, such references shall be deemed made to the Office of the City Engineer, Public Works Department, located on the 3rd floor of City Hall for the City of San Bernardino, 300 N. "D" Street, San Bernardino. SP-1 The mailing address for the City of San Bernardino's Public Works Department is: City of San Bernardino Public Works Department 300 North"D" Street, 3rd Floor San Bernardino, CA 92418-0001 Resident Engineer - The Resident Engineer is the City of San Bernardino's Engineer City Engineer, registered as a Civil Engineer in the State of California, or the designated representative of the City of San Bernardino's City Engineer, registered as a Civil Engineer in the State of California. Notice Advertising for Bids - Notice Inviting Sealed Bids. Standard Specifications - Standard Specifications for Public Works Construction "Green Book". Other terms appearing in the Standard Specifications, and these Special Provisions, shall - have the intent and meaning specified in Section 1-2, "Definitions", in the Standard Specifications. 1-1.03 STANDARD SPECIFICATIONS - The Standard Specifications for the Agency are contained in the most current edition of the STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, "GREEN BOOK", as written and promulgated by the , Public Works Standards, Incorporated, a mutual benefit corporation comprised of five members representing the American Public Works Association, and four members from the Associated General Contractors of California, the Engineering Contractors Association, the Southern California Contractors Association, and BNi Publications, Incorporated. The Standard Specifications set forth above will control the general provisions for this Contract except as amended by the Plans, Special Provisions, or other contract documents. Only those Sections requiring amendment or elaboration or specifying options are called out. In case of conflict between the Standard Specifications and the Special Provisions, the Special Provisions shall take precedence over and be used in lieu of such conflicting portions. In case of conflict between the "General Instructions" and the "Technical Specifications" per AECOM" in Part III of these Special Provisions, the highest, most SP-2 References in the Special Provisions to "CALTRANS Standard Specifications" shall mean the Standard Specifications of the State of California, Department of Transportation, 2006 Edition. References in the Special Provisions to Standard Plans shall mean the CALTRANS Standard Plans of the State of California, Department of Transportation, 2006 Edition. Applicable Standard Plans for this project are contained in the APPENDIX of these Special Provisions. Where the Plans or Specifications describe portions of the work in general terms, but not in complete detail, it is understood that the item is to be furnished and installed complete and in place, that only the best general practice is to prevail and that only materials and workmanship of the first quality are to be used. Unless otherwise specified, the Contractor shall furnish all labor, materials, tools, equipment, and incidentals and do all the work involved in executing the Contract. The Contractor shall meet or exceed the applicable Public Works Policies and Procedures unless directed otherwise by these Special Provisions or as directed by the Engineer. The plans and specifications of this project shall conform to the requirements of the City of San Bernardino Municipal Code and Public Works Construction Policies, the latest editions of the Standard Specifications for Public Works Construction (green book), the American Concrete Institute (ACI), the Uniform Building Code (UBC), Uniform Plumbing Code (UPC), the National Electrical Code, Caltrans Standard Specifications, and these Special Provisions. Wherever reference it made to any of the standards mentioned above, unless otherwise specifically specified, the reference shall be construed to mean the code, order or standard that is in effect on the first day of the advertised"Notice Inviting Sealed Bids". 1-1.04 TAXES -- No mention shall be made in the proposal of Sales Tax, Use Tax, or any tax, as all amounts bid will be deemed and held to include any such taxes, which may be applicable. 1-1.05 INTERPRETATION OF PLANS AND DOCUMENTS -- If any person contemplates submission of a bid for the proposed contract and is in doubt as to the true meaning of any part of the services to be performed, they may submit a written request for an interpretation or correction thereof. The person submitting the request will be responsible for its prompt delivery by 5:00 p.m. of the 5th working day prior to the day of the proposed bid opening. Any interpretation or correction of the proposed documents shall be made only by addendum duly issued and copy of such addendum will be faxed and mailed or delivered to each person of record as receiving a set of such documents. The CITY will not be responsible for any other form of explanation or interpretation of the proposed documents. SP-3 1-1.06 ADDENDA OR BULLETINS -- All Bidders are advised as to the possibility of issuance of addenda affecting the items, scope or quantity of the work required for this project. Each Bidder shall be fully responsible for informing themselves as to whether or not any such addenda have been issued. The effect of all addenda to the Contract Documents shall be considered in the bid and said addenda shall be made a part of the Contract Documents and shall be returned with them. Failure to cover in a bid any such addenda issued may render the bid irregular and may result in its rejection by the CITY. 1-1.07 PLANS AND SPECIFICATIONS TO BE PROVIDED -- The CITY will provide the Contractor with five (5) sets of Plans and Specifications at no cost after the Award of Contract. The Contractor shall obtain all additional sets at its own cost. LL SP-4 SECTION 2 2-1 BID REQUIREMENTS AND CONDITIONS 2-1.01 GENERAL -- Bids must submitted on the bid form contained herein. All bids shall be signed, sealed and accompanied by cash, cashier's check or bid bond made payable to the City of San Bernardino, in the amount of ten percent (10%) of the bid. Such cash, check or bond shall be given as a guarantee that the bidder will enter into the contract if awarded to him. In the event the bidder, to whom the contact is awarded, refuses to execute said contract, and/or fails to file the necessary bonds and insurance certificate within ten (10) working days following the date of the CITY's Notice of Award letter, the Bidder shall be considered as not fully executing the contract. By not executing the contract, the use by the public of the improvements will be delayed and the public will suffer great damage. From the nature of the case, it would be extremely difficult and impractical to fix the amount of said damage. Therefore, the CITY and the bidder agree that the bid guarantee of 10% of the bid shall be paid to the CITY as liquidated damages and not as forfeiture. Bid bonds shall be underwritten by a surety company having a rating in Best's most recent Insurance Guide of"A" or better. Bonds must be issued by a surety who is listed in the latest version of U.S. Department of Treasury Circular 570 and is authorized to issue bonds in the State of California. The Form of Bid Bond is contained in the Bid Documents in Part I of the Special Provisions. Notarization of the signatures of the Principal and the Surety and the Power of Attorney of the signing Surety shall accompany this form. Any bid not accompanied by such bid bond will be rejected as invalid. 2-1.02 MINORITY AND WOMEN'S BUSINESS ENTERPRISES -- A policy for establishing goals for participation of Minority and Women's Business Enterprises (MBE/WBE) was adopted by Resolution No. 95-409 of the Mayor and Common Council of the City of San Bernardino, on 11-20-95. This outreach program superseded Resolution No. 93-411 and the Standard Operation Procedures dated January 1994. Bidder's outreach efforts (good faith efforts) must reach out to MBEs, WBEs and all other business enterprises. Prime bidders could reasonably be expected to produce a level of participation by interested subcontractors of 15 % MBE and 5 % WBE on this project. Certified minority and female owned subcontractors and material suppliers for the San Bernardino area located in Caltrans District 8 are listed on the California Unified Certification Program (UCP) DBE Directory and can be obtained by accessing the directory on the California Department of Transportation DBE website at http://www.dot.ca.gov/hq/bep/. Bidders shall make every reasonable effort to solicit bids from MBE/WBEs. A justification shall be provided to support the rejection of any bid from a minority or women's business enterprise, certified by Caltrans. SP-5 2-1.03 MINORITY, WOMEN AND OTHER BUSINESS ENTERPRISES AND CITY PROCUREMENTS -- It is the policy of the City of San Bernardino to provide Minority Business Enterprises (MBEs), Women Business Enterprises (WBEs) and all other enterprises an equal opportunity to participate in the performance of all CITY contracts. Bidders shall assist the CITY in implementing this policy by taking all reasonable steps to ensure that all available business enterprises, including local MBEs and WBEs, have an equal opportunity to compete for and participate in CITY contracts. Bidders' good faith efforts to reach-out to MBEs, WBEs and all other business enterprises shall be determined by the following factors: (1) The bidder attended pre-solicitation or pre-bid meetings, if any, scheduled by the CITY to inform all bidders of the requirements for the project for which the contract will be awarded. The CITY may waive this requirement if the bidder certifies it is informed as to those project requirements. (2) The bidder identified and selected specific items of the project for which the contract will be awarded to be performed by sub-contractors to provide an opportunity for participation by MBEs, WBEs and other business enterprises. The bidder shall, when economically feasible, divide total contract requirements into small portions or quantities to permit maximum participation of MBEs, WBEs and other business enterprises. (3) The bidder advertised for bids from interested business enterprises not less than ten calendar days (see Sub-Section 2-1.04 for exception) prior to the submission of bids, -' in one or more daily or weekly newspapers, trade association publications, minority or trade oriented publications, trade journals, or other media specified by the CITY. (4) The bidder provided written notice of its interest in bidding on the contract to those business enterprises, including MBEs and WBEs, having an interest in participating in such contracts. All notices of interest shall be provided not less than ten calendar days (see Sub-Section 2-1.04 for exception) prior to the date the bids were required to be submitted. In all instances, the bidder must document that invitations for sub- contracting bids were sent to available MBEs, WBEs and other business enterprises for each item of work to be performed. (5) The bidder documented efforts to follow up initial solicitations of interest by contracting the business enterprises to determine with certainty whether the enterprises were interested in performing specific portions of the project. SP-6 (6) The bidder provided interested enterprises with information about the Plans, Specifications and requirements for the selected sub-contracting work. (7) The bidder requested assistance from organizations that provide assistance in the recruitment and placement of MBEs, WBEs and other business enterprises not less than fifteen days (see Sub-Section 2-1.04 for exception) prior to the submission of bids. (8) The bidder negotiated in good faith with interested MBEs, WBEs and other business enterprises and did not unjustifiably reject as unsatisfactory bids prepared by any enterprises, as determined by the CITY. As documentation the bidder must submit a list of all sub-bidders for each item of work solicited, including dollar amounts of potential work for MBEs, WBEs and other business enterprises. (9) The bidder documented efforts to advise and assist interested MBEs, WBEs and other business enterprises in obtaining bonds, lines of credit, or insurance required by the CITY or Contractor. If the CITY has established expected levels of participation for MBE and WBE sub- contractors, failure to meet those levels shall not be a basis for disqualification of the bidder. A determination of the adequacy of a bidders' good faith effort must be based on due consideration of the indicia of good faith as set forth above. In the event that the CITY is considering awarding away from the lowest bidder or not awarding a contract to a proposed bidder because the bidder is determined to be non-responsive for failure to comply with the good faith indicia set forth above, the CITY shall, if requested, and prior to the award of the contract, afford the bidder the opportunity to present evidence to the Mayor and Common Council in a public hearing of the bidders' good faith efforts in making its outreach. In no case should the CITY award away pursuant to this program if the bidder makes a good faith effort but fails to meet the expected levels of participation. For the purposes of this Policy, "minority" shall be synonymous with "minority person" as defined in California Public Contract Code Section 2000(f). Nothing herein restricts the discretion of the CITY to reject all bids in accord with Charter Sections 140 and 238 or Chapter 3.04 of the San Bernardino Municipal Code. The directions set forth herein shall take effect immediately, and all CITY Departments shall modify their implementation programs to the extent such programs are inconsistent with this policy. SP-7 2-1.04 SUBMISSION OF MBE/WBE INFORMATION —GOOD FAITH EFFORTS - The Contractor may submit the MBE/WBE INFORMATION — GOOD FAITH EFFORTS document with the contract Bid Documents prior to the hour of the bid opening. If this document is not submitted with the Bid Documents, it must be submitted to the Public Works Department, upon request, by 4:30 p.m. on the fourth working day following the day of the bid opening. In the case of short bid opening periods, proof of faxes and web site postings requesting MBE, WBE participation and faxed requests for assistance in recruitment of MBEs and WBEs shall suffice. 2-1.05 REQUIRED LISTING OF PROPOSED SUBCONTRACTORS -- Each bid shall have listed therein the name and address of each subcontractor to whom the bidder proposes to subcontract portions of the work in the amount of 1/2 of one percent of his total bid or $10,000.00, whichever is greater, in accordance with the Subletting and Subcontracting Fair Practices Act, commencing with Section 4100 of the Public Contract Code. The bidder's attention is invited to other provisions of said Act related to the imposition of penalties for a failure to observe its ..,. provisions by using unauthorized subcontractors or by making unauthorized substitutions. A sheet for listing the subcontractors, as required herein, is included in the Bid Documents, in Part I of these Special Provisions. 2-1.06 REQUIRED EXAMINATION OF ALL CONTRACT DOCUMENTS A. Before submitting a Bid, each Bidder shall thoroughly examine and be familiar with the Specifications, Plans, addenda, and all other Contract -. Documents. The submission of a Bid shall constitute an acknowledgement upon which the CITY may rely that the Bidder has thoroughly examined and is familiar with all the Contract Documents. B. The failure or neglect of a Bidder to receive or examine any of the Contract Documents shall in no way relieve that Bidder from any obligation with respect to its Bid or to the Contract. No claim for additional compensation will be allowed which is based upon a lack of knowledge of the Contract Documents. C. The Bidder shall not be allowed any extra compensation by reason of any matter or thing, concerning that which such Bidder might have fully informed himself prior to the bidding. D. No Bidder shall at any time after submission of a bid make any claim or assertion that there was any misunderstanding or lack of information regarding the nature or amount of work necessary for the satisfactory completion of the job. SP-8 2-1.07 REQUIRED INSPECTION OF THE SITE -- A. Bidders are required to inspect the site of the proposed work to satisfy themselves by personal examination, or by such other means as they may prefer, of the location of the proposed work, and of the actual conditions, including subsurface of, and at, the site of the proposed work. B. If, during the course of examination, a Bidder finds facts or conditions that appear to be in conflict with the letter or spirit of the bidding documents, the Bidder shall notify the Engineer immediately. C. Submission of a Bid by the Bidder shall constitute conclusive evidence that, if awarded the Contract, it has relied and is relying on its own examination of the following: 1. The site of the proposed work. 2. Access to the site. 3. All other data and matter requisite to the fulfillment of the work. 4. The Bidder's own knowledge of existing facilities on and in the vicinity of the site of the proposed work under the Contract. 5. The conditions to be encountered. 6. The character, quality, scope and complexity of the proposed work. 7. The quality and quantity of the materials to be furnished. 8. The requirements of the Specifications, Plans, any addenda, or any other Contract Documents. D. The information provided by the CITY is not intended to be a substitute for, or a supplement to, the independent verification by the Bidder to the extent such independent investigation of site conditions is deemed necessary or desirable by the Bidder. SP-9 2-1.08 DESIGN ENGINEER MAY NOT BID ON CONSTRUCTION CONTRACT -- No engineering or architectural firm which has provided design services for a project shall be eligible to bid on the contract to construct the project. Those ineligible to bid include the prime contractor for design, subcontractors of portions of the design, and affiliates of either. An affiliate is a firm which is subject to the control of the same persons, through joint ownership or otherwise. 2-1.09 WITHDRAWAL OF BIDS -- A bid may be withdrawn by a written request signed by the Bidder. Such requests must be delivered to the CITY's designated official prior to the bid opening hour stipulated in the "Notice Inviting Sealed Bids" or an amended date and hour stipulated in a signed addenda to the Special Provisions. The withdrawal of a bid will not prejudice the right of the Bidder to submit a new bid, providing there is time to do so. Bids may not be withdrawn after said bid opening hour without forfeiture of the bidder's bid guarantee. 2-1.10 IRREGULAR BIDS -- Unauthorized conditions, limitations, or provisions attached to a bid will render it irregular and may cause its rejection. The completed bid forms shall - be without interlineations, alterations, or erasures. No oral, telegraphic, or telephonic bid, modification, or withdrawal will be considered. SP-10 SECTION 3 3-1 AWARD AND EXECUTION OF CONTRACT 3-1.01 GENERAL -- The award of the contract, if it be awarded, il be award lowest the responsible bidder whose bid complies with all the requirements prescribed. contract will be made by the Mayor and the Common Council at a Council ail required bonds bidder, and to whom the contract is awarded, shall file with the Engineer q insurance policies, and execute the contract within 10 calendar days after receiving notification of the award. Failure to file the stipulated documents and execute the contract within the prescribed time shall constitute good and sufficient grounds for rescission of the award and payment of 10% of the bid to the CITY as liquidated damages. 3-1.02 AWARD OF CONTRACT -- Following a review d the contract,the if CITY shall determine whether to award the contract or to reject all bids. The award to the lowest responsible Bidder as determined solely by the CITY. Additionally, the CITY reserves the right to reject any or all bids, to accept any bid or portion thereof, to waive any irregularity and to take the bids under advisement for the period of time stae in the CITY. oThe Inviting Sealed Bids as may be required to provide for the best interest tice Contractor's original signature on the Bid Form shall constitute a commitment on the part of the Bidder to furnish the items as set forth in the Bid Form, the Special Provisions-Instructions to Bidders, the Plans, the Standard Specifications, the Notice Inviting Sealed Bids and Addenda, together with any attachments. The Bidder to whom the contract is award edd d Fobs notified th Secial approval of the contract by the Mayor and Common Council. Provisions-Instructions to Bidders, the Plans, the Standard Specifications, the Notice Inviting Sealed Bids and Addenda, together with any attachments, shall awarded.In no event will an award between the CITY and the Contractor to whom the contract is be made until all necessary investigations are made as to the responsibility and qualifications of the Bidder to whom the award is contemplated. 3-1.03 CONTRACT BONDS -- The Payment and Faithful Performance Bonds shall be filed with the Engineer before the Notice to Proceed is executed by the CITY. In accordance with Section 2-4, "CONTRACT BONDS", of the Standard Specifications, the contract bonds, including Payment Bond (Material and Labor Bond) and Performance Bond shall be underwritten by a surety company having a rating in Best's most recent Insurance Guide of"A" or better. Bonds must be issued by a surety who is listed in the latest version of U.S. Department of Treasury Circular 570 and is authorized to issue bonds in the State of California. The Contractor shall provide to the CITY three (3) original "wet" copies of Payment and Performance Bonds equal to 100% of the award amount of the contract. SP-11 3-1.04 DISQUALIFICATION OF BIDDERS -- In the event that any Bidder acting as a prime contractor has an interest in more than one submitted bid, all such submitted bids will be rejected and the Bidder will be disqualified. This restriction does not apply to subcontractors or suppliers who may submit quotations to more than one Bidder and, while doing so, may also submit a formal bid as a prime contractor. No contract will be executed unless the Bidder is licensed in accordance with the provisions of the State Business and Professions Code. The Contractor shall fill out all documents contained in the Bid Document section, and comply with all the requirements of the Bid Documents and specifications contained in the Special Provisions. Failure of the bidder to fulfill the requirements of the Special Provisions for submittals required to be furnished after bid opening, including but not limited to BMP/SWPPP, traffic control and detour plans or escrowed bid documents, where applicable, will delay the issue of the Notice to Proceed, and such delay will subject the bidder to a negative determination of the bidder's responsibility should the bidder choose to participate in future public works bid offerings. SP-12 SECTION 4 4-1 CONSTRUCTION DOCUMENTATION, COMMENCEMENT OF WORK TIME OF COMPLETION AND LIQUIDATED ED MA 4-1.01 GENERAL -- Attention is directed to the provisions of Section 6, "Prosecution, Progress and Acceptance of the Work", of the Standard Specifications and these Special Provisions. 4-1.02 PRE-CONSTRUCTION MEETING -- The Pre-Construction Meeting shall be within 10 working days of the notification of the award of the contract n of award Mayor and he Common Council. The Contractor shall, at the time or conditions that might prohibit the Construction/Survey Manager of any special Contractor from attending a Pre-Construction Meeting during this period, or from commencing work as scheduled. 4-1.03 NOTICE TO PROCEED -- The Notice to Proceed shall not be issued until all required documents have been submitted and approved by the CITY. The Contractor shall immediately notify and obtain the approval of the Construction/Survey Manager, prior to the Pre- Construction Meeting, should special circumstances or conditions exist that k as as prohibit the n fi Contractor from providing all required documentation and commencing 10 working days of the Pre-Construction meeting. Required documentation shall include the Contractor's applicable 6-1.03 Water of Pollution these ontrol (NPDES) Program (for required submittal time refer to Section etour Provisions), the proposed Construction Schedule, Traffic Control Plan n and Ds f om Plan ( as required). The Construction Schedule shall be supported by supplier of materials or equipment indicating that all orders have been placed and acknowledged and setting forth the dates that each item will be delivered. The schedule shall be in the form of a tabulation, chart or graph. 4-1.04 WORKING DAYS -- The Contractor shall diligently prosecute the work to completion before the expiration of 52 WORKING DAYS from the date of the "NOTICE TO PROCEED". SP-14 4-1.05 PERMITS AND LICENSES -- Prior to issuance of a "Notice to Proceed", Contractor shall obtain a CITY Business Registration from the City Clerk's Office, San Bernardino City Hall, 300 North "D" Street, 2nd Floor, San Bernardino, CA 92418. 4-1.06 LIQUIDATED DAMAGES -- The Contractor shall pay to the City of San Bernardino the sum of $500.00 per day for each calendar day's delay in finishing the work in excess of the number of working days prescribed above. In case all the work called for is not completed in all parts and requirements within the time specified, the CITY shall have the right to grant or deny an extension of time for completion, as a may seem best to serve the interest of the CITY. The Contractor will not be assessed with liquidated damages during the delay in the completion of the work caused by acts of God or of the Public Enemy, acts of the State, fire not due to acts of Contractors or Subcontractors, epidemics, quarantine, restrictions, freight embargo, unusually severe weather, or delays of Subcontractors due to such causes provided that the Contractor shall, within ten (10) days from the beginning of such delay, notify the CITY, in writing, of the cause of the delay. The CITY will ascertain the facts and the extent of the delay, and the findings thereon shall be final and conclusive. 4-1.07 PROGRESS REPORTS AND ACCOUNTING OF CONTRACTOR WORKING DAYS -- The Contractor shall submit periodic Progress Reports to the Engineer by '- the tenth of each month. The report shall include an updated Construction Schedule. Any deviations from the original schedule shall be explained. Progress payments will be withheld pending receipt of any outstanding reports. Section 6-7.3, "Contract Time Accounting", of the Standard Specifications is superseded by these Special Provisions. The Engineer or his/her designee will make a daily determination of each working day to be charged against the contract .&' time. Per the Contractor's written request, the Engineer will provide working and non-working days to the Contractor. 4-1.08 INSPECTION -- The Contractor is responsible to notify the Public Works y. Department Inspection 48 hours prior to the start of any work. Any work performed without inspection by the CITY is subject to rejection and removal of work performed and, at the Contractor's expense, the work will have to be reconstructed. At the CITY's request, and the Contractor's expense, any pipes less than 24" must be inspected by camera for joint grouting and any other inspection. For inspection after regular working hours, see Section 6-1.06 "HOLIDAYS, WORKING DAYS AND HOURS", of these Special Provisions. SP-14 SECTION 5 5-1 LEGAL REQUIREMENTS 5-1.01 INSURANCE REQUIREMENTS -- The Contractor shall procure and maintain for the duration of the contract insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the work hereunder by the Contractor, his agents, representatives, employees or subcontractors. The Contractor shall indemnify and save harmless the City of San Bernardino, the County of San Bernardino, the State of California, and/or any incorporated city from all claims i s or ti suits or damages arising from the prosecution of the contract work, as more fully described 1.07, "Contractor's Liability", of these Special Provisions.. The Contractor agrees to protect, defend and indemnify the City of San Bernardino against loss, damage or expense by reason of any suit claims, demands, judgments and causes of action caused by the Contractor, its employees, agents or any subcontractor, or by any third party arising out of or in consequence of the performance of all or any operations covered d t e Certificate iL ab lity Insurance. The Contractor, at its option, may include such coverage coverage. 5-1.02 LIABILITY INSURANCE -- The Contractor's attention is directed to Section 7-3, "Liability Insurance", of the Standard Specifications, providing that i furnish the CITY with a policy or certificate of liability insurance prior to execution of the contract. All of the Insurance Policies shall name the City of San Bernardino as an additional insured. The endorsement shall be provided by the broker or agent of the insurance company and shall be notarized to that effect. ACCORD Forms are not acceptable, nor forms signed by the broker, unless they have Power of Attorney to bind the insurance provider. (See attached sample forms.) Contractor shall maintain minimum limits of insurance no less than: 1. General Liability: $1,000,000.00 per occurrence and $2,000,000.00 aggregate for bodily injury, personal injury and property damage. Commercial General Liability Insurance or other form with a general aggregate limit shall apply separately to this project/location; SP-15 2. Products/Completed Operations: $1,000,000.00 per occurrence and $2,000,000.00 aggregate; 3. Automobile Liability: $1,000,000.00 er accident for bodily injury Y iu JrY and property damage; 4. Employer's Liability: $1,000,000.00 er accident for bodily injury Y iu JrY or illness; 5. Course of Construction: Completed value of the project. 5-1.03 WORKERS' COMPENSATION INSURANCE -- The Contractor's attention is directed to Section 7-4, "Workers' Compensation Insurance", of Standard Specifications, providing that the Contractor shall file a signed Certificate of Workers' Compensation Insurance before execution of the contract. 5-1.04 PAYMENT OF PREVAILING WAGE RATE -- The Contractor and all subcontractors shall pay each craft or worker employed on this project not less than the prevailing wage rates specified in Resolution No. 90-358 of the Mayor and Common Council of the City of San Bernardino. The Engineer shall have the right to interview any craft or worker on the project '- site in order to verify payment of prevailing wage rates in accordance with Resolution No. 90-358. Prevailing wages, available from the California Department of Industrial Relations' Internet web site at http://www.dinca.gov/dirdatabases.html, shall comply with current rates and all updates in effect ten (10) days prior to the actual Bid Opening. Said prevailing rates of wages shall conform to Section 1773 of the California Labor Code. The Contractor shall comply with the provisions in Sections 10262 and 10262.5 of the Public Contract Code and Section 7108.5 of the Business and Professions Code concerning prompt payment to subcontractors. 5-1.05 PAYROLL RECORDS -- The Contractor's attention is directed to the following provisions of Labor Code Section 1776. The Contractor shall be responsible for the compliance with these provisions by his subcontractors. (a) The Contractor and all subcontractors shall keep an accurate payroll record, showing the name address, social security number, work classification, straight time, and overtime hours worked each day and week, and the actual per diem wages paid to each journeyman, apprentice, worker, or other employee employed by him or her in connection with public works SP-16 (b) The payroll records enumerated under subdivision (a) shall be certified and shall be available for inspection at all reasonable hours at the principal office of the Contractor on the following basis: (1) A certified copy of an employee's payroll record shall be made available for inspection or furnished to such employee or his or her authorized representative on request. (c) Each Contractor shall file a certified copy of the records enumerated in subdivision (a) with the Engineer on a weekly basis. It will be the all Contractor's r s responsibility to submit the records enumerate in subdivision to submit the records enumerated in addition to his own employees. subdivision (a) on a timely basis shall constitute good and sufficient reason for withholding the partial payments for work accomplished. 5-1.06 EMPLOYMENT OF APPRENTICES -- This project is the subject employment eState of California Division of Apprenticeship Standards (DAS) requirements ect p apprentices. The Contractor's attention is directed to the provision in the following excerpt from Section 1773.3 of the California Labor Code concerning notification to the DAS of the award of a public works project: "An awarding agency whose public works contract falls within of the jurisdiction awa d the Section 1777.5 shall, within five days of the award, send a copy Division of Apprenticeship Standards." The Contractor shall see the APPENDIX of these Special Provisions for information regarding the Contractor's options for the employment of apprentices registered with the California Department of Industrial Relations, DAS. 5-1.07 CONTRACTOR'S LIABILITY -- The City shall Bernardino, answerable or and Common Council, the City Manager or the City Engineer accountable in any manner for any loss or damage that may happen to the work or any part thereof; or for any of the materials or other things used or employed in performing the work; or for injury to any person or persons, either workers or the public; or for damage to any person or persons, either workers or the public; or for damage to adjoining property from any cause which might have been prevented by the Contractor, or his workers, or any one employed by him; against all of which injuries or damages to persons and property the Contractor, having control over such work, must properly guard. I SP-17 The Contractor shall not encroach on private property adjacent to this project in any phase of the construction without first obtaining a signed Right Of Entry document from the property owner and submitting this Right Of Entry to the Engineer for approval, prior to any entry or encroachment onto private property. The Contractor shall be responsible for any injury to any person or damage to property resulting from any defects or obstruction occurring any time before project completion and final acceptance, and shall indemnify and save harmless the City of San Bernardino, the Mayor and Common Council, the City Manager or the City Engineer from all suits or actions of every name and description brought for, or on account of, any injuries or damages received or sustained by any person or persons, by the Contractor, his servants or agents, in the construction of the work or in consequence of any negligence in guarding the same, in improper materials used in its construction, by or on account of any act or omission of the Contractor or his agents, and so much of the money due the Contractor under and by virtue of the Contract as shall be considered necessary by the CITY may be retained by the CITY until disposition has been made of such suits or claims for damages aforesaid. , If, in the opinion of the Engineer, the precautions taken by the Contractor are not safe or adequate at any time during the life of the Contract, the Engineer may order the Contractor to take further precautions, and if the Contractor shall fail to do so, the Engineer may order the work done by others and charge the Contractor for the cost thereof, such cost to be deducted from any monies due, or becoming due, the Contractor. Failure of the Engineer to order such additional precautions, however, shall not relieve the Contractor from his full responsibility for public safety. 5-1.08 DIFFERING SITE CONDITIONS -- During the progress of the work, if subsurface or latent physical conditions are encountered at the site differing materially from those indicated in the contract or if unknown physical conditions of an unusual nature, differing materially from those ordinarily encountered and generally recognized as inherent in the work provided for in the contract, are encountered at the site, the party discovering such conditions shall promptly notify the other party in writing of the specific differing conditions before they are disturbed and before the affected work is performed. Upon written notification, the Engineer will investigate the conditions, and if the Engineer determines that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding loss of anticipated profits, will be made and the contract modified in writing accordingly. The Engineer will notify the Contractor of his determination whether or not an adjustment of the contract is warranted. SP-18 No conflict adjustment which results in a benefit to the Contractor will be allowed unless the Contractor has provided the required written notice. No contract adjustment will be allowed under the provisions specified in this section for any effects caused on unchanged work. Any contract adjustment warranted due to differing site conditions will be made in accordance with the provisions in Section 3-4, "Changed Conditions", of the Standard Specifications. 5-1.09 ATTORNEY'S FEES AND ARBITRATION -- The prevailing party in any from legal action to enforce or interpret any provisions of this Agreement will be entitled conneotrec verh that the losing party all attorney fees, court costs and necessary disbursements n action. The costs, salary and expenses of the City Attorney and members of his of f c this in connection with that action, shall be considered as attorney's fees for purposes Agreement. Caltrans Standard Specifications Section 9-1.10 regarding Binding Arbitration is hereby specifically excluded from this Contract. 5-1.10 CITY BUSINESS REGISTRATION CERTIFICATE -- The Contractor warrants it possesses, or shall obtain, and maintain during the term of this Agreement, a business y registration certificate pursuant to Title 5 of the City of San Bernardino Municipal Code, that are and all other licenses, permits, qualifications, insurance and approvals of legally required of contractor/consultant/vendor to practice its profession, skill or business. Contractor shall obtain a City of San Bernardino Business Registration at his/her own expense. SP-19 ACORD FORM INSURANCE SAMPLE: ACCORD CERTIFICATE OF INSURANCE DATE(MM/YY/DD) PRODUCER 00/00/00 THIS CERTIFICATE ISSUED AS A MATTER OF INFORMATION ONLY COMMERCIAL ASSOCIATES INS.,INC. AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. 1226 EAST LA PALMA AVENUE THE COVERAGE AFFORDED BY H E POLICIES BE OW.ALTER ANAHEIM, CA 92807 COMPANIES AFFORDING COVERAGE (714)524-4949 FAX: (7145)524-4940 COMPANY INSURED A CNA-TRANSCONTINENTAL COMPANY B CNA—VALLEY FORGE YOUR COMPANY NAME COMPANY C CHUBB GROUP—FEDERAL INSURANCE AND ADDRESS COMPANY D THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT,TERM,OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICY POLICY EFFECTIVE POLICY EXPIR LTR MM/YY/DD NUMBER DATE LIMITS ( ) DATE(MM/YY/DD) GENERAL LIABILITY EACH OCCURRENCE $1,000,000 X COMMERCIAL GEN LIABILITY R A FIRE DAMAGE(ANY ONE FIRE) CLAIMS MADE OCCUR $ 500,000 X OWNER'S&CONTRACTOR'S PROT 102267576 02!01/98 MED EXP(ANY ONE PERSON) $ 5,000 '" ' 02/01/99 PERSONAL&ADV INJURY $1,000,000 — - --_ _—_ GENERAL AGREGATE $2,000,000 - AUTOMOBILE LIABILITY AGG $2,000,000 COMBINED SINGLE LIMIT $1,000,000 X AUTO BODILY INJURY (Per Person $ B ALL OWNED AUTOS BODILYINJURY BAP 5197135 02/01/98 02/01/99 (Per cident) $ SCHEDULED AUTOS ' ' ' ERTY DAMAGE ccident) $ HIRED AUTOS I NON-OWNED AUTOS— 11 GARAGE LIABILITY TY-E $ ANY AUTO heto on E $ WORKERS COMPENSATION AND AGGREGATE $ EMPLOYER'S LIABILITY X I WORKERS COMP STATUTORY LIMITS C tea 1 '2/01/98 E.L.EACH ACCIDENT $1,000,000 THE PROPRIRETOR/ INCL 02/01/99 PARTNERS/EXECUTIV E.L.DISEASE-EA EMPLOYEE $1,000,000 E OFFICERS ARE: EXCL E.L.DISEASE-POLICY LIMIT $1,000,000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS JOB LOCATION: ALL CALIFORNIA OPERATIONS OF THE NAMED INSURED RE: (INSERT PROJECT NAME) BELOW NAMES AS ADDITIONAL INSURED WITH RESPECT TO GENERAL LIABILITY AS REQUIRED BY PROJECT CONTRACT CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE CITY OF SAN BERNARDINO DEPARTMENT OF PUBLIC WORKS THE ISSUEING COMPANY WILL MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMES TO THE LEFT. 300 N. "D" STREET, 3RD FLOOR SAN BERNARDINO,CA 92418-0001 AUTHORIZED REPRESENTATIVE-- JOHN E.SMITH(Signature) ACCORD 25-S (1/95) ACCORD CORPORATION SP-20 THIS PAGE INTENTIONALLY LEFT BLANK , SP-22 COMMERCIAL GENERAL LIABILITY NAMED INSURED: POLICY NUMBER: THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY ADDITIONAL INSURED OWNERS, LESSEES OR CONTRACTORS ( FORM B ) This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART-OCCURRENCE SCHEDULE NAME OF PERSON OR ORGANIZATION: CITY OF SAN BERNARDINO DEPARTMENT OF PUBLIC WORKS 300 NORTH "D" STREET, 3RD FLOOR SAN BERNARDINO, CA 92418-0001 Milli ONLY (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedule, but only with respect to liability arising out of"your work" for that insured by or for you. NOTE: MUST BE SIGNED BY AUTHORIZED REPRESENTATIVE FOR PROVIDER SUPPLY POWER OF ATTORNEY GIVING AUTHORITY TO BIND CG 20 10 11 85 • Authorized Representative for CNA Insurance Group Golden Eagle Insurance Company SP-22 SECTION 6 6-1 GENERAL 6-1.01 INCREASED OR DECREASED QUANTITIES -- If the total pay quantity of any item of work subject to the provisions in Section 3-2.2, "Contract Unit Prices", Contractor Standard Specifications varies by more than 25 percent, compensation payable to will be determined in accordance with said Section 3-2.2.1, "General", of the Standard Specifications and these Special Provisions. When the compensation payable for the number of units of an item of work performed in excess of 125 percent of the Engineer's Estimate is less than $1,500 at the applicable contract unit price, the Engineer reserves the right to make no adjustment in said price if he so elects, except that an adjustment will be made if requested in writing by the Contractor. Such Contractor's request shall be accompanied by adequate, detailed data to support costs of the item. Should the total pay quantity of any item of work required under the contract be less than 75 percent of the Engineer's Estimate, therefor, the Engineer reserves the right to make no adjustment in said price if he so elects, except that an adjustment will be made if requested in writing by the Contractor. Such Contractor's request shall be accompanied by adequate, detailed data to support costs of the item. The payment of the total pay quantity of such item of work will in no case exceed the payment which would be made for the performance of 75 percent of the Engineer's Estimate of the quantity at the original contract unit price. 6-1.02 SOUND CONTROL REQUIREMENTS -- Sound control shall comply with Chapter 8.54 of the City of San Bernardino Municipal Code and these Special Provisions. The noise level from the Contractor's operations between the hours of 9:00 p.m. and 6:00 a.m. shall not exceed 86 dbA at the distance of 50 feet. This requirement in no way relieves the Contractor from responsibility for complying with local ordinances regulating noise levels Said noise level requirements shall apply to all equipment on the job or related to the job, including but not limited to trucks, transit mixers or transient equipment that may or may not be owned by the Contractor. The use of loud sound signals shall be avoided in favor of light warnings except those required by safety laws for the protection of personnel. SP-23 6-1.03 NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) REQUIREMENTS -- The Contractor shall strictly adhere to Sections 7-8 and 7-10 of the Standard Specifications for Public Works (Green Book) throughout the entire project. The Contractor, without limitation, shall be responsible for providing and implementing Best Management Practices to comply with National Pollution Discharge Elimination System (NPDES) standards and practices. The Contractor shall be responsible, to the fullest extent possible, for preventing any contaminants, including soil, from entering any drainage system. The Contractor shall be responsible for having sufficient materials on hand and being prepared to provide erosion and sediment controls capable of preventing erosion from being washed into the storm drain system. The Contractor shall be responsible for maintaining equipment so that oil, grease, gasoline, diesel fuel, et al., do not contaminate areas subject to run-off. The Contractor and its Surety shall fully indemnify the CITY for any pollution damage and/or cleaning costs. All construction on off- site or on-site improvements shall adhere to NPDES (National Pollution Discharge Elimination System) Best Management Practices to prevent deleterious materials or pollutants from entering the CITY or County storm drain systems. The following are the areas to be addressed where applicable: 1. Handle, store and dispose of materials properly. 2. Avoiding excavation and grading activities during wet weather. 3. Construct diversion dikes and drainage swales around working sites. 4. Cover stockpiles and excavated soil with secured tarps or plastic sheeting. 5. Develop and implement erosion control plans. 6. Check and repair leaking equipment away from construction site. 7. Designate a location away from storm drains for refueling. 8. Cover and seal catch basins whenever working in their vicinity. 9. Use vacuum with all concrete sawing operations. 10. Never wash excess material from aggregate, concrete or equipment onto a street. 11. Catch drips from paver with drip pans or absorbent material. 12. Clean up all spills using dry methods. 13. Sweep all gutters at the end of each working day. Gutters shall be kept clean after leaving construction site. 14. Call 911 in case of a hazardous spill. 15. Keep a running log of all activities in connection with the Storm Water Pollution Prevention Plan (SWPPP). 16. Name a person, on site, responsible for complying with SWPPP. BEST MANAGEMENT PRACTICES ( BMPs ): Best Management Practices shall be defined as any program, technology, process, site criteria, operating method, measure, or device which controls, prevents, removes, or reduces pollution. The Contractor shall obtain and refer to the California Storm Water Best Management Practice Handbooks, Volume 3 Construction BMP SP-24 Handbook and the County Regional Best Management Practices Handbook for Construction Activities. SP-25 The Contractor shall have a minimum of two (2) readily accessible copies of each publication on the project work site at all times. The Contractor shall implement the following BMPs in conjunction with the construction operation and activities: CONSTRUCTION PRACTICES Water Conservation Practices Dewatering Paving Operations Structure Construction and Painting MATERIAL MANAGEMENT Material Delivery and Storage Material Use Spill Prevention and Control WASTE MANAGEMENT Solid Waste Management - Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/Septic Waste Management VEHICLE AND EQUIPMENT MANAGEMENT Vehicle and Equipment Cleaning Vehicle and Equipment Fueling Vehicle and Equipment Maintenance VEGETATIVE STABILIZATION Scheduling Preservation of Existing Vegetation Temporary Seeding and Planting Mulching PHYSICAL STABILIZATION Geotextiles and Mats Soil Stabilizer/Dust Control Temporary Stream Crossing Stabilized Construction Roadway Stabilized Construction Entrance SP-26 RUNOFF DIVERSION Sodding, Grass Plugging, and Vegetative Buffer strips Earth Dikes, Drainage Swales, and Lined Ditches Top and Toe of Slope Diversion Ditches/Berms Slope Drains and Subsurface Drains VELOCITY REDUCTION Flared Culvert End Sections Outlet Protection/Velocity Dissipation Devices Check Dams Slope Roughening/Terracing/Rounding SEDIMENT TRAPPING Silt Fences Straw Bale Barrier Sand Bag Barrier Brush or Rock Filter Storm Drain Inlet Protection Sediment Traps Sediment Basin Additional BMPs may be required as a result of a change in BMP is listed under each contractor activities, or construction operations. When more than one specific BMP category, the Contractor shall select the appropriate and necessary number of BMPs within each category in order to achieve the BMP objective. BMPs for contractor activities shall be continuously implemented throughout the project. Resources to implement BMPs for erosion control and sedimentation shall be readily available and implemented throughout the construction phase and whenever the National Weather Service predicts rain within 24 hours. BMPs for erosion control and sedimentation shall also be implemented prior to the commencement of any contractor activity or construction operation that may produce run-off, and whenever run-off from other sources may occur. STORM WATER POLLUTION PREVENTION PLAN ( SWPPP ): A Storm Water Pollution Prevention Plan (SWPPP) shall be defined as a report that includes site map(s), identification of construction and contractor activities that could pollute storm water, and a description of measures and practices to control the potential pollutants. The preparation and implementation of the SWPPP is intended to ensure that the Contractor will make every reasonable effort to prevent the pollution of water resources during the period of construction. All projects, regardless of size, shall have a SWPPP developed prior to the performance of any soil disturbing activities. SP-27 Projects over one acre are placed under the regulations of the National Pollutant Discharge Elimination System (NPDES) General Permit for Storm Water Discharge Associated with Construction Activity. In the State of California, these regulations are adopted by the State Water Resources Control Board and as such projects that fall into this category must submit a Notice of New Construction (NONC) to the State Water Resources Control Board (SWRCB) to obtain a waste discharge identification number (WDID). This information is available for review and downloading on the State of California, Department of Transportation web site at http://www.dot.ca.gov/hq/construc/stormwater/manuals.htm. SWPPP's over one acre shall be prepared under the supervision of, and signed by, a Civil Engineer registered by the State of California. All SWPPP's shall include and incorporate BMPs that address contractor activities, erosion, and sedimentation control. The SWPPP shall also include and incorporate appropriate BMPs for run-off generated by construction activities and other non-storm water sources. During all periods of construction, excavated soils which are stored on- site shall be completely covered with waterproof material and gravel bagged or bermed in order that, in the event of a storm, no soil becomes mixed with or transported by storm water run-off. If, during construction operations, field conditions change in a manner which, in the opinion of the Engineer, significantly deviates from how the SWPPP, as approved by the CITY, addressed No the current construction operation, the Engineer may direct the Contractor to revise the current construction operation and/or the SWPPP. Such directions will be made in writing and will specify the items of work for which the SWPPP is inadequate. No further work on these items will be permitted until the Contractor revises the construction operations to the satisfaction of the Engineer "" and/or until the Contractor submits a revised SWPPP and receives CITY approval. The Engineer shall notify the Contractor of the acceptance or rejection of the revised SWPPP within seven (7) working days from the date of submittal. The BMP (Best Management Practices) and/or SWPPP (Storm Water Pollution Prevention Plan) shall be submitted to the CITY for review and approval a minimum of ten (10) working days prior to the commencement of construction operations in accordance with this Section 6- 1.03 of these Special Provisions. The CITY, as Permittee, is subject to enforcement actions by the State Water Resources Control Board, Environmental Protection Agency, and private citizens. The CITY may assess the Contractor a penalty of$1,000 for each calendar day that the Contractor has not fully implemented the BMP(s) or SWPPP specified for the Contract and/or is otherwise in noncompliance with these provisions. In addition, the CITY will deduct, from the final payment due the Contractor, the total amount of any fines levied on the CITY, plus legal and staff costs, as a result of the Contractor's lack of compliance with these provisions and/or less than complete implementation of the specified BMP(s) or SWPPP. SP-28 THE CONTRACTOR SHALL COMPLY WITH THESE REQUIREMENTS The AND I Y ENGINEER'S DIRECTIONS DURING THE COURSE OF CONSTRUCTION. shall provide to the CITY, prior beginning rior to be innin construction, the name and telephone number(s) of the Contractor and/or the Contractor's NPDES representative, which can be reached and will respond to calls 24 hours/day for emergencies during construction activity. Full compensation for the implementation of BMPs, including the construction, removal, and the furnishing of all necessary labor, equipment, and materials to comply fully with NPDES requirements shall be considered as included in the contract bid lump sum price, or if no specific bid item, the contract bid prices paid for the various bid items of work, and no additional compensation shall be allowed therefor. Full compensation for preparation of the SWPPP, revisions to the SWPPP, and all other related costs, including the construction, removal, and the furnishing of all necessary labor, equipment, and materials to comply fully with NPDES requirements shall be considered as included in the contract bid lump sum price, or if no specific bid item, the contract bid prices paid for the various bid items of work, and no additional compensation shall be allowed therefor. The Contractor shall refer to Section 10-1.02, "Water Pollution Control" in the TECHNICAL SPECIFICATIONS, Part II of these Special Provisions for instructions in complying with the requirements of this Sub-section 6-1.04 6-1.04 PERMITS AND LICENSE -- The Contractor shall shall obtain a City a San Business Registration prior to the execution of the contract. Contractor tY Bernardino Business Registration at his/her own expense. Prior to the commencement of work, the Contractor shall obtain a construction permit at no cost from the City of San Bernardino, Public Works Department, located at San Bernardino City Hall, 300 North "D" Street, 3rd Floor, San Bernardino, California. The permit shall be kept in a readily available place on the job site at all times during construction. While no fee will be charged for the permit, no permit will be issued unless the Contractor provides a code reference number from USA. The Contractor shall obtain all required permits from all other City of San Bernardino Departments/divisions and/or agencies including, but not limited to the Community Development, Building and Safety Division, the Public Works Department, Street Division, any involved water agency, county flood control, railroad, Caltrans, Fish & Game, Corp. of Engineers, Regional Water Quality Board, etc., at his/her own expense, unless otherwise stated in the Plans and Specifications. These fees and permits shall include water and sewer hook-up, meter, inspection and flagging fees. SP-30 6-1.05 EXTRA WORK AND MARKUP -- Any extra work done shall conform to the provisions of Section 3.3, "Extra Work", of the Standard Specifications, subject to the restrictions of Section 20452 and 20455 of the Public Contract Code. A. Work by Contractor The following percentages shall be added to the Contractor's costs and shall constitute the markup for all overhead and profits: 1) Labor 20% 2) Material 15% 3) Equipment Rental 15% 4) Other items and Expenditures 15% To the sum of the costs and markups provided for in this subsection, compensation for bonding shall be at the rate specified by the bonding company. B. Work by Subcontractor When all or any part of the extra work is performed by a Subcontractor, the markup established above shall be applied to the Subcontractor's actual cost of such work, also a markup of 10 percent on the first $5,000.00 of the subcontracted portion of the extra work and a markup of 5 percent on work added in excess of$5,000.00 of the subcontracted portion of the extra work may be added by the Contractor. 6-1.06 HOLIDAYS, WORKING DAYS AND HOURS -- The Contractor's activities shall be confined to the hours between 7:00 a.m. and 4:30 p.m., Monday through Thursday, excluding holidays, as defined in this section. Deviation from these hours will not be permitted without the prior consent of the Engineer, except in emergencies involving immediate hazard to persons or property. No traveled lane shall be closed during rush hour, (7:00 a.m. to 8:30 a.m. and 4:30 p.m. to 6:00 p.m., unless approved by the Engineer. The Contractor will coordinate inspections with the Public Works Inspector 48 hours prior to any work being done during evenings, Fridays or Saturdays. The Contractor shall coordinate with the Engineer regarding working hours prior to start of construction. Except for Fridays, in the event of either a requested or emergency deviation, inspection service fees will be charged against the Contractor. The service fees will be calculated at overtime rates, including benefits, overhead and travel time. SP-30 Designated legal Holidays are: January 1st, the third Monday in January, the third Monday in February, the last Monday in May, July 4th, the first Monday in September, November 11 tn, Thanksgiving Day and the Friday following, December 25th and the working day preceding or following (as directed by the Mayor and Common Council) and the last working day of the year. When a designated legal holiday falls on a Sunday, the following Monday shall be a designated legal holiday. When a designated legal holiday falls on a Saturday, the preceding Friday shall be designated a legal holiday. 6-1.07 PAYMENTS -- Attention is directed to Section 9-3, "Payment", and 9-3.2, "Partial and Final Payment", of the Standard Specifications and these Special Provisions. No partial payment will be made for any materials which are furnished, but not incorporated in the work. The Contractor shall submit "As Built" project drawings to the Engineer prior to the release of final payment and/or bonds. 6-1.08 PROJECT APPEARANCE -- The contractor shall maintain a neat appearance to the work including use of street sweeping and graffiti removal. The Contractor shall inspect the project site each working day and be prepared to remove debris and graffiti from all surfaces, including security fencing, on the day of occurrence. In any area visible to the public, the following shall apply: When practicable, broken concrete and debris developed during clearing and grubbing shall be disposed of concurrently with its removal. If stockpiling is necessary, the material shall be removed or disposed of weekly unless otherwise specified. The Contractor is encouraged to recycle all materials. The Contractor shall provide the CITY all documents as to the weight of materials removed during excavations in accordance with the requirements of AB939. 6-1.09 DISPOSAL OF EXCESS EXCAVATED OR REMOVED MATERIAL -- Unless otherwise specified, all excess excavation or removed material shall become the property of the Contractor and shall be disposed of by him away from the site of the work. SP-31 6-1.10 SURVEYING SERVICE -- The Contractor shall refer to the PROJECT LOCATION SURVEY DOCUMENTS section in the APPENDIX of these Special Provisions for California Land Surveyors Association (CLSA) and Consulting Engineers and Land Surveyors of California (CELSOC) survey monument preservation guidelines. The Contractor shall perform and be responsible for the accuracy of surveying adequate for construction. A California registered Civil Engineer licensed to perform surveying or a California registered Land Surveyor shall perform any surveying or staking, as directed by the Engineer, at the expense of the Contractor. The Contractor shall preserve construction survey stakes and marks for the duration of their usefulness. If any construction survey stakes are lost or disturbed and need to be replaced, such replacement shall be by the Contractor at the expense of the Contractor. In case of missing or incorrect ties, the Contractor's Surveyor shall restore ties as necessary at the expense of the Contractor. The Contractor shall submit to the CITY a copy of all survey notes and a Certificate Record of Survey. All new and replaced survey ties shall be by transit method. All existing monumentation shall be tied and recorded prior to construction. Corner Records shall be filed, pre and post construction, in accordance with Section 8771 of the Business and Professions Code (AB 1414). Final monumentation of alignments and new R/W lines shall be performed in accordance with the State of California Surveys Manual (latest edition). Record of Surveys or In-Lieu Maps, as applicable, shall be prepared and filed. One reproducible (mylar) copy — of all filed maps and one photocopy of all filed Corner Records or Records of Survey shall be delivered to the CITY within 30 days of such filings. Full compensation for preparation of the survey documents, revisions to the survey documents, and all other related costs, including the construction, removal, and the furnishing of all necessary labor, equipment, and materials to comply fully with these Special Provisions and the CLSA shall be considered as included in the contract bid lump sum price, or if no specific bid item, the contract bid prices paid for the various bid items of work, and no additional compensation shall flft be allowed therefor. 6-1.11 CLAYTON ACT AND CARTWRIGHT ACT -- Section 4551 of the State Government Code specifies that in executing a public works contract with the CITY to supply goods, services or materials, the Contractor or Subcontractor offers and agrees to assign to the CITY all rights, title and interest in and to all causes of action it may have under Section 4 of the - Clayton Act (15 U.S.C. Sec. 15) or under the Cartwright Act (Chapter 2 commencing with Sec. 16700) of Part 2 of Division 7 of the Business and Professions Code, arising from purchase of goods, services or materials pursuant to the contract or subcontract. This assignment shall become effective when the CITY tenders final payment to the Contractor without further acknowledgement by the parties. SP-32 6-1.12 PROJECT ERRORS, OMISSIONS, INCONSISTENCIES, AND/OR DISCREPANCIES -- In the event of errors, omissions, inconsistencies, and/or discrepancies among two or more portions of the Contract Documents, the Engineer may direct the Contractor to follow the most stringent requirements at no additional cost. If errors, omission, inconsistencies, and/or discrepancies appear in the Contract Documents or in the work done by others affecting this work, the Contractor shall immediately notify the Engineer prior to proceeding with the work, and the Engineer shall issue appropriate instructions. If the Contractor proceeds with the work so affected, without instructions from the Engineer, the Contractor shall remove the incorrect work or make the necessary corrections to comply with the Engineer's instructions at no cost to the City of San Bernardino. In case of conflicts, errors, omissions, inconsistencies, and/or discrepancies on the plan sheets, it is assumed that the bid included the cost for implementing and/or constructing the discrepancy that would have the highest dollar value. 6-1.13 EMERGENCY INFORMATION -- The names, addresses and telephone numbers of the Contractor and subcontractors, or their representatives, which can be reached and will respond to calls 24 hours/day, shall be filed with the Office of the City Engineer prior to beginning work. 6-1.14 MAINTENANCE OF EXISTING IMPROVEMENTS -- The Contractor shall protect and maintain all existing improvements and facilities in place to remain from the first day of work under this contract to acceptance. The Contractor is responsible for replacing any damaged improvement or facility to original condition or better. 6-1.15 COMPLETION, ACCEPTANCE & WARRANTY -- The Contractor's warranty for the material, equipment and work of this project shall comply with Section 6-8, "Completion, Acceptance and Warranty" of the Standard Specifications 6-1.16 CONTRACTOR'S SAFETY RESPONSIBILITY -- The Contractor shall be solely and completely responsible for conditions of the jobsite, including safety of all persons and property during performance of the work. This requirement shall apply continuously and not be limited to normal working hours. Safety provisions shall conform to U.S. Department of Labor (OSHA), the California Occupational Safety and Health Act, and all other applicable Federal, State, County, and CITY laws, ordinances, regulations, codes, the requirements set forth below, and any regulations that may be detailed in other parts of the Contract Documents. Where any of these are in conflict, the more stringent requirement shall be followed. SP-33 6-1.17 SAFETY SUPERVISOR AND MEETINGS -- A. The Contractor shall appoint an employee as safety supervisor who is qualified and authorize to supervise and enforce compliance with the Safety Program. The Contractor shall notify the Engineer in writing prior to the commencement of work of the name of the person who will act as the Contractor's Safety Supervisor. B. The Contractor will, through and with his Safety Supervisor, ensure that all of its employees, and its subcontractors of any tier, fully comply with the Project Safety Policies. The Safety Supervisor shall be a full-time employee of the Contractor whose responsibility shall be for supervising compliance with applicable safety requirements on the work site and for developing and implementing safety training classes for all job personnel. ... C. The Contractor and its affected subcontractors shall attend safety coordination meetings. The minutes of their meetings shall be submitted to the Engineer. 6-1-18 MEETINGS -- A. The Contractor shall attend weekly progress meetings at the project site. B. In general, these meetings will be attended by the Contractor, the Engineer or his designee, and any subcontractors, suppliers, distributors or other concerned individuals with issues or items to discuss. C. Meeting minutes will be taken by the Engineer or his/her designee. The meeting minutes will be available to the Contractor at the following weekly meeting. The Contractor shall be responsible to distribute the meeting minutes to all parties performing work under his contract. D. The Engineer shall have the authority to require that a mandatory meeting be held at any time during normal work hours. E. These meetings shall be attended by the Contractor, the Engineer or his/her designee, and any subcontractors specified by the Engineer. 6-1.19 PAYMENT -- Full compensation for conforming to the requirements of Section 6 shall be considered as included in the prices paid for the various contract bid items of work involved, and no additional compensation will be allowed therefor. SP-34 SECTION 7 7-1 UTILITIES 7-1.01 GENERAL -- The location of all utility substructures that may affect the work shall comply with Section 5, "Utilities", of the Standard Specifications and these Special Provisions. The Contractor shall notify the Engineer immediately of any conflict. The Contractor shall match existing products. The Contractor is responsible for coordinating work with the utility owners. Certain companies, governmental agencies, or their contractors may be working within the construction area. Certain utility facilities at various locations within the project limits may be removed, relocated, abandoned, or installed by companies' or agencies' contractors. The Contractor shall coordinate his work with utility owners and their contractors. The Contractor shall exercise due caution to prevent any damage to/or movement of these utility facilities. Listed below are the utilities that may be affected, with the designated contact person. These names and phone numbers are listed for information purposes only. The Contractor is responsible for verifying phone numbers and contact persons. 1. SOUTHERN CALIFORNIA EDISON COMPANY 287 Tennessee Street Redlands, CA 92373 Phone: (909) 307-6788 Attn: Ben Murguia 2. SOUTHERN CALIFORNIA GAS COMPANY 1981 West Lugonia Avenue Redlands, CA 92374-9796 Phone: (909) 335-7772 Attn: Devery Jennings 3. SAN BERNARDINO MUNICIPAL WATER DEPARTMENT Water Utility Engineering Section 300 North "D" Street, 5th Floor San Bernardino, CA 92418 Phone: (909) 384-5092 Attn: Mike Nevarez SP-35 4. VERIZON 1980 Orange Tree Lane, Suite 100 Redlands, CA 92374-2803 Phone: (909) 748-6655 Attn: Control Desk 5. TIME WARNER TELCOM OF CALIFORNIA (ADELPHIA;COMCAST) 1500 Auto Center Drive Ontario, CA 91761-1561 Phone: (909) 795-3349 Attn: Stewart King 6. TIME WARNER TELCOM OF CALIFORNIA (ADELPHIA, TC I) 1500 Auto Center Drive Ontario, CA 91761-1561 Phone: (909) 798-8588 Attn: Mark Davenhauer 7. TIME WARNER TELECOM OF CALIFORNIA 3281 Guasti Road, Suite #350 Ontario, CA 91761 Phone: (909) 456-3697 Attn: Richard Wilkerson Cell: (714) 801-6141 8. A.T. & T. - OSP Engineering Cable Maintenance & Right of Way 2741 N. Main Street Walnut, CA 94596-2714 Phone: (916) 799-4642 Attn: Rosemary Hamill, Cell Phone A.T. & T. - Cable Hazards Center Phone: (800) 252-1133 or A.T. & T. - Plant Protection Services Phone: (909) 381-7385 Attn: John Bradley 9. A.T. & T. (SBC-PACIFIC BELL TELEPHONE) ATTN: Right-of-Way Liaison 1265 N. Van Buren Street, Room #180 Anaheim, CA 92807 Phone: (714) 666-5401 Attn: Susan Morgan SP-36 10. SPRINT COMMUNICATIONS Attn: Outside Plant Engineering 282 South Sycamore Street Rialto, CA 92376 Phone: (909) 874-7450 Attn: Lynn Durrett 11. MCI —Western Region OSP Outside Plant Construction 157 S. Lilac Street Rialto, CA 92376 Phone: (909) 421-5309 Attn: Chuck Trimble 12. CHARTER COMMUNICATIONS 7337 Central Avenue Riverside, CA 92504-1440 Phone: (951) 343-5139 Attn: Dean Vandever 13. EAST VALLEY WATER DISTRICT 3654 Highland Avenue, Suite #18 Highland, CA 92346-2607 Phone: (909) 888-8986 Attn: Justin Parker 14. SAN BERNARDINO COUNTY INFORMATION SERVICES NETWORK SERVICES Attn: Randy Miller, Division Chief 670 E. Gilbert Street San Bernardino, CA 92415 Phone: (909) 388-5910 Attn: Michele Watson 15. OMNITRANS 1700 W. 5th Street San Bernardino, CA 92411 Phone: (909) 379-7153 Attn: Allen Wild— Stops & Station Changes SP-37 16. CITY OF SAN BERNARDINO INFORMATION TECHNOLOGY NETWORK GROUP 300 North "D" Street, 4th Floor San Bernardino, CA 92418 Phone: (909) 384-5947 Attn: Larry Martin 17. CITY OF SAN BERNARDINO PUBLIC WORKS DEPARTMENT STREET DIVISION 234 S, Mt. View Avenue San Bernardino, CA 92408 Phone: (909) 384-5143 Attn: John Van Havermaat 18. CITY OF SAN BERNARDINO PUBLIC WORKS DEPARTMENT TRAFFIC SIGNALS & STREET LIGHTING a.. 234 S. Mt. View, #110 San Bernardino, CA Phone: (909) 384-5129 Attn: Clemente Elizalde 7-1.02 CONTRACTOR'S RESPONSIBILITY -- The Contractor shall verify the location of all underground utilities and services, including potholing, before proceeding with the excavation work, requesting in advance the services of inspectors from the utility companies in order to ascertain said locations. Damage to underground utilities resulting from neglect on the part of the Contractor shall be corrected and paid for by the Contractor. 7-1.03 COOPERATION AND COLLATERAL WORK -- The Contractor shall conform to the requirements of Section 7-7, "Cooperation and Collateral Work", of the Standard Specifications. 7-1.04 UTILITIES NOTIFICATION -- The Contractor shall notify all owners of utilities seventy two (72) hours in advance of excavating around any of their facilities and substructures and shall also provide the same notice to Underground Service Alert of Southern California, telephone number 1/800/422-4133. SP-38 7-1.05 UTILITIES INTERFERENCE -- Utilities which are found, by exploratory location or by excavation, to interfere with the construction of this project will be relocated, altered, or reconstructed, or the Engineer may order changes in location, line or grade of the project structure, to be built in order to avoid said utility. The Contractor may coordinate the work with the utility owners. Abandoned utilities, which interfere with the construction of any portion of this project, may be cut by the Contractor, the interfering portion of the utility removed and open ends of the pipe sealed with a suitable plug or cap. 7-1.06 PAYMENT -- Full compensation for conforming to the requirements of this Section, not otherwise provided for, shall be considered as included in the prices paid for the various contract bid items of work involved and no additional compensation will be allowed therefor. SP-39 SECTION 8 8-1 DESCRIPTION OF WORK 8-1.01 DESCRIPTION -- The work to be done consists, in general, of clearing and grubbing, preparing a Water Pollution Control Program, installing temporary water control diversion in creek bed, installation of temporary erosion control measures, traffic control system, asphalt concrete surfacing, removal of a portion of the bridge, installation of structural concrete, concreted-rock drop structure repair and slope protection, installation of metal beam guard rail (MGBR), hydroseeding, compliance with requirements of environmental permits and such other items or details, not mentioned above, that are required by the Plans, Standard Specifications, or these Special Provisions shall be performed, placed, constructed or installed. The work to be done shall include furnishing all materials, equipment, tools, labor, taxes and incidentals as required by the Contract Documents to construct the project. Addenda issued during the time of bidding shall become a part of the documents furnished to all bidders for the preparation of bids, shall be covered in the bids, and shall be made a part of _. the contract. Each Bid shall include specific acknowledgement in the space provided of receipt of Addenda issued during the bidding period. Failure to so acknowledge Addenda may result in the Bid being rejected as not responsive. 8-1.02 ORDER OF WORK -- The Contractor shall refer to Section 10-1.01, "Order of Work" in the TECHNICAL SPECIFICATIONS, Part III of these Special Provisions. 8-1.03 WORK SITE MAINTENANCE -- The Contractor shall comply with the provisions in Section 7-8, "Work Site Maintenance", of the Standard Specifications. To Subsection 7.8.1, "Cleanup and Dust Control," of the Standard Specifications, add the following: Dust control shall hereby be defined as the elimination and/or control of dirt, dust, mud and debris from propagating or spreading onto properties, private or public, adjacent to the Project and Contractor's work areas. No separate payment will be made for any work performed or material used to control dust resulting from the Contractor's performance of the work, or by public traffic, either inside or outside the right-of-way. SP-41 Dust Control shall be strictly enforced. The Contractor shall at all times keep a water truck or other equipment at the job site in working order capable of performing dust control for the duration of the Contract period. Subject to paragraph two of Subsection 7.8.1, "Cleanup and Dust Control," of the Standard Specifications, the Contractor shall be required to furnish and operate a self-loading motor sweeper with spray nozzles when and where required for proper dust control, and as directed by the Engineer. Performing the minimum dust control required by these Special Provision shall in no way relieve the Contractor from his legal responsibility for providing adequate dust control measures. Full compensation for conforming to the requirements of dust control, including all labor, equipment, tools, materials, and incidentals, furnishing and operating sweeper and those instances in addition to the minimum requirements as directed by the Engineer, shall be considered as included in the various contract bid items of work involved and no additional compensation will be allowed therefor. 8-1.03a DEVELOPING WATER SUPPLY & WATERING -- The Contractor shall develop a water supply and furnish and place all water required for the work of this project per the Plans and Special Provisions and as directed by the Engineer, including water used for Extra Work. Full compensation for developing a water supply and for furnishing and placing all water required for the work performed by the Contractor, including Extra Work and as directed by the Engineer, shall be considered as included in the various contract bid items of work involved and no additional compensation will be allowed therefor. The Contractor shall water down the site during periods of high winds as directed by the Engineer, including periods when the work is not actually in progress. Failure to respond to a directive to water the site in a prompt manner will result in the CITY making other arrangements to have this item of work done and the costs billed to the Contractor, or it shall be paid for by the Contractor as a deduction from his contract. SP-41 8-1.04 PROJECT LOCATIONS -- See separate bound Plans. 8-1.05 GEOTECHNICAL INVESTIGATION - See APPENDIX. 8-1.06 APPROVED MATERIALS -- Whenever the expression "or approved equal" is used, it shall be taken to mean the approval by the City Engineer of any substitution of material or material specified herein. All substitution requests shall state the reason for the request and the difference in price between the item specified and the requested substitution. All substitution requests shall be submitted to the City Engineer in writing five (5) working days prior to the bid opening. No requests for substitutions will be considered by telephone. The Contractor shall submit to the Engineer for review and approval six (6) copies of all shop drawings. The Contractor shall make any corrections to shop drawings required by the Engineer. 8-1.07 CITY-FURNISHED MATERIALS -- CITY furnished material, when applicable as specified in other sections of these Special Provisions, shall comply with the following: A. Materials, if furnished by the CITY, will be made available as specified in these Specifications. The Contractor is responsible for loading, unloading, hauling and handling, and placing CITY-furnished materials. B. The Contractor shall inspect and assure itself of the amount and soundness of such materials. C. The Contractor will be held responsible for all materials furnished to it, and shall pay all demurrage and storage charges. CITY-furnished materials that are lost or damaged from any cause whatsoever shall be replaced by the Contractor. The Contractor will be liable to the CITY for the cost of replacing CITY-furnished material and such costs may be deducted from any monies due or to become due the Contractor. SP-42 8-1.08 PRE-BID INQUIRIES -- NO ORAL representations or interpretations will be made to any Bidder as to the meaning of the Specifications, Plans, any addenda, or other Contract Documents. Written requests for an interpretation, or to identify a potential omission, discrepancy, or misunderstanding will be accepted if received by 5:00 p.m. of the 5`b working day prior to the day of the proposed bid opening. If there are any questions regarding this project, please contact: City Engineer's Office San Bernardino City Hall 300 North"D" Street, 3rd Floor San Bernardino, CA 92418 SUBJECT: OLD WATERMAN CANYON BRIDGE REPAIRS (SS07-014) PLANS & SPECIFICATIONS NO. 11304 Attention: Mirela Grigorescu Tel: (909) 384-5202; Fax: (909) 384-5190 E-mail: grigorescu_mi @sbcity.org SP-43 SECTION 9 9-1 TRAFFIC CONTROL 9-1.01 GENERAL -- The Contractor shall comply with Section 7-10, "Public Convenience and Safety", of the Standard Specifications for Public Works Construction, latest edition, and these Special Provisions. Warning signs, lights, cones, barricades and devices for use in performance of work upon „,, highways shall conform to the most recent "California Manual on Uniform Traffic Control Devices". The Contractor shall submit and obtain CITY approval for traffic control and traffic detour plans prior to the commencement of operations on a street. Traffic control plans shall be based on the most recent "California Manual on Uniform Traffic Control Devices". All temporary traffic striping and maintenance shall be done by the Contractor, including placement of temporary tape on all crosswalks. The Contractor shall restore all existing striping to original configuration, and as directed by the Engineer. All warning, regulatory and construction signs shall be fully reflectorized. The traffic cones to be used shall be thirty-six inches (36") in height, rubber or plastic, and be reflectorized. All work areas that remain after dusk shall be properly lighted to the satisfaction of the Engineer. The Contractor shall take all necessary measures to maintain a normal flow of traffic to prevent accidents and to protect the work throughout the construction stages until completion of the work. The Contractor shall be responsible for implementing the approved traffic control plan based on the most recent"California Manual on Uniform Traffic Control Devices". The Contractor shall make the necessary arrangements to provide and maintain barriers, cones, barricades, construction warnings, regulatory signs and any other safety control devices, including flagmen. The Contractor shall take measures necessary to protect all other portions of the fi work during construction and until completion, providing and maintaining all necessary barriers, barricade lights and striping, including crosswalks. In addition to the foregoing traffic control and safety measures, the Contractor shall immediately implement any measures requested by the Engineer defined as necessary to ensure the F proper flow of traffic, the protection of the public and/or the safety of the workers. SP-44 The Contractor shall maintain at all times the ability to respond to calls from the Engineer, including during non-working hours to replace or provide additional traffic control or safety devices as required. All places of business and residences along the streets that are within the limits of any work shall be notified by the Contractor in writing at least seven (7) days prior to commencement of work. This notification shall explain the sequence of work and indicate any restrictions of parking and access. Verbal notification shall be given to all places of business and residences at least 18 hours in advance of commencing work that will affect access to and from their properties. The Contractor shall notify all local authorities of his intent to begin work, in writing, at least seven (7) days before work is begun. 9-1.02 TURN RESTRICTIONS -- The Contractor shall post appropriate signs restricting turns when directed to do so by the Engineer. 9-1.03 PARKING RESTRICTIONS -- Unless otherwise provided herein, the Contractor may post temporary "NO PARKING" signs within the area of work as required to facilitate construction operations, subject to approval of the Engineer. Personal vehicles of the Contractor's employees shall not be parked on the traveled way at any time. The Contractor shall furnish, maintain, and install (seven days prior to the start of work) all "TEMPORARY NO PARKING" signs with the duration of the no parking time written on them. The Contractor will be responsible for posting, removing, and maintaining these signs as required for this project. The Contractor shall cooperate with local authorities relative to handling traffic through the area and shall make his own arrangements relative to keeping the working area clear of parked vehicles. The Contractor shall obtain prior approval from the Engineer for removal of vehicles. 9-1.04 TRAFFIC LANES -- Traffic lanes shall have a minimum width of 10 feet. A minimum shoulder width of 2 feet shall be provided adjacent to curbs, posts and other similar obstructions, and 5 feet shall be provided adjacent to any excavation, unless otherwise authorized by the Engineer. SP-45 9-1.05 PUBLIC CONVENIENCE -- During the progress of work, adequate provisions shall be made by the Contractor to accommodate the normal vehicular and pedestrian traffic along streets, roads, and highways, immediately adjacent to or crossing the work, so as to cause a minimum of inconvenience to the general public. Convenient access to abutting properties shall be maintained and remain open, unless approved by the Engineer. 9-1.06 FLASHING ARROW SIGNS -- The Contractor shall furnish and maintain flashing arrow signs (FAS) during lane closures or detours on streets. The Engineer shall determine when FAS is required at any location. 9-1.07 LANE CLOSURE -- The Contractor shall not close more than one (1) lane at a time. The Contractor shall submit traffic control plans and obtain written approval from the -° Traffic Engineer prior to lane closure. No traveled lane will be closed without authorized approval given by the Engineer. If any �~ traveled lane or road is allowed to be closed by the Engineer, the Contractor shall install signs to notify the public of days and times that traveled lanes or roads will be closed seven (7) days in - advance of the lane or road closure. If lane closures are approved by the Engineer, the full width of the traveled way shall be open for use by public traffic from 4:00 p.m. to 8:30 a.m., all day for Saturdays, Sundays, and designated legal holidays; after 3:00 p.m. on Fridays (unless otherwise approved by the Engineer) and the day preceding designated legal holidays; and when construction operations are not actively in progress on working days. The Contractor shall furnish, install, and upon completion of the work, remove all signs and warning devices required for directing, protecting, and detour of the public during construction. Emergency vehicles shall be permitted access at all times to any street. Unless otherwise authorized by the Engineer, pedestrian access shall be permitted to pass -- through the work area, or an approved detour shall be provided. Safe and adequate pedestrian access to all business establishments shall be continuous and unobstructed unless otherwise approved by the Engineer. SP-46 9-1.08 PAYMENT -- Full compensation for furnishing and installing signs, lights, flares, barricades, traffic control plan and other traffic control devices, necessary to expedite passage of public traffic through the work area, shall be considered as included in the lump sum prices paid for "TRAFFIC CONTROL", and no additional compensation will be allowed therefor. The provisions in this Section may be modified or altered if, in the opinion of the Engineer, public traffic will be better served and work expedited. Said modifications or alterations shall not be adopted until approved in writing by the Engineer. Such approved modifications or alterations shall be adopted immediately and shall be considered paid in full as a part of the lump sum contract bid price for"TRAFFIC CONTROL", and no additional compensation will be allowed therefor. SP-47 SECTION 10 10-1 MOBILIZATION 10-1.01 GENERAL -- Mobilization shall comply with the requirements of Section 9- 3.4, "Mobilization", of the Standard Specifications. Mobilization may include, but not be limited to, the following principal items: 1. Submittal and modification, as required, of the Construction Schedule. 2. Providing a Project Office. 3. Review of the Site. 4. Obtaining all required Transportation Permits. 5. Submittal of all required insurance certificates and bonds as required by these Specifications 6. Moving onto the site, including, but not limited to: - a. Equipment b. Arranging for and erection of Contractor's work and storage areas. 7. Installing construction fencing and temporary construction power and wiring. 8. Providing a minimum of one restroom facility for each twenty-five (25) workers occupying the site. Facilities may include existing functioning restrooms, or portable chemical facilities, or any combination thereof, and shall count as one for each urinal or one for each water closet (as required). 9. Installing all temporary utilities (as required). 10. Establishing required fire protection provisions. 11. Posting all OSHA required notices and establishment of safety programs. 12. Posting of all Department of Labor notices. 13. Having the Contractor's superintendent at the job site full-time and responding 24 hours per day. 14. Air and water quality protective measures, as necessary, and without limitation. 15. Potholing and other research and review as necessary to verify site conditions and utility locations. 16. Demobilization of the Site. 17. Any other item as specified. The cost of bonds, insurance, move in and move out costs, preparation and submission of submittals, obtaining encroachment permits, and miscellaneous incidental costs, shall be included in the Bid Item provided for mobilization and demobilization and incidental project costs as a lump sum item, for which 75 percent (75%) will be eligible for inclusion in the first progress payment, with the remaining 25 percent (25%) not eligible for inclusion until 100 percent (100%) of the work has been completed and if progress of the work is satisfactory. SP-48 No work shall be started without prior approval of the submittals. Failure to comply with the preceding requirement will be sufficient ground for the Engineer to stop all work on the project until the requirements are met. 10-1.02 PAYMENT — The contract bid lump sum price paid for "MOBILIZATION" shall be deemed to include the cost of work in advance of construction operation and not directly attributable to any specific bid item, and no additional compensation will be allowed therefor. SP-49 SECTION 11 11-1 CLEARING AND GRUBBING UNCLASSIFIED EXCAVATION AND UNCLASSIFIED FILL 11-1.01 GENERAL -- Clearing and grubbing, unclassified excavation and unclassified fill shall comply with Section 300-1, "Clearing and Grubbing", Section 300-2, "Unclassified Excavation", and Section 300-4, "Unclassified Fill", of the Standard Specifications and these Special Provisions. Clearing and grubbing shall include, but not be limited to the following items as shown on the Plans or as specified in the Special Provisions. following items shall be classified as clearing and grubbing: 1. Remove existing vegetation in area of project work as shown in the Plans, and as directed by the Engineer. 2. Remove existing unknown discarded items in the way of project work, removable by hand, in the area as shown on the Plans, and as directed by the Engineer. Nothing in these Special Provisions shall relieve the Contractor from his responsibilities as provided in Section 7-10, "Public Convenience And Safety", of the Standard Specifications. All removed concrete and other materials, not specifically requested to be salvaged, shall become the property of the Contractor and shall be legally disposed of outside of the right-of-way in accordance with Section 300-2.2, "Unsuitable Materials", and Section 300-2.6, "Surplus Material", of the Standard Specifications. The Contractor shall deliver salvaged material to the CITY YARD, at 234 South Mountain View Avenue, San Bernardino, CA 92404. The Contractor shall contact the Engineer at (909) 384- 5166, 48 hours prior to hauling. The Contractor shall provide equipment, as required, to safely load and unload the salvaged materials. Where unclassified fill and grading is necessary in preparation for laying concrete footing, it shall be made with clean material which shall be solidly compacted to avoid future settlement. SP-50 Excess and/or unsuitable materials shall be removed from the site by the Contractor. Outside the traveled way, in areas to receive concrete, soil shall be compacted to a relative density of not less than 90%. Backfill under the traveled way shall be compacted to a relative compaction of a minimum of 90%. When asphalt pavement is to be placed directly on subgrade material, subgrade material shall be compacted to a relative compaction of 95%. 11-1.02 PAYMENT -- The contract bid lump sum price paid fo "CLEARING shall be AND GRUBBING, UNCLASSIFIED EXCAVATION, AND UNCLASSIFIED er the considered as full compensation for doing all the work involved in clearing and grubbing,, p Plans, the Standard Specifications and these Special Provisions, and as directed by the Engineer, and no additional compensation will be allowed therefor. Cost of compaction testing ordered by the Engineer shall be paid for in the following manner: 1. Tests which do not meet, the required relative compaction shall be paid for by the Contractor, as a deduction from his contract. The Contractor shall pay the price at the same rate that the CITY is charged by the testing soils lab. 2. Tests which do meet the required relative compaction shall be paid for by the CITY. SP-51 SECTION 12 THROUGH SECTION 49 BLANK SP-52 SECTION 50 50-1 REMOVAL AND RESTORATION OF EXISTING IMPROVEMENTS EXCEPT STREET PAVEMENT 50-1.01 GENERAL - The Contractor shall comply with Section 7-9, "Protection and Restoration of Existing Improvements", of the Standard Specifications, latest edition, and these Special Provisions. All existing improvements (except utilities and street pavements) including, but not limited to curbs, gutters, cross gutters, spandrels, driveways and sidewalks, walls, fences, sprinkler systems, lawns, shrubs, trees, and traffic signs, traffic striping and traffic detector loops which are damaged or removed during the course of construction of the project shall be restored or replaced to a condition equal to or better than, in all respects, the existing improvements removed or damaged, unless otherwise specified or noted on the drawings. The removal and restoration of existing improvements shall be in accordance with the applicable provision of these Special Provisions, the Standard Specifications, Standard Drawing and the following requirements: 1. In the event a portion of curb, gutter or monolithic curb and gutter is damaged by the Contractor's operations, a minimum of 10 feet of curb, gutter or curb and gutter shall be removed and replaced regardless of how short a length is damaged. The Contractor shall begin said 10-foot section, if possible, at an existing joint or scoring line. If said 10-foot section ends within 3 feet of an existing joint or scoring line, then the removal shall extend to said joint or scoring line. 2. If concrete cross gutter is damaged by the Contractor's operations, the cross gutter shall be removed in its entirety and replaced. 3. Concrete sidewalk shall be removed in its entirety between scoring lines or between scoring line and joint. Prior to removal, scoring lines shall be saw-cut. 4. If a concrete driveway is damaged and is a single monolithic structure, it shall be removed in its entirety and replaced. 5. If a concrete driveway is damaged and is monolithic with the sidewalk, it shall be set off from the sidewalk by a saw cut along the edge of the sidewalk. The driveway shall then be removed in its entirety and replaced. SP-53 6. If the roadside signs are damaged during the construction, they shall be restored or replaced to a condition equal or better than the existing per the prior approval of the City's Traffic Section. New installation shall not impede into required ADA access distance around obstacles. A minimum clearance of 48" shall be maintained. 7. If existing fence is in conflict with the new construction, fence shall be relocated by the Contractor. Unless otherwise specified, all excess excavation or removed material shall become the property of the Contractor and shall be disposed of by him away from the site of work. 50-1.02 PAYMENT - Full compensation for conforming to the requirements of this section, not otherwise provided for, shall be considered as included in the prices paid for the various contract bid items of work involved, and no additional compensation will be allowed therefor. 1 SP-54 PART III SPECIAL PROVISIONS TECHNICAL SPECIFICATIONS PER AECOM PART III TECHNICAL SPECIFICATIONS FOR PROJECT NO.: 60179779 DISTRICT-COUNTY-ROUTE: 08-SBd-LOC DESCRIPTION: OLD WATERMAN CANYON ROAD BRIDGE OVER WATERMAN CANYON CREEK(REHABILITATION) KEY STRUCTURE NAME: OLD WATERMAN CANYON ROAD BRIDGE STRUCTURE SPECIFICATION WRITER: AECOM PHONE: (916) 414-1568 The attached draft technical specifications are forwarded for your use in preparing or coordinating the contract documents for the above project. 5/20/2013 u� : CONTRACT NO. The special provisions contained herein have been prepared by or under the direction of the following Registered Persons. STRUCTURES Todd W. Dudlev No. C039514 REGISTERED CIVIL ENGINEER Exp. 12/31/13 CIVIL ROADWAY Edward Ng ( � No. C 46767 REGISTERED CIVIL ENGINEER Exp. 6/30/15 CIVIL snrA art: CONTRACT ITEM LIST Unit of Item Code P/F Item Name Measure 074016 CONSTRUCTION SITE MANAGEMENT LS 074017 PREPARE WATER POLLUTION CONTROL PROGRAM LS 074021A TEMPORARY CLEAR WATER DIVERSION LF 074028 TEMPORARY FIBER ROLL 074029 TEMPORARY SILT FENCE LF LF 074033 TEMPORARY CONSTRUCTION ENTRANCE A 074043 TEMPORARY CONCRETE WASHOUT BIN E ES 120100 TRAFFIC CONTROL SYSTEM SQFT 150857 REMOVE ASPHALT CONCRETE SURFACING F 151274 SALVAGE CONCRETE BARRIER(TYPE K) L LF 153223 REMOVE UNSOUND CONCRETE CF 157560 BRIDGE REMOVAL(PORTION) 160102 CLEARING AND GRUBBING LS LS 193007A PUMPED GROUT BACKFILL LS 203031 EROSION CONTROL(HYDROSEED) SQYD 390136 MINOR HOT MIX ASPHALT I, 510053 STRUCTURAL CONCRETE,BRIDGE CY LF 511106 DRILL AND BOND DOWEL SQFT 515020 REFINISH BRIDGE DECK SQFT 515028 REPAIR SPALLED SURFACE AREA LF 515071A CORE CONCRETED ROCK(6") LB 520102 P/F BAR REINFORCING STEEL(BRIDGE) LB 566011 ROADSIDE SIGN-ONE POST CY 721501A CONCRETE(CONCRETED-ROCK) CONCRETED-ROCK DROP STRUCTURE REPAIR (FACING, CY 721610A METHOD B) CONCRETED-ROCK WINGWALL SUPPORT(FACING, CY 721611A METHOD B) SQYD 729011 ROCK SLOPE PROTECTION FABRIC(CLASS 8) EA 820107 DELINEATOR(CLASS 1) EA 820134 OBJECT MARKER(TYPE P) EA 839541 P TRANSITION RAILING(TYPE WB) EA 839565 P TERMINAL SYSTEM(TYPE SRT) 839578 END CAP(TYPE TC) EA LA 839713A F CONCRETE BARRIER(POST AND RAIL) LF 840656 PAINT TRAFFIC STRIPE(2-COAT) TABLE OF CONTENTS STANDARD PLANS LIST SECTION 4. BEGINNING OF WORK, TIME OF COMPLETION, AND LIQUIDATED DAMAGES 3 SECTION 5 GENERAL 5-1.01 PAYMENTS 3 5-1.02 SPECIES PROTECTION 4 4 5-1.03 RELATIONS WITH CALIFORNIA DEPARTMENT OF FISH AND GAME, UNITED STATES FISH AND WILDLIFE SERVICE, UNITED STATES ARMY CORPS OF ENGINEERS AND REGIONAL WATER QUALITY CONTROL BOARD 5 5-1.04 BIRD PROTECTION 6 5-1.05 RELATIONS WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD SECTION 6. (BLANK) 7 SECTION 7. (BLANK) 8 SECTION 8. MATERIALS 8 SECTION 8-1. MISCELLANEOUS 8 8 8-1.01 PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS .a. 8-1.02 SLAG AGGREGATE 8 SECTION 8-2. CONCRETE 15 8-2.01 PORTLAND CEMENT CONCRETE 15 SECTION 8-3. (BLANK) 15 SECTION 9. DESCRIPTION OF BRIDGE WORK 16 SECTION 10. CONSTRUCTION DETAILS 16 SECTION 10-1. GENERAL 17 10-1.01 ORDER OF WORK 17 10-1.02 WATER POLLUTION CONTROL 17 17 10-1.03 CONSTRUCTION SITE MANAGEMENT 25 5 10-1.04 TEMPORARY CLEAR WATER DIVERSION 40 10-1.05 TEMPORARY CONCRETE WASHOUT BIN 40 10-1.06 TEMPORARY FIBER ROLL 42 11 10-1.07 TEMPORARY SILT FENCE 45 10-1.08 TEMPORARY CONSTRUCTION ENTRANCE 48 10-1.09 CONSTRUCTION AREA TRAFFIC CONTROL DEVICES 51 10-1.10 CONSTRUCTION AREA SIGNS 53 10-1.11 EXISTING HIGHWAY FACILITIES 54 BRIDGE REMOVAL 54 REMOVE ASPHALT CONCRETE SURFACING 55 REMOVE CONCRETE 56 REMOVE UNSOUND CONCRETE 56 10-1.12 CLEARING AND GRUBBING 57 10-1.13 PUMPED GROUT BACKFILL 57 Old Waterman Canyon Road Bridge(Rehabilitation) 10-1.14 EROSION CONTROL(HYDROSEED) 58 10-1.15 MINOR HOT MIX ASPHALT 63 64 10-1.16 CONCRETE STRUCTURES FALSEWORK 64 64 10-1.17 DRILL AND BOND DOWELS 10-1.18 CORE CONCRETED ROCK(6") 65 10-1.19 REFINISHING BRIDGE DECKS 10-1.20 REPAIR SPALLED SURFACE AREAS 66 68 10-1.21 REINFORCEMENT 10-1.22 PAINT TRAFFIC STRIPE 69 69 10-1.23 FURNISH SIGN 72 SHEET ALUMINUM 72 RETROREFLECTIVE SHEETING 73 PROCESS COLOR AND FILM 73 SINGLE SHEET ALUMINUM SIGN 74 MEASUREMENT AND PAYMENT 74 10-1.24 CONCRETED ROCK 10-1.25 MARKERS AND DELINEATORS 74 74 10-1.26 METAL BEAM GUARD RAILING 75 10-1.27 CONCRETE BARRIER 75 10-1.28 TRANSITION RAILING (TYPE WB) STANDARD PLANS LIST The Standard Plan sheets applicable to this contract include, but are not limited to those indicated below. Applicable Revised Standard Plans (RSP) and New Standard Plans (NSP) indicated below are included in the project plans as Standard Plan sheets. ACRONYMS, ABBREVIATIONS AND SYMBOLS A1OA Acronyms and Abbreviations (Sheet 1 of 2) A1OB Acronyms and Abbreviations (Sheet 2 of 2) A1OC Symbols (Sheet 1 of 2) A1OD Symbols (Sheet 2 of 2) OBJECT MARKERS,DELINEATORS, CHANNELIZERS AND BARRICADES A73B Markers A73C Delineators, Channelizers and Barricades METAL BEAM GUARD RAILING—STANDARD RAILING SECTIONS RSP A77A1 Metal Beam Guard Railing — Standard Railing Section (Wood Post with Wood Block) Old Waterman Canyon Road Bridge(Rehabilitation) ii A77B1 Metal Beam Guard Railing—Standard Hardware A77C1 Metal Beam Guard Railing—Wood Post and Wood Block Details RSP A77C3 Metal Beam Guard Railing — Typical Line Post Embedment and Hinge Point Offset Details RSP A77C4 Metal Beam Guard Railing — Typical Railing Delineation and Dike Positioning Details METAL BEAM GUARD RAILING—TYPICAL LAYOUTS FOR STRUCTURES RSP A77F1 Metal Beam Guard Railing—Typical Layouts for Structure Approach RSP A77F4 Metal Beam Guard Railing—Typical Layouts for Structure Departure METAL BEAM GUARD RAILING—CONNECTIONS DETAILS AND TRANSITION RAILING TO BRIDGE RAILINGS, ABUTMENTS AND WALLS RSP A77J2 Metal Beam Guard Railing — Connections to Bridge Railings without Sidewalks Details No. 2 RSP A77J4 Metal Beam Guard Railing—Transition Railing(Type WB) METAL BEAM GUARD RAILING—TERMINAL SYSTEM END TREATMENT A77L1 Metal Beam Railing—Terminal System (Type SRT) TEMPORARY WATER POLLUTION CONTROL T51 Temporary Water Pollution Control Details (Temporary Silt Fence) RSP 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) 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 „v SECTION 4. BEGINNING OF WORK, TIME OF COMPLETION,AND LIQUIDATED DAMAGES Complete the work within 55 working days starting on the 15th day after contract approval or on the day you start work at the job site, whichever occurs first. SECTION 5 GENERAL Old Waterman Canyon Road Bridge(Rehabilitation) iii 5-1.01 PAYMENTS In determining the partial payments to be made to the Contractor, only the following listed materials will be considered for inclusion in the payment as materials furnished but not incorporated in the work: A. BAR REINFORCING STEEL(BRIDGE) B. TRANSITION RAILING (TYPE WB) C. TERMINAL SYSTEM (TYPE SRT) 5-1.02 SPECIES PROTECTION GENERAL Summary This work includes protecting regulated species or their habitat. This project is within or near habitat for regulated species: Southwestern willow Flycatcher Lest Bell's Vireo Coastal California Gnatcatcher Mountain Yellow Legged Frog Comply with Section 14-6.02 of the Standard Specifications. CONSTRUCTION Protective Radius Upon discovery of a regulated species, stop notify thesEng within eer.l Do not resume discovery or as defined in the table bel o activities until receiving written notification from the Engineer. Regulated Species Name I Protective Radius Active Bird Nest 200 feet Sensitive Species or Raptors 500 feet Roosting Bats 500 feet Burrowing Owl Contact Department of Fish and Game Protection Measures Within Biological Monitoring Area 1, implement the following protection measures: 1. A qualified biologist shall be on site to monitor all activities that result in the clearing of sensitive habitat as well as grading, excavation, and/or other ground disturbing activities in jurisdictional areas. The biological monitor is required to halt construction activities if threatened or endangered species are identified. 2. No lighting shall be allowed. to prevent erosion and the 3. Best Management Practices (MP s shall be monitored daily discharge of sediment in to streams. B and repaired if necessary to ensure maximum erosion and sediment control. Fiber rolls shall be free of non-native pland materials. 4. Primary and secondary containment structures shall be installed to control the placement of wet concrete and to prevent it from entering into the channel. Old Waterman Canyon Road Bridge(Rehabilitation) 4 5. Dust and debris generated by demolition activities, drilling dowels, and removal of unsound concrete shall be captured on protective barriers such as engineering fabrics, tarps and/or plastic sheeting. Protective barriers shall be suspended above the creek, with a gap above the water surface so as not to smother aquatic species. All dust and debris generated by the project activities shall be collected at the end of each work shift. Dust and debris may be placed in sealed containers and stored within the designated staging area until they can be removed from the site and properly disposed of. The Engineer shall stop all dust and debris generating project activities, and require additional protective measures to be installed if the protection provided is determined to be inadequate in any way. 6. Water containing mud, silt, or other pollutants from grading, aggregate washing, or other activities shall not be allowed to enter the streambed or flowing stream. 7. Material stockpiles shall not be located within the streambed or flowing stream or locations that may be subjected to high storm flows, where materials may be washed into the streambed or flowing stream. 7. Raw cement, concrete or washings thereof, asphalt, oil or other petroleum products, or any other substances which could be hazardoius to fish and wildlife resources resulting from project related activities shall be prevented from contaminating the soil or entering the waters of the State. 8. No broken concrete, cement, debris, soil, silt, sand, bark, slash, sawdust, rubbish or washings thereof, oil or petroleum products, or other organic or earthen material from any construction or associated activity of whatever nature shall be allowed to enter into or be placed where it may be washed by rainfall or runoff into waters of the State. When operations are completed, any excess materials or debris shall be removed from the work area. No rubbish shall be deposited within 150 feet of the high water mark of the streambed of flowing stream. 9. No equipment maintenance shall be done within or near the streambed or flowing stream where petroleum products or other pollutants from the equipment may enter these areas under any flow. Full compensation for Species Protection is included in the various contract items of work and no additional compensation will be allowed. 5-1.03 RELATIONS WITH CALIFORNIA DEPARTMENT OF FISH AND GAME, UNITED STATES FISH AND WILDLIFE SERVICE, UNITED STATES ARMY CORPS OF ENGINEERS AND REGIONAL WATER QUALITY CONTROL BOARD A portion of this project is located within the jurisdiction of the California Department of Fish and Game, United States Fish and Wildlife Service, United States Army Corps of Engineers and Regional Water Quality Control Board. An agreement and/or permit regarding a stream or lake have been entered into by the City of San Bernardino and the Department of Fish and Game, Army Corps of Engineers and Regional Water Quality Control Board. In addition, a permit regarding endangered species and habitat has been issued by the United States Fish and Wildlife Service and California Department of Fish and Game to the City of San Bernardino. The Contractor shall be fully informed of the requirements of these agreements and/or permits as well as rules, regulations, and conditions that may govern the Contractor's operations in these areas and shall conduct the work accordingly. These agreements/permits are as follows: 1. California Department of Fish and Game Streambed Alteration Agreement 2. U.S. Army Corps of Engineers Nationwide Permit No. 3, Maintenance 3. California Regional Water Quality Control Board Section 401 Certification Old Waterman Canyon Road Bridge(Rehabilitation) 5 Copies of the agreements and/or permits may be obtained at the City of San Bernardino, Public Works Department, 300 N. D Street, San Bernardino, CA 92418, and are also included in the Appendix of these Contract Documents. It is unlawful for any person to divert, obstruct or change the natural flow of the bed, channel or bank of a stream, river or lake without first notifying the Department of Fish and Game, United States Army Corps of Engineers, and Regional Water Quality Control Board unless the project or activity is noticed and constructed in conformance with conditions imposed under Fish and Game Code Section 1600 and Clean Water Act Sections 404 and 401. In addition, it is unlawful for any person to "take" a state or federal listed threatened or endangered species without authorization from both the United States Fish and Wildlife Service and Department of Fish and Game. "Take" as defined by the Federal Endangered Species Act and California Endangered Species Act is any action that would "harass, harm, pursue, hunt, shoot, wound, kill, trap, capture or collect or any attempt at such conduct" any federal or state listed threatened or endangered species. Attention is directed to Sections 7-1.01, "Laws to be Observed," 7-1.OIG, "Water Pollution," and 7-1.12, "Indemnification and Insurance," of the Standard Specifications. Modifications to the agreements and or permits between the City of San Bernardino, Department of Fish and Game, United States Fish and Wildlife Service, and Regional Water to Quality Control Board which are proposed bof Fish Contractor Un be ted States submitted Fish and W ldl fe Engineer for transmittal to the Department and Regional Water Quality Control Board for their consideration. When the Contractor is notified by the Engineer that a modification to the agreements and/or permits is under consideration, no work shall be performed which is inconsistent with the original agreement or proposed modification until the Agencies take action on the proposed modifications. Compensation for delay will be determined in conformance with the provisions in Section 8-1.09, "Right of Way Delays," of the Standard Specifications. The provisions of this section shall be made a part of every subcontract executed pursuant to this contract. Modifications to any agreement between the City of San Bernardino, Department of Fish and Game, United States Fish and Wildlife Service and Regional Water Quality Control Board will be fully binding on the Contractor. Any violations or fines associated with these agreements and/or permits will be the responsibility of the Contractor and no additional compensation will be allowed therefor. The provisions of this section shall be made a part of every subcontract executed pursuant to this contract. 5-1.04 BIRD PROTECTION The Department anticipates nesting or attempted nesting by migratory and nongame birds from March 15 to September 15. Stop all work within a 200-foot radius of the discovery except as specified in the following table: Old Waterman Canyon Road Bridge(Rehabilitation) 6 Radii Exceptions Species Work stoppage radii(feet) Sensitive Species and/or Raptors * I 500 *As determined by a qualified biologist. 5-1.05 RELATIONS WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD This project lies within the boundaries of the Santa Ana Regional Water Quality Control Board (RWQCB). The State Water Resources Control Board (SWRCB) has issued to the Department a permit ,;. that governs storm water and non-storm water discharges from the Department's properties, facilities, and activities. The Department's permit is entitled "Order No. 99 - 06 - DWQ, NPDES No. CAS000003, National Pollutant Discharge Elimination System (NPDES) Permit, Statewide Storm Water Permit and Waste Discharge Requirements (WDRs) for the State of California, Department of Transportation (Caltrans)." Copies of the Department's permit are available for review from the SWRCB, Division of Water Quality, 1001 "I" Street, P.O. Box 100, Sacramento, California 95812-0100, Telephone fax: (916) 341-5463 and may also be obtained at: http://www.waterboards.ca.gov/water issues/programs/stormwater/caltrans.shtml The Department's permit references and incorporates by reference the current statewide general permit issued by the SWRCB entitled "Order No. 2009-0009-DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge Requirements for Discharges of Storm Water Runoff Associated with Construction and Land ffi*' Disturbance Activities" that regulates discharges of storm water and non-storm water from construction activities disturbing one acre or more of soil in a common plan of development. Copies of the statewide permit and modifications thereto are available for review from the SWRCB, Division of Water Quality, 1001 "I" Street, P.O. Box 100, Sacramento, California 95812-0100, Telephone fax: (916) 341-5463 and may also be obtained at: http://www.waterboards.ca.gov/water issues/programs/stormwater/construction.shtml The NPDES permits that regulate this project, as referenced above, are collectively referred to in this section as the "permits." This project shall conform to the permits and modifications thereto. The Contractor shall maintain copies of the permits at the project site and shall make them available during construction. The Contractor shall know and comply with provisions of Federal, State, and local regulations and requirements that govern the Contractor's operations and storm water and non-storm water discharges from the project site and areas of disturbance outside the project "A limits during construction. Attention is directed to Sections 7-1.01, "Laws to be Observed," 5- 1.18, "Property and Facility Preservation," 7-1.12, "Indemnification and Insurance," and 9- 1.07E(5), "Penalty Withholds," of the Standard Specifications. The Contractor shall notify the Engineer immediately upon request from the regulatory 0. agencies to enter, inspect, sample, monitor, or otherwise access the project site or the Contractor's records pertaining to water pollution control work. The Contractor and the Department shall provide copies of correspondence, notices of violation, enforcement actions, or proposed fines by regulatory agencies to the requesting regulatory agency. Old Waterman Canyon Road Bridge(Rehabilitation) 7 SECTION 6. (BLANK) SECTION 7. (BLANK) SECTION 8. MATERIALS SECTION 8-1. MISCELLANEOUS 8-1.01 PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS The Department maintains the following list of Prequalified and Tested Signing and Delineation Materials. The Engineer shall not be precluded from sampling and testing products on the list of Prequalified and Tested Signing and Delineation Materials. The manufacturer of products on the list of Prequalified and Tested Signing and Delineation Materials shall furnish the Engineer a Certificate of Compliance in conformance with the provisions in Section 6-1.07, "Certificates of Compliance," of the Standard Specifications for each type of traffic product supplied. For those categories of materials included on the list of Prequalified and Tested Signing and Delineation Materials, only those products shown within the listing may be used in the work. Other categories of products, not included on the list of Prequalified and Tested Signing and Delineation Materials, may be used in the work provided they conform to the requirements of the Standard Specifications. Materials and products may be added to the list of Prequalified and Tested Signing and Delineation Materials if the manufacturer submits a New Product Information Form to the New Product Coordinator at the Transportation Laboratory. Upon a Departmental request for samples, sufficient samples shall be submitted to permit performance of required tests. Approval of materials or products will depend upon compliance with the specifications and tests the Department may elect to perform. PAVEMENT MARKERS, PERMANENT TYPE Retroreflective With Abrasion Resistant Surface (ARS) ("length along the direction of travel" x "marker width") 1. Apex, Model 921 AR (4" x 4") 2. Ennis Paint, Models C88 (4" x 4"), 911 (4" x 4") and C8OFH (3.1" x 4.5") 3. Ray-O-Lite, Models "AN' ARC II (4" x 4") and ARC Round Shoulder(4" x 4") 4. 3M Series 290 (3.5" x 4") 5. 3M Series 290 PSA 6. Glowlite, Inc Model 988AR (4" x 4") Retroreflective With Abrasion Resistant Surface (ARS) (for recessed applications only) 1. Ennis Paint, Model 948 (2.3" x 4.7") 2. Ennis Paint, Model 944SB (2" x 4")* 3. Ray-O-Lite, Model 2002 (2" x 4.6") 4. Ray-O-Lite, Model 2004 (2" x 4")* *For use only in 4.5 inch wide (older) recessed slots Old Waterman Canyon Road Bridge(Rehabilitation) 8 Non-Reflective,4-inch Round 1. Apex Universal (Ceramic) 2. Apex Universal, Models 929 (ABS) and 929PP (Polypropylene) 3. Glowlite, Inc. (Ceramic) and PP (Polypropylene) 4. Hi-Way Safety, Inc., Models P20-2000W and 2001Y (ABS) 5. Interstate Sales, "Diamond Back" (Polypropylene) 6. Novabrite Models Cdot (White) Cdot-y(Yellow), Ceramic 7. Novabrite Models Pdot-w (White) Pdot-y(Yellow), Polypropylene 8. Three D Traffic Works TD10000 (ABS), TD10500 (Polypropylene) 9. Ray-O-Lite, Ray-O-Dot (Polypropylene) PAVEMENT MARKERS, TEMPORARY TYPE Temporary Markers For Long Term Day/Night Use (180 days or less) 1. Vega Molded Products "Temporary Road Marker" (3" x 4") 2. Pexco LLC, Halftrack model 25, 26 and 35 Temporary Markers For Short Term Day/Night Use (14 days or less) 0. (For seal coat or chip seal applications, clear protective covers are required) 1. Apex Universal, Model 932 .l 2. Pexco LLC, Models T.O.M., T.R.P.M., and "HH" (High Heat) 3. Hi-Way Safety, Inc., Model 1280/1281 4. Glowlite, Inc., Model 932 STRIPING AND PAVEMENT MARKING MATERIAL Permanent Traffic Striping and Pavement Marking Tape 1. Advanced Traffic Marking, Series 300 and 400 00 2. Brite-Line, Series 1000 3. Brite-Line, "DeltaLine XRP" 4. Swarco Industries, "Director 35" (For transverse application only) 5. Swarco Industries, "Director 60" 6. 3M, "Stamark" Series 380 and 270 ES 7. 3M, "Stamark" Series 420 (For transverse application only) Temporary (Removable) Striping and Pavement Marking Tape (180 days or less) I. Advanced Traffic Marking, Series 200 2. Brite-Line, "Series 100", "Deltaline TWR" 3. Garlock Rubber Technologies, Series 2000 4. P.B. Laminations, Aztec, Grade 102 5. Swarco Industries, "Director-2", "Director 2-Wet Reflective" 6. Trelleborg Industries, R140 Series 7. 3M Series 620 "CR", Series 780 and Series 710 8. 3M Series A145, Removable Black Line Mask (Black Tape: for use only on Hot mix asphalt surfaces) 9. Advanced Traffic Marking Black "Hide-A-Line" (Black Tape: for use only on Hot mix asphalt surfaces) 10. Brite-Line "BTR" Black Removable Tape (Black Tape: for use only on Hot mix asphalt surfaces) 11. Trelleborg Industries, RB-140 Old Waterman Canyon Road Bridge(Rehabilitation) 9 (Black Tape: for use only on Hot mix asphalt surfaces) Preformed Thermoplastic (Heated in place) 1. Flint Trading Inc., "Hot Tape" 2. Flint Trading Inc., "Premark Plus" 3. Flint Trading Inc., "Flametape" Ceramic Surfacing Laminate, 6" x 6" 1. Highway Ceramics, Inc. CLASS 1 DELINEATORS One Piece Driveable Flexible Type, 66-inch 1. Pexco LLC, "Flexi-Guide Models 400 and 566" 2. Carsonite, Curve-Flex CFRM-400 3. Carsonite, Roadmarker CRM-375 4. FlexStake, Model 654 TM 5. GreenLine Model CGD 1-66 Special Use Type, 66-inch 1. Pexco LLC, Model FG 560 (with 18-inch U-Channel base) 2. Carsonite, "Survivor" (with 18-inch U-Channel base) 3. Carsonite, Roadmarker CRM-375 (with 18-inch U-Channel base) 4. FlexStake, Model 604 5. GreenLine Model CGD (with 18-inch U-Channel base) 6. Impact Recovery Model D36, with#105 Driveable Base 7. Safe-Hit with 8-inch pavement anchor (SH248-GP1) 8. Safe-Hit with 15-inch soil anchor (SH248-GP2) and with 18-inch soil anchor (SH248-GP3) 9. Safe-Hit RT 360 Post with Soil Mount Anchor(GPS) 10. Shur-Tite Products, Shur-Flex Drivable Surface Mount Type,48-inch 1. Bent Manufacturing Company, Masterflex Model MFEX 180-48 2. Carsonite, "Channelizer" 3. FlexStake, Models 704, 754 TM, and EB4 4. Impact Recovery Model D48, with#101 Fixed (Surface-Mount) Base 5. Three D Traffic Works "Channelflex" ID No. 522248W 6. Flexible Marker Support, Flexistiff Model C-9484 7. Safe-Hit, SH 248 SMR CHANNELIZERS Surface Mount Type,36-inch 1. Bent Manufacturing Company, Masterflex Models MF-360-36 (Round) MF-180-36 (Flat) and MFEX 180-36 2. Pexco LLC, Flexi-Guide Models FG300PE, FG300UR, and FG300EFX 3. Carsonite, "Super Duck" (Round SDR-336) 4. Carsonite, Model SDCF03601 MB "Channelizer" Old Waterman Canyon Road Bridge(Rehabilitation) 10 5. FlexStake, Models 703, 753 TM, and EB3 6. GreenLine, Model SMD-36 7. Hi-way Safety, Inc. "Channel Guide Channelizer" Model CGC36 8. Impact Recovery Model D36, with #101 Fixed (Surface-Mount) Base 9. Safe-Hit, Guide Post, Model SH236SMA and Dura-Post, Model SHL36SMA 10. Three D Traffic Works "Boomerang" 5200 Series 11. Flexible Marker Support, Flexistiff Model C-9484-36 ;. 12. Shur-Tite Products, Shur-Flex Lane Separation System 1. Pexco LLC, "Flexi-Guide (FG) 300 Curb System" 2. Qwick Kurb, "Klemmfix Guide System" 3. Dura-Curb System 4. Tuff Curb 5. FG 300 Turnpike Curb 6. Shur-Tite Products, SHUR-Curb , Model No. SF0200 CONICAL DELINEATORS,42-inch (For 28-inch Traffic Cones, see Standard Specifications) 1. Bent Manufacturing Company "T-Top", TDSC Series a , 2. Plastic Safety Systems "Navigator-42" 3. TrafFix Devices "Grabber" 4. Three D Traffic Works "Ringtop" TD7000, ID No. 742143 5. Three D Traffic Works, TD7500 6. Work Area Protection Corp. C-42 7. Custom-Pak 4600 (Part No. 93005-0001) 8. Plasticade, Navicade, 650 R1 = ° OBJECT MARKERS Type "K", 18-inch 1. Pexco LLC, Model FG318PE 2. Carsonite, Model SMD 615 b , 3. FlexStake, Model 701 KM 4. Safe-Hit, Model SH718SMA Type "Q" Object Markers, 24-inch 1. Bent Manufacturing "Masterflex" Model MF-360-24 2. Pexco LLC, Model FG324PE 3. Carsonite, "Channelizer" 4. FlexStake, Model 701 KM 5. Safe-Hit, Models SH824SMA_WA and SH824GP3_WA 1 6. Three D Traffic Works ID No. 531702W and TD 5200 7. Three D Traffic Works ID No. 520896W 8. Safe-Hit, Dura-Post SHLQ-24" 9. Flexible Marker Support, IMC 9484-24 Old Waterman Canyon Road Bridge(Rehabilitation) 11 CONCRETE BARRIER MARKERS AND TEMPORARY RAILING (TYPE K) REFLECTORS Impactable Type 1. ARTUK, "FB" 2. Pexco LLC, Models PCBM-12 and PCBM-T12, PCBM 912 3. Duraflex Corp., "Flexx 2020" and "Electriflexx" 4. Hi-Way Safety, Inc., Model GMKRM100 5. Plastic Safety Systems "BAM" Models OM-BARR and OM-BWAR 6. Three D Traffic Works "Roadguide" Model TD 9300 Non-Impactable Type 1. ARTUK, JD Series 2. Plastic Safety Systems "BAM" Models OM-BITARW and OM-BITARA 3. Vega Molded Products, Models GBM and JD 4. Plastic Vacuum Forming, "Cap-It C400" METAL BEAM GUARD RAIL POST MARKERS (For use to the left of traffic) 1. Pexco LLC, "Mini" (3" x 10"), I-Flex 2. Creative Building Products, "Dura-Bull, Model 11201" 3. Duraflex Corp., "Railrider" 4. Plastic Vacuum Forming, "Cap-It C300" CONCRETE BARRIER DELINEATORS, 16-inch (For use to the right of traffic) 1. Pexco LLC, Model PCBM T-16 2. Safe-Hit, Model SH216RBM 3. Three D Traffic Works "Roadguide" Model 9400 CONCRETE BARRIER-MOUNTED MINI-DRUM (10" x 14" x 22") 1. Stinson Equipment Company "SaddleMarker" GUARD RAILING DELINEATOR (Place top of reflective element at 48 inches above plane of roadway) Wood Post Type, 27-inch 1. Pexco LLC, FG 427 and FG 527 2. Carsonite, Model 427 3. FlexStake, Model 102 GR 4. GreenLine GRD 27 5. Safe-Hit, Model SH227GRD 6. Three D Traffic Works "Guardflex" TD9100 7. New Directions Mfg, NDM27 8. Shur-Tite Products, Shur-Tite Flat Mount 9. Glasforms, Hiway-Flex, GR-27-00 Barrier, Guardrail Visibility Enhancement 1. UltraGuard Safety System, Potters Industries, Inc. Old Waterman Canyon Road Bridge(Rehabilitation) 12 Steel Post Type 1. Carsonite, Model CFGR-327 RETROREFLECTIVE SHEETING Channelizers, Barrier Markers, and Delineators 1. Avery Dennison T-6500 Series (For rigid substrate devices only) 2. Avery Dennison WR-7100 Series 3. Nippon Carbide Industries, Flexible Ultralite Grade(ULG) II 4. Reflexite, PC-1000 Metalized Polycarbonate 5. Reflexite, AC-1000 Acrylic 6. Reflexite, AP-1000 Metalized Polyester #64r 7. Reflexite, Conformalight, AR-1000 Abrasion Resistant Coating 8. 3M, High Intensity Traffic Cones, 4-inch and 6-inch Sleeves 1. Nippon Carbide Industries, Flexible Ultralite Grade(ULG) II 2. Reflexite, Vinyl, "TR" (Semi-transparent) or "Conformalight", C85 3. 3M Series 3840, Series 3340 �.. 4. Avery Dennison S-9000C Drums 1. Avery Dennison WR-6100 2. Nippon Carbide Industries, Flexible Ultralite Grade(ULG) II 3. Reflexite, "Conformalight", "Super High Intensity" or "High Impact Drum Sheeting" 4. 3M Series 3810 Barricade Sheeting: Type I, Medium-Intensity (Typically Enclosed Lens, Glass-Bead Element) Nippon Carbide Industries, CN8117 2. Avery Dennison, W 1100 series 3. 3M Series CW 44 Barricade Sheeting: Type II, Medium-High-Intensity (Typically Enclosed Lens, Glass-Bead Element) 1. Avery Dennison, W-2100 Series Barricade Sheeting: Type IV, High Intensity (Typically Unmetalized Microprismatic Retroreflective Element) mt 1. 3M Series 3334/3336 Vertical Clearance Signs: Structure Mounted 1. 3M Model 4061, Diamond Grade DG3, Fluorescent Yellow Signs: Type II, Medium-High-Intensity (Typically Enclosed Lens, Glass-Bead Element) 1. Avery Dennison, T-2500 Series Old Waterman Canyon Road Bridge(Rehabilitation) 13 2. Nippon Carbide Industries, Nikkalite 18000 Signs: Type III, High-Intensity(Typically Encapsulated Glass-Bead Element) 1. Avery Dennison, T-5500A and T-6500 Series 2. Nippon Carbide Industries, Nikkalite Brand Ultralite Grade II 3. 3M 3870 and 3930 Series 4. Changzhou Hua R Sheng, Series TM 1200 5. Oracal, Oralite Series 5800 Signs: Type IV, High-Intensity (Typically Unmetallized Microprismatic Element) 1. Avery Dennison, T-6500 Series 2. Nippon Carbide Industries, Crystal Grade, 94000 Series 3. Nippon Carbide Industries, Model No. 94847 Fluorescent Orange 4. 3M Series 3930 and Series 3924S Signs: Type VI, Elastomeric (Roll-Up) High-Intensity,without Adhesive 1. Avery Dennison, WU-6014 2. Novabrite LLC, "Econobrite" 3. Reflexite "Vinyl" 4. Reflexite "SuperBright" 5. Reflexite "Marathon" 6. 3M Series RS20 Signs: Type VIII, Super-High-Intensity (Typically Unmetallized Microprismatic Element) 1. Avery Dennison, T-7500 Series 2. Avery Dennison, T-7511 Fluorescent Yellow 3. Avery Dennison, T-7513 Fluorescent Yellow Green 4. Avery Dennison, W-7514 Fluorescent Orange 5. Nippon Carbide Industries, Nikkalite Crystal Grade Series 92800 6. Nippon Carbide Industries, Nikkalite Crystal Grade Model 92847 Fluorescent Orange Signs: Type IX, Very-High-Intensity (Typically Unmetallized Microprismatic Element) 1. 3M VIP Series 3981 Diamond Grade Fluorescent Yellow 2. 3M VIP Series 3983 Diamond Grade Fluorescent Yellow/Green 3. 3M VIP Series 3990 Diamond Grade 4. Avery Dennison T-9500 Series 5. Avery Dennison, T9513, Fluorescent Yellow Green 6. Avery Dennison, W9514, Fluorescent Orange 7. Avery Dennison, T-9511 Fluorescent Yellow Signs: Type XI, Very High Intensity (Typically Unmetallized Microprismatic Element) 1 3M Diamond Grade, DG3, Series 4000 2. 3M Diamond Grade, DG3, Series 4081, Fluorescent Yellow 3. 3M Diamond Grade, DG3, Series 4083, Fluorescent Yellow/Green 4. 3M Diamond Grade, DG3, Series 4084, Fluorescent Orange Old Waterman Canyon Road Bridge(Rehabilitation) 14 5. Avery Dennison, OmniCube, T-11500 Series 6. Avery Dennison, OmniCube, T-11511, Fluorescent Yellow 7. Avery Dennison, OmniCube, T-11513, Fluorescent Yellow Green 8. Avery Dennison, OmniCube, W-11514 Fluorescent Orange SPECIALTY SIGNS 1. Reflexite "Endurance" Work Zone Sign (with Semi-Rigid Plastic Substrate) ALTERNATIVE SIGN SUBSTRATES Fiberglass Reinforced Plastic (FRP) and Expanded Foam PVC 1. Fiber-Brite (FRP) 2. Sequentia, "Polyplate" (FRP) 3. Inteplast Group "InteCel" (0.5 inch for Post-Mounted CZ Signs, 48-inch or less)(PVC) Aluminum Composite, Temporary Construction Signs and Permanent Signs up to 4 a foot, 7 Inches 1. Alcan Composites "Dibond Material, 80 mils" 2. Mitsubishi Chemical America, Alpolic 350 Of, 3. Bone Safety Signs, Bone Light ACM (temporary construction signs only) 4. Kommerling, USA, KomAlu 3 mm 8-1.02 SLAG AGGREGATE Air-cooled iron blast furnace slag shall not be used to produce aggregate for any portion of this project. SECTION 8-2. CONCRETE 8-2.01 PORTLAND CEMENT CONCRETE Portland cement concrete shall conform to the provisions in Section 90, "Portland Cement Concrete," of the Standard Specifications and these special provisions. 4 STRENGTH DEVELOPMENT TIME The time allowed to obtain the minimum required compressive strength as specified in Section 90-1.01, "Description," of the Standard Specifications will be 56 days when the Contractor chooses cementitious material that satisfies the following equation: - (41 x UF) + (19 x F) + (11 xSL) > 7.0 TC Where: F = Fly ash or natural pozzolan conforming to the requirements in AASHTO .44, Designation: M 295, Class F or N, including the amount in blended cement, pounds per cubic yard. F is equivalent to the sum of FA and FB as defined in Section 90-2.01C, "Required Use of Supplementary Cementitious Materials," of the Standard Specifications Old Waterman Canyon Road Bridge(Rehabilitation) 15 SL = GGBFS, including the amount in blended cement, pounds per cubic yard UF = Silica fume, metakaolin, or UFFA, including the amount in blended cement, pounds per cubic yard TC = Total amount of cementitious material used, pounds per cubic yard For concrete satisfying the equation above, the Contractor shall test for the modulus of rupture or compressive strength specified for the concrete involved, at least once every 500 cubic yards, at 28, 42, and 56 days. The Contractor shall submit test results to the Engineer and the Transportation Laboratory, Attention: Office of Concrete Materials. SUPPLEMENTARY CEMENTITIOUS MATERIALS The Contractor may use rice hull ash as a supplementary cementitious material (SCM) to make minor concrete. Rice hull ash shall conform to the requirements in AASHTO Designation: M 321 and the following chemical and physical requirements: Chemical Requirements Percent Silicon Dioxide(Si02)a 90 min. Loss on ignition 5.0 max. Total Alkalies(as Na20)equivalent 3.0 max. Physical Requirements I Percent Particle size distribution Less than 45 microns 95 Less than 10 microns 50 Strength Activity Index with portland cement b 7 days 95 (minimum%of control) 28 days 110(minimum%of control) Expansion at 16 days when testing job materials in 0.10 max. conformance with ASTM C 1567 c Surface Area when testing by nitrogen adsorption in 40.0 m2/g min. conformance with ASTM D 5604 Notes: a A maximum of 1.0%of the Si02 may exist in crystalline form. b When tested in conformance with the requirements for strength activity testing of silica fume in AASHTO Designation: M 307 In the test mix,Type II or Type V portland cement shall be replaced with at least 12%RHA by weight. For the purposes of calculating cementitious material requirements in Section 90-2.O1C, "Required Use of Supplementary Cementitious Materials," of the Standard Specifications and these special provisions, rice hull ash is considered to be represented by the variable UF. SECTION 8-3. (BLANK) SECTION 9. DESCRIPTION OF BRIDGE WORK Bridge work consists in general, of removing portions of the existing bridge, including unsound concrete, constructing a new bridge girder on the upstream edge of the bridge deck, patching spalls on the existing bridge girders, filling void spaces below the existing concreted rock drop structure at the downstream edge of the bridge with a combination of concreted rock and pumped grout backfill, constructing concreted rock wingwall support on the south bank of Old Waterman Canyon Road Bridge(Rehabilitation) 16 the existing creek, extending downstream from the end of the existing wingwall to form a smooth transition to the existing slope, and filling in the existing void space below the wingwall from the invert to a level approximately two feet above the top of the existing wingwall footing, as shown on the project plans, and constructing new concrete barriers on the edges of the bridge, along with approach metal beam guard railing on each corner of the bridge. SECTION 10. CONSTRUCTION DETAILS SECTION 10-1. GENERAL 10-1.01 ORDER OF WORK Order of work shall conform to the provisions in Section 5-1.05, "Order of Work," of the Specifications and these special provisions. Traffic control system shall be placed before any work begins at the project site. Placement of temporary fiber roll and temporary silt fence shall be completed before any other work is The temporary clear water diversion shall be developed before work begins which could generate dust or debris. Attention is directed to Section 3-1.01, "Species Protection" of these special provisions. Any work performed by the Contractor that is not in compliance with the environmental permits or agreements discussed in the Environmental Specifications shall be halted by the Biological Monitor. Prior to commencement of any work on the project, a Contractors Education Program shall be provided to all personnel (including temporary contractors and subcontractors) over the life of the project by the City supplied Biological Monitor. Prior to conducting any work onsite, personnel will be instructed regarding: a) the purpose of resource protection, b) the conservation measures that will be implemented in conjunction with project construction, and c) the general provisions of the Endangered Species Act. Under the supervision and observation of the City supplied Biological Monitor; clearing, grubbing, and grading activities can commence. The City supplied Biological Monitor will observe and monitor all clearing, grubbing, and grading activities. The City supplied Biological Monitor will periodically monitor the project construction activities throughout the life of the project to ensure compliance with the Biological Opinion issued by the US Fish and Wildlife Service for the construction of the project. In addition, the City supplied Biological Monitor will also ensure compliance with the Section 404 Permit (Army Corps of Engineers), Section 401 Permit (Regional Water Quality Control Board), Section 1602 Permit(California Department of Fish and Game). Attention is directed to, "Erosion Control (Hydroseed)" of these special provisions. 10-1.02 WATER POLLUTION CONTROL GENERAL Summary This work includes developing and implementing a water pollution control program (WPCP) for projects where soil disturbance from work activities will be one of the following: 1. Less than 1 acre 2. Less than 5 acres if the project has an Environmental Protection Agency Small Construction Project Erosivity Waiver referred to herein as "Erosivity Waiver" Waterman Canyon Road Bridge(Rehabilitation) 17 Information on forms, reports, and other documents can be found in the following Department manuals: 1. Field Guide for Construction Site Dewatering 2. Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual 3. Construction Site Best Management Practices (BMP) Manual For the above-referenced manuals, go to the Department's Web site for the Division of Construction, Storm Water and Water Pollution Control Information or the Department's Publication Distribution Unit. Do not start job site activities until: 1. The WPCP is approved. 2. WPCP review requirements have been fulfilled. If the Regional Water Quality Control Board (RWQCB) requires time for review, allow 30 days for the review. For projects in the Lake Tahoe Hydrologic Unit and the Mammoth Lakes Hydrologic Unit, the Lahontan RWQCB will review the WPCP. The following RWQCBs will review the approved WPCP: 1. Santa Ana If you operate a Contractor-support facility, protect stormwater systems and receiving waters from the discharge of potential pollutants by using water pollution control practices. Contractor-support facilities include: 1. Staging areas 2. Storage yards for equipment and materials 3. Mobile operations 4. Batch plants for PCC and HMA 5. Crushing plants for rock and aggregate 6. Other facilities installed for your convenience, such as haul roads If you obtain or dispose of material at a noncommercially operated borrow or disposal site, prevent water pollution due to erosion at the site during and after completion of your activities. Upon completion of your work, leave the site in a condition such that water will not collect or stand therein. The Department does not pay for water pollution control practices at Contractor-support facilities and noncommercially operated borrow or disposal sites. Definitions construction phase: Includes (1) highway construction phase for building roads and structures, (2) plant establishment and maintenance phase for placing vegetation for final stabilization, and (3) suspension phase for suspension of work activities or winter shutdown. The construction phase continues from the start of work activities to contract acceptance. inactive area: Area where soil-disturbing work activities have not occurred within 15 days. Old Waterman Canyon Road Bridge(Rehabilitation) 18 qualifying rain event: Storm that produces at least 0.5 inch of precipitation with a 48-hour or greater period between rain events. storm event: Storm that produces or is forecasted to produce at least 0.10 inch of precipitation within a 24-hour period. Submittals General Within 7 days after contract approval: 1. Submit 2 copies of your WPCP for review. Allow 7 days for the Department's review. .- The Engineer provides comments and specifies the date when the review stopped if revisions are required. 2. Resubmit a revised WPCP within 7 days of receiving the Engineer's comments. The Department's review resumes when the complete WPCP has been resubmitted. 3. When the Engineer approves the WPCP, submit an electronic copy and 3 printed copies of the approved WPCP. 4. If the RWQCB requires review of the approved WPCP, the Engineer submits the approved WPCP to the RWQCB for its review and comment. 5. If the Engineer orders changes to the WPCP based on the RWQCB's comments, amend the WPCP within 3 business days. A qualified SWPPP practitioner (QSP) or qualified SWPPP developer (QSD) must prepare the WPCP. The WPCP must comply with the Department's Storm Water Pollution Prevention Plan (SWPPP) and Water Pollution Control Plan (WPCP) Preparation Manual and must: 1. Show the location of disturbed soil areas, water bodies, and water conveyances 2. Describe the work involved in the installation, maintenance, repair, and removal of temporary water pollution control practices 3. Show the locations and types of water pollution control practices that will be used for: 3.1. Stormwater and nonstormwater in areas outside the job site but related to work activities, including: 3.1.1. Staging areas 3.1.2. Storage yards 3.1.3. Access roads 3.2. Activities or mobile activities related to all NPDES permits 3.3. Contractor-support facilities 4. Show the locations and types of temporary water pollution control practices that will be used in the work for each construction phase 5. Show the locations and types of water pollution control practices that will be installed permanently under the contract 6. Include a schedule showing when: Old Waterman Canyon Road Bridge(Rehabilitation) 19 6.1. Work activities will be performed that could cause the discharge of pollutants into stormwater 6.2. Water pollution control practices associated with each construction phase will be implemented 6.3. Soil stabilization and sediment control practices for disturbed soil areas will be implemented 7. Include a copy of permits obtained by the Department, including Fish & Game permits, US Army Corps of Engineers permits, RWQCB 401 certifications, aerially deposited lead variance from the Department of Toxic Substance Control, aerially deposited lead variance notification, and RWQCB waste discharge requirements for aerially deposited lead reuse Amend the WPCP whenever: 1. Changes in work activities could affect the discharge of pollutants 2. Water pollution control practices are added by Contract Change Order 3. Water pollution control practices are added at your discretion 4. Changes in the quantity of disturbed soil are substantial 5. Objectives for reducing or eliminating pollutants in stormwater discharges have not been achieved 6. Project receives a written notice or order from the RWQCB or any other regulatory agency Allow the same review time for amendments to the WPCP as for the original WPCP. Information After Storm Event Within 48 hours after the conclusion of a storm event resulting in a discharge, after a nonstormwater discharge, or after receiving a written notice or an order from the RWQCB or another regulatory agency, the WPC manager must submit the following information: 1. Date, time, location, and nature of the activity and the cause of the notice or order 2. Type and quantity of discharge 3. Water pollution control practices in use before the discharge or before receiving the notice or order 4. Description of water pollution control practices and corrective actions taken to manage the discharge or cause of the notice Training Records Submit water pollution control training records for all employees and subcontractors who will he working at the job site. Include the training subjects, training dates, ongoing training, and tailgate meetings with your submittal. Submit records for: 1. Existing employees within 5 business days of obtaining WPCP approval 2. New employees within 5 business days of receiving the training 3. A subcontractor's employees at least 5 business days before the subcontractor starts work Old Waterman Canyon Road Bridge(Rehabilitation) 20 Contractor-support Facility At least 5 business days before operating any Contractor-support facility, submit: 1. A plan showing the location and quantity of water pollution control practices associated with the Contractor-support facility 2. A copy of the notice of intent approved by the RWQCB and the WPCP approved by the RWQCB if you will be operating a batch plant or a crushing plant under the General Industrial Permit Quality Control and Assurance Training Employees must receive initial water pollution control training before starting work at the job site. For your project managers, supervisory personnel, subcontractors, and employees involved in water pollution control work: 1. Provide stormwater training in the following subjects: 1.1. Water pollution control rules and regulations 1.2. Implementation and maintenance for: 1.2.1. Temporary soil stabilization 1.2.2. Temporary sediment control 1.2.3. Tracking control 1.2.4. Wind erosion control 1.2.5. Material pollution prevention and control 1.2.6. Waste management 1.2.7. Nonstormwater management 2. Conduct weekly training meetings covering: 2.1. Deficiencies and corrective actions for water pollution control practices 2.2. Water pollution control practices required for work activities during the week 2.3. Spill prevention and control 2.4. Material delivery, storage, usage, and disposal 2.5. Waste management ., 2.6. Nonstormwater management procedures Water Pollution Control Manager General The water pollution control (WPC) manager must be a QSP or QSD. Assign 1 WPC manager to implement the WPCP. You may assign a QSP or QSD other than the WPC manager to develop the WPCP. Qualifications Old Waterman Canyon Road Bridge(Rehabilitation) 21 A QSP must: 1. Have completed stormwater management training described in the Department's Web site for the Division of Construction, Storm Water and Water Pollution Control Information 2. Be certified for at least one of the following: 2.1. Certified Erosion, Sediment and Storm Water Inspector (CESSWI)TM registered through Enviro Cert International, Inc. 2.2. Certified Inspector of Sediment and Erosion Control (CISEC) registered through CISEC, Inc. 3. Have completed SWRCB approved QSP training and passed the QSP exam A QSD must: 1. Have completed stormwater management training described in the Department's Web site for the Division of Construction, Storm Water and Water Pollution Control Information 2. Be one or more of the following: 2.1. California registered civil engineer 2.2. California registered professional geologist or engineering geologist 2.3. California licensed landscape architect 2.4. Professional hydrologist registered through the American Institute of Hydrology 2.5. Certified Professional in Erosion and Sediment Control (CPESC)TM registered through Enviro Cert International, Inc. 2.6. Certified Professional in Storm Water Quality (CPSWQ)TM registered through Enviro Cert International, Inc. 2.7. Professional in erosion and sediment control registered through the National Institute for Certification in Engineering Technologies (NICET) 3. Have completed SWRCB approved QSD training and passed the QSD exam Responsibilities The WPC manager must: 1. Be responsible for water pollution control work 2. Be the primary contact for water pollution control work 3. Oversee: 3.1. Maintenance of water pollution control practices 3.2. Inspections of water pollution control practices identified in the WPCP 3.3. Inspections and reports for visual monitoring 3.4. BMP status reports 4. Oversee and enforce hazardous waste management practices including spill prevention and control measures 5. Have authority to mobilize crews to make immediate repairs to water pollution control practices Old Waterman Canyon Road Bridge(Rehabilitation) 22 6. Ensure that all employees have current water pollution control training 7. Implement the approved WPCP 8. Amend the WPCP if required 9. Be at the job site within 2 hours of being contacted 10. Have the authority to stop construction activities damaging water pollution control practices or causing water pollution MATERIALS Not Used CONSTRUCTION General Manage work activities in a way that reduces the discharge of pollutants to surface waters, groundwater, and separate municipal storm sewer systems. " Continue WPCP implementation during any suspension of work activities. You are responsible for delays and you must pay all costs associated with submitting a SWPPP due to your actions that result in one of the following: 1. 1 or more acres of soil disturbance on projects without an Erosivity Waiver 2. More than 5 acres of soil disturbance on projects with an Erosivity Waiver 3. Failure to comply with the schedule for soil disturbing activities for projects with an Erosivity Waiver if the delays void the Erosivity Waiver Install facilities and devices used for water pollution control practices before performing work activities. Install soil stabilization materials for water pollution control practices in all inactive areas or before storm events. Repair or replace water pollution control practices within 24 hours of discovering any unless a longer period is authorized. The Department does not pay for the cleanup, repair, removal, disposal, or replacement of water pollution control practices due to improper installation or your negligence. You may request changes to the water pollution control work or the Engineer may order changes to water pollution control work. Changes may include additional or new water pollution control practices. Additional water pollution control work is paid for as extra work under Section 4-1.03D, "Extra Work," of the Standard Specifications. Retain a printed copy of the approved WPCP at the job site. Monitoring -„ Monitor and inspect water pollution control practices at the job site. Notify the Engineer within 6 hours whenever any of the following occurs: 1. You identify discharges into receiving waters or drainage systems that are causing or cause water pollution 2. You receive a written notice or order for the project from the RWQCB or any other regulatory agency Monitor the National Weather Service's forecast on a daily basis. For the National Weather Service's forecast, go to the Web site for the National Weather Service. Old Waterman Canyon Road Bridge(Rehabilitation) 23 Inspections Use the Stormwater Site Inspection Report form for documenting site inspections. The WPC manager must oversee: 1. Inspections of water pollution control practices identified in WPCP: 1.1. Before a forecasted storm event 1.2. After a qualifying rain event that produces site runoff 1.3. At 24-hour intervals during extended storm events 1.4. On a predetermined schedule of at least once a week 2. Daily inspections of: 2.1. Storage areas for hazardous materials and waste 2.2. Hazardous waste disposal and transporting activities 2.3. Hazardous material delivery and storage activities 3. Inspections of: 3.1. Vehicle and equipment cleaning facilities: 3.1.1. Daily if vehicle and equipment cleaning occurs daily 3.1.2. Weekly if vehicle and equipment cleaning does not occur daily 3.2. Vehicle and equipment maintenance and fueling areas: 3.2.1. Daily if vehicle and equipment maintenance and fueling occurs daily 3.2.2. Weekly if vehicle and equipment maintenance and fueling does not occur daily 3.3. Vehicles and equipment at the job site for leaks and spills on a daily schedule. Verify that operators are inspecting vehicles and equipment each day of use. 3.4. Demolition sites within 50 feet of storm drain systems and receiving waters daily. 3.5. Pile driving areas for leaks and spills: 3.5.1. Daily if pile driving occurs daily 3.5.2. Weekly if pile driving does not occur daily 3.6. Temporary concrete washouts: 3.6.1. Daily if concrete work occurs daily 3.6.2. Weekly if concrete work does not occur daily 3.7. Paved roads at job site access points for street sweeping: 3.7.1. Daily if earthwork and other sediment or debris-generating activities occur daily 3.7.2. Weekly if earthwork and other sediment or debris-generating activities do not occur daily Old Waterman Canyon Road Bridge(Rehabilitation) 24 3.7.3. Within 24 hours of precipitation forecasted by the National Weather Service 3.8. Dewatering work: 3.8.1. Daily if dewatering work occurs daily 3.8.2. Weekly if dewatering work does not occur daily 3.9. Temporary active treatment system: 3.9.1. Daily if temporary active treatment system activities occur daily 3.9.2. Weekly if temporary active treatment system activities do not occur daily 3.10. Work over water: 3.10.1. Daily if work over water occurs daily 3.10.2. Weekly if work over water does not occur daily Deficiencies Whenever you or the Engineer identify a deficiency in the implementation of the approved WPCP, correct the deficiency: 1. Immediately, unless a later date is authorized 2. Before precipitation occurs The Department may correct the deficiency and deduct the cost of correcting the deficiency from payment if you fail to correct the deficiency by the agreed date or before the onset of precipitation. MEASUREMENT AND PAYMENT The contract lump sum price paid for prepare water pollution control program includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in developing and implementing a WPCP, including providing a WPC manager, conducting water pollution control training, and monitoring, inspecting and correcting water pollution control practices, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. The Department pays you for prepare water pollution control program as follows: 1. A total of 75 percent of the item total upon approval of the WPCP 2. A total of 100 percent of the item total upon contract acceptance 10-1.03 CONSTRUCTION SITE MANAGEMENT GENERAL A.. Summary This work includes preventing and controlling spills, dewatering, and managing materials, waste, and nonstormwater. Old Waterman Canyon Road Bridge(Rehabilitation) f. 25 Implement effective handling, storage, usage, and disposal practices to control material pollution and manage waste and nonstormwater at the job site before they come in contact with storm drain systems and receiving waters. The following abbreviations are used in this special provision: DTSC: Department of Toxic Substance Control. ELAP: Environmental Laboratory Accreditation Program. WPC: Water Pollution Control. Submittals Before you start dewatering, submit a dewatering and discharge work plan under Section 5- 1.02, "Plans and Working Drawings," of the Standard Specifications and "Water Pollution Control" of these special provisions. The dewatering and discharge work plan must include: 1. Title sheet and table of contents 2. Description of dewatering and discharge activities detailing locations, quantity of water, equipment, and discharge point 3. Estimated schedule for dewatering and discharge start and end dates of intermittent and continuous activities 4. Discharge alternatives, such as dust control or percolation 5. Visual monitoring procedures with inspection log 6. Copy of written approval to discharge into a sanitary sewer system at least 5 business days before starting discharge activities Submit the following: 1. Material Safety Data Sheet at least 5 business days before material is used or stored 2. Monthly inventory records for material used or stored Submit written approval from the local health agency, city, county, and sewer district before discharging from a sanitary or septic system directly into a sanitary sewer system. MATERIALS Not Used CONSTRUCTION Spill Prevention and Control General Keep material or waste storage areas clean, well organized, and equipped with enough cleanup supplies for the material being stored. Implement spill and leak prevention procedures for chemicals and hazardous substances stored on the job site. Whenever you spill or leak chemicals or hazardous substances at the job site, you are responsible for all associated cleanup costs and related liability. Report minor, semi-significant, and significant or hazardous spills to the WPC manager. The WPC manager must notify the Engineer immediately. As soon as it is safe, contain and clean up spills of petroleum materials and sanitary and septic waste substances listed under 40 CFR, Parts 110, 117, and 302. Old Waterman Canyon Road Bridge(Rehabilitation) 26 Minor Spills Minor spills consist of quantities of oil, gasoline, paint, or other materials that are small enough to be controlled by a 1st responder upon discovery of the spill. Clean up a minor spill using the following procedures: 1. Contain the spread of the spill 2. Recover the spilled material using absorption 3. Clean the contaminated area 4. Dispose of the contaminated material and absorbents promptly and properly under "Waste Management" of these special provisions Semi-Significant Spills Semi-significant spills consist of spills that can be controlled by a 1st responder with help from other personnel. Clean up a semi-significant spill immediately using the following procedures: 4k 1. Contain the spread of the spill. 2. On paved or impervious surfaces, encircle and recover the spilled material with absorbent materials. Do not allow the spill to spread widely. 3. If the spill occurs on soil, contain the spill by constructing an earthen dike and dig up the -... contaminated soil for disposal. 4. If the spill occurs during precipitation, cover the spill with 10-mil plastic sheeting or other material to prevent contamination of runoff. 5. Dispose of the contaminated material promptly and properly under "Waste Management" of these special provisions. Significant or Hazardous Spills Significant or hazardous spills consist of spills that cannot be controlled by job site personnel. Immediately notify qualified personnel of a significant or hazardous spill. Take the following steps: 1. Do not attempt to clean up the spill until qualified personnel have arrived 2. Notify the Engineer and follow up with a report 3. Obtain the immediate services of a spill contractor or hazardous material team 4. Notify local emergency response teams by dialing 911 and county officials by using the emergency phone numbers retained at the job site 5. Notify the California Emergency Management Agency State Warning Center at (916) 845-8911 6. Notify the National Response Center at (800) 424-8802 regarding spills of Federal reportable quantities under 40 CFR 110, 119, and 302 7. Notify other agencies as appropriate, including: w.; 7.1. Fire Department Old Waterman Canyon Road Bridge(Rehabilitation) 27 7.2. Public Works Department 7.3. Coast Guard 7.4. Highway Patrol 7.5. City Police or County Sheriffs Department 7.6. Department of Toxic Substances 7.7. California Division of Oil and Gas 7.8. Cal/OSHA 7.9. Regional Water Resources Control Board Prevent a spill from entering stormwater runoff before and during cleanup activities. Do not bury or wash the spill with water. Material Management General Minimize or eliminate discharge of material into the air, storm drain systems, and receiving waters while taking delivery of, using, or storing the following materials: 1. Hazardous chemicals, including acids, lime, glues, adhesives, paints, solvents, and curing compounds 2. Soil stabilizers and binders 3. Fertilizers 4. Detergents 5. Plaster 6. Petroleum materials, including fuel, oil, and grease 7. Asphalt and concrete components 8. Pesticides and herbicides Employees trained in emergency spill cleanup procedures must be present during the unloading of hazardous materials or chemicals. Use less hazardous materials if practicable. The following activities must be performed at least 100 feet from concentrated flows of stormwater, drainage courses, and inlets if within the floodplain and at least 50 feet if outside the floodplain, unless otherwise approved by the Engineer: 1. Stockpiling materials 2. Storing pile-driving equipment and liquid waste containers 3. Washing vehicles and equipment in outside areas 4. Fueling and maintaining vehicles and equipment Material Storage If materials are stored: 1. Store liquids, petroleum materials, and substances listed in 40 CFR 110, 117, and 302 and place them in secondary containment facilities as specified by US DOT for storage of hazardous materials. Old Waterman Canyon Road Bridge(Rehabilitation) 28 2. Secondary containment facilities must be impervious to the materials stored there for a minimum contact time of 72 hours. 3. Cover secondary containment facilities during non-working days and whenever precipitation is forecasted. Secondary containment facilities must be adequately ventilated. 4. Keep secondary containment facilities free of accumulated rainwater or spills. After precipitation, or in the event of spills or leaks, collect accumulated liquid and place it into drums within 24 hours. Handle the liquid as hazardous waste under "Waste Management" of these special provisions unless testing confirms that the liquid is nonhazardous. . 5. Do not store incompatible materials, such as chlorine and ammonia, in the same secondary containment facility. 6. Store materials in their original containers with the original material labels maintained in legible condition. Immediately replace damaged or illegible labels. 7. Secondary containment facilities must have the capacity to contain precipitation from a 24-hour-long, 25-year storm, plus 10 percent of the aggregate volume of all containers or the entire volume of the largest container within the facility, whichever is greater. 8. Store bagged or boxed material on pallets. Protect bagged or boxed material from wind and rain during non-working days and whenever precipitation is forecasted. 0 9. Provide sufficient separation between stored containers to allow for spill cleanup or emergency response access. Storage areas must be kept clean, well organized, and equipped with cleanup supplies appropriate for the materials being stored. 10. Repair or replace perimeter controls, containment structures, covers, and liners as •s necessary. Inspect storage areas before and after precipitation and at least weekly during other times. Stockpile Management Minimize stockpiling of materials at the job site. Implement water pollution control practices within 72 hours of stockpiling material or before a forecasted storm event, whichever occurs first. If stockpiles are being used, do not allow soil, sediment, or other debris to enter storm drains, open drainages, and watercourses. Active and inactive soil stockpiles must be: 1. Covered with soil stabilization material or a temporary cover 2. Surrounded with a linear sediment barrier Stockpiles of asphalt concrete and PCC rubble, HMA, aggregate base, or aggregate subbase must be: 1. Covered with a temporary cover 2. Surrounded with a linear sediment barrier Stockpiles of pressure-treated wood must be: 1. Placed on pallets 2. Covered with impermeable material Stockpiles of cold mix asphalt concrete must be: Old Waterman Canyon Road Bridge(Rehabilitation) 29 1. Placed on an impervious surface 2. Covered with an impermeable material 3. Protected from stormwater run-on and runoff Control wind erosion year round under Section 14-9.02, "Dust Control," of the Standard Specifications. Repair or replace linear sediment barriers and covers as needed to keep them functioning properly. Whenever sediment accumulates to 1/3 of the linear sediment barrier height, remove the accumulated sediment. Waste Management Solid Waste Do not allow litter, trash, or debris to accumulate anywhere on the job site, including storm drain grates, trash racks, and ditch lines. Pick up and remove litter, trash, and debris from the job site at least once a week. The WPC manager must monitor solid waste storage and disposal procedures on the job site. If practicable, recycle nonhazardous job site waste and excess material. If recycling is not practicable, dispose of it under Section 7-1.13, "Disposal of Materials Outside the Highway Right of Way," of the Standard Specifications. Furnish enough closed-lid dumpsters of sufficient size to contain the solid waste generated by work activities. When refuse reaches the fill line, empty the dumpsters. Dumpsters must be watertight. Do not wash out dumpsters at the job site. Furnish additional containers and pick up dumpsters more frequently during the demolition phase of construction. Solid waste includes: 1. Brick 2. Mortar 3. Timber 4. Metal scraps 5. Sawdust 6. Pipe 7. Electrical cuttings 8. Nonhazardous equipment parts 9. Styrofoam and other packaging materials 10. Vegetative material and plant containers from highway planting 11. Litter and smoking material, including litter generated randomly by the public 12. Other trash and debris Furnish and use trash receptacles in the job site yard, field trailers, and locations where workers gather for lunch and breaks. Hazardous Waste and Contamination If hazardous waste is, or will be, generated on the job site, the WPC manager must be thoroughly familiar with proper hazardous waste handling and emergency procedures under 40 Old Waterman Canyon Road Bridge(Rehabilitation) 30 CFR § 262.34(d)(5)(iii) and must have successfully completed training under 22 CA Code of Regs § 66265.16. The WPC manager must: 1. Oversee and enforce hazardous waste management practices 2. Inspect all hazardous waste storage areas daily, including all temporary containment facilities and satellite collection locations 3. Oversee all hazardous waste transportation activities on the job site Submit a copy of uniform hazardous waste manifest forms to the Engineer within 24 hours of transporting hazardous waste. Submit receiving landfill documentation of proper disposal to the Engineer within 5 business days of hazardous waste transport from the project. * ` Unanticipated Discovery of Asbestos and Hazardous Substances discovery of asbestos or a hazardous substance, comply with Section 14-11.02 "Asbestos and Hazardous Substances," of the Standard Specifications. Hazardous Waste Management Practices Handle, store, and dispose of hazardous waste under 22 CA Code of Regs Div 4.5. Use the following storage procedures: 1. Store hazardous waste and potentially hazardous waste separately from nonhazardous waste at the job site. 2. For hazardous waste storage, use metal containers approved by the United States Department of Transportation for the transportation and temporary storage of hazardous waste. 3. Store hazardous waste in sealed, covered containers labeled with the contents and accumulation start date under 22 CA Code of Regs, Div 4.5. Labels must comply with the provisions of 22 CA Code of Regs, Div 4.5.§ 66262.31 and § 66262.32. Immediately replace damaged or illegible labels. 4. Handle hazardous waste containers such that no spillage occurs. 5. Store hazardous waste away from storm drains, watercourses, moving vehicles, and equipment. 6. Furnish containers with adequate storage volume at convenient satellite locations for — hazardous waste collection. Immediately move these containers to secure temporary containment facilities when no longer needed at the collection location or when full. 7. Store hazardous waste and potentially hazardous waste in secure temporary containment enclosures having secondary containment facilities impervious to the materials stored there for a minimum contact-time of 72 hours. Temporary containment enclosures must be located away from public access. Acceptable secure enclosures include a locked chain link fenced area or a lockable shipping container located within the project limits. 8. Design and construct secondary containment facilities with a capacity to contain precipitation from a 24-hour-long, 25-year storm; and 10 percent of the aggregate volume °— of all containers, or the entire volume of the largest container within the facility, whichever is greater. Old Waterman Canyon Road Bridge(Rehabilitation) obi 31 9. Cover secondary containment facilities during non-working days and if a storm event is predicted. Secondary containment facilities must be adequately ventilated. 10. Keep secondary containment facility free of accumulated rainwater or spills. After a storm event, or in the event of spills or leaks, collect accumulated liquid and place into drums within 24 hours. Handle these liquids as hazardous waste unless testing determines them to be nonhazardous. 11. Do not store incompatible wastes, such as chlorine and ammonia, in the same secondary containment facility. 12. Provide sufficient separation between stored containers to allow for spill cleanup or emergency response access. Storage areas must be kept clean, well organized, and equipped with cleanup supplies appropriate for the wastes being stored. 13. Repair or replace perimeter controls, containment structures, covers, and liners as necessary. Inspect storage areas before and after a storm event, and at least weekly during other times. Do not: 1. Overfill hazardous waste containers 2. Spill hazardous waste or potentially hazardous waste 3. Mix hazardous wastes 4. Allow hazardous waste or potentially hazardous waste to accumulate on the ground Dispose of hazardous waste within 90 days of the start of generation. Use a hazardous waste manifest and a transporter registered with the DTSC and in compliance with the CA Highway Patrol Biennial Inspection of Terminals Program to transport hazardous waste to an appropriately permitted hazardous waste management facility. Dust Control for Hazardous Waste or Contamination Excavation, transportation, and handling of material containing hazardous waste or contamination must result in no visible dust migration. Have a water truck or tank on the job site at all times while clearing and grubbing and performing earthwork operations in work areas containing hazardous waste or contamination. Stockpiling of Hazardous Waste or Contamination Do not stockpile material containing hazardous waste or contamination unless ordered. Stockpiles of material containing hazardous waste or contamination must not be placed where affected by surface run-on or run-off Cover stockpiles with 13 mils minimum thickness of plastic sheeting or 1 foot of nonhazardous material. Do not place stockpiles in environmentally sensitive areas. Stockpiled material must not enter storm drains, inlets, or waters of the State. Contractor-Generated Hazardous Waste You are the generator of hazardous waste generated as a result of materials you bring to the job site. Use hazardous waste management practices if you generate waste on the job site from the following substances: Old Waterman Canyon Road Bridge(Rehabilitation) 32 1. Petroleum materials 2. Asphalt materials 3. Concrete curing compound 4. Pesticides 5. Acids 6. Paints 7. Stains 8. Solvents 9. Wood preservatives 10. Roofing tar 11. Road flares 12. Lime 13. Glues and adhesives 14. Materials classified as hazardous waste under 22 CA Code of Regs, Div 4.5 If hazardous waste constituent concentrations are unknown, use a laboratory certified by the under the California Department Of Public Health to analyze a minimum of 4 discrete m*, representative samples of the waste to determine whether it is a hazardous waste and to determine safe and lawful methods for storage and disposal. Perform sampling and analysis in compliance with US EPA Test Methods for Evaluating Solid Waste, Physical/Chemical Methods (SW-846) and under 22 CA Code of Regs, Div 4.5. Use your US EPA Generator Identification Number and sign hazardous waste manifests for the hazardous waste you generate. Identify contaminated soil resulting from spills or leaks by noticing discoloration, or differences in soil properties. Immediately notify the Engineer of spills or leaks. Clean up spills and leaks under the Engineer's direction and to the satisfaction of the Engineer. Soil with .�,. evidence of contamination must be sampled and analysis performed by a laboratory certified by d ELAP. If sampling and analysis of contaminated soil demonstrates that it is a hazardous waste, handle and dispose of the soil as hazardous waste. You are the generator of hazardous waste created as the result of spills or leaks for which you are responsible. Prevent the flow of water, including ground water, from mixing with contaminated soil by using one or a combination of the following measures: 0 1. Berms 2. Cofferdams a 3. Grout curtains 4. Freeze walls 5. Concrete seal course If water mixes with contaminated soil and becomes contaminated, sample and analyze the water using a laboratory certified by the ELAP. If analysis results demonstrate that the water is a hazardous waste, manage and dispose of the water as hazardous waste. Department-Generated Hazardous Waste If the Department is the generator of hazardous waste during the work performed on this project, use hazardous waste management practices. Old Waterman Canyon Road Bridge(Rehabilitation) , - 33 Labels must comply with the provisions of 22 CA Code of Regs § 66262.31 and § 66262.32. Mark labels with: 1. Date the hazardous waste is generated 2. The words "Hazardous Waste" 3. Composition and physical state of the hazardous waste (for example, asphalt grindings with thermoplastic or paint) 4. The word "Toxic" 5. Name, address, and telephone number of the Engineer 6. Contract number 7. Contractor or subcontractor name Handle the containers such that no spillage occurs. Hazardous Waste Transport and Disposal Dispose of hazardous waste within California at a disposal site operating under a permit issued by the DTSC. The Engineer will obtain the US EPA Generator Identification Number for hazardous waste disposal. The Engineer will sign all hazardous waste manifests. Notify the Engineer 5 business days before the manifests are to be signed. The Department will not consider you a generator of the hazardous waste and you will not be obligated for further cleanup, removal, or remedial action for such material if handled or disposed of under these specifications and the appropriate State and federal laws and regulations and county and municipal ordinances and regulations regarding hazardous waste. Paint Waste Clean water-based and oil-based paint from brushes or equipment within a contained area in a way that does not contaminate soil, receiving waters, or storm drain systems. Handle and dispose of the following as hazardous waste: paints, thinners, solvents, residues, and sludges that cannot be recycled or reused. When thoroughly dry, dispose of the following as solid waste: dry latex paint, paint cans, used brushes, rags, absorbent materials, and drop cloths. Concrete Waste Use practices to prevent the discharge of asphalt concrete, PCC, and HMA waste into storm drain systems and receiving waters. Collect and dispose of asphalt concrete, PCC, and HMA waste generated at locations where: 1. Concrete material, including grout, is used 2. Concrete dust and debris result from demolition 3. Sawcutting, coring, grinding, grooving, or hydro-concrete demolition creates a residue or slurry 4. Concrete trucks or other concrete-coated equipment is cleaned at the job site Old Waterman Canyon Road Bridge(Rehabilitation) 34 Sanitary and Septic Waste Do not bury or discharge wastewater from a sanitary or septic system within the highway. A sanitary facility discharging into a sanitary sewer system must be properly connected and free from leaks. Place a portable sanitary facility at least 50 feet away from storm drains, receiving waters, and flow lines. Comply with local health agency provisions if using an on-site disposal system. Liquid Waste Use practices that will prevent job-site liquid waste from entering storm drain systems and receiving waters. Liquid waste include the following: 1. Drilling slurries or fluids 2. Grease-free and oil-free wastewater and rinse water 3. Dredgings, including liquid waste from cleaning drainage systems 4. Liquid waste running off a surface, including wash or rinse water 5. Other nonstormwater liquids not covered by separate permits Hold liquid waste in structurally sound, leak-proof containers, such as roll-off bins or portable tanks. Liquid waste containers must be of sufficient quantity and volume to prevent overflow, spills, and leaks. Store containers at least 50 feet from moving vehicles and equipment. Remove and dispose of deposited solids from sediment traps unless the Engineer approves another method. Liquid waste may require testing to determine hazardous material content before disposal. Dispose of drilling fluids and residue. If a location approved by the Engineer is available within the job site, fluids and residue ,-. exempt under 23 CA Code of Regs § 2511(g) may be dried by evaporation in a leak-proof container. Dispose of the remaining as solid waste. 011te Nonstormwater Management Water Control and Conservation Manage water used for work activities in a way that will prevent erosion and the discharge of Pte. pollutants into storm drain systems and receiving waters. Obtain authorization before washing anything at the job site with water that could discharge into a storm drain system or receiving waters. Report discharges immediately. Implement water conservation practices if water is used at the job site. Inspect irrigation areas. Adjust watering schedules to prevent erosion, excess watering, or runoff. Shut off the water source to broken lines, sprinklers, or valves and repair breaks within 24 hours. Reuse water from waterline flushing for landscape irrigation if practicable. Sweep and vacuum paved areas. Do not wash paved areas with water. Direct runoff water, including water from water line repair, from the job site to areas where it IRM can infiltrate into the ground. Do not allow runoff water to enter storm drain systems and receiving waters. Do not allow spilled water to escape filling areas for water trucks. Direct water from off-site sources around the job site if practicable. Minimize the contact of off-site water with job site water. Old Waterman Canyon Road Bridge(Rehabilitation) , . 35 Illegal Connection and Discharge Detection and Reporting Before starting work, inspect the job site and the job site's perimeter for evidence of illicit connections, illegal discharges, and dumping. After starting work, inspect the job site and perimeter on a daily schedule for illicit connections and illegal dumping and discharges. Whenever illegal connections, discharges, or dumping are discovered, notify the Engineer immediately. Do not take further action unless ordered. Assume that unlabeled or unidentifiable material is hazardous. Look for the following evidence of illicit connections, illegal discharges, and dumping: I. Debris or trash piles 2. Staining or discoloration on pavement or soils 3. Pungent odors coming from drainage systems 4. Discoloration or oily sheen on water 5. Stains and residue in ditches, channels, or drain boxes 6. Abnormal water flow during dry weather 7. Excessive sediment deposits 8. Nonstandard drainage junction structures 9. Broken concrete or other disturbances at or near junction structures Vehicle and Equipment Cleaning Limit vehicle and equipment cleaning or washing at the job site except what is necessary to control vehicle tracking or hazardous waste. Notify the Engineer before cleaning vehicles and equipment at the job site with soap, solvents, or steam. Contain and recycle or dispose of resulting waste under "Waste Management" of these special provisions, whichever is applicable. Do not use diesel to clean vehicles or equipment. Minimize the use of solvents. Clean or wash vehicles and equipment in a structure equipped with disposal facilities. You may wash vehicles in an outside area if the area is: 1. Paved with asphalt concrete, HMA, or PCC 2. Surrounded by a containment berm 3. Equipped with a sump to collect and dispose of wash water Use as little water as practicable whenever washing vehicles and equipment with water. Hoses must be equipped with a positive shutoff valve. Discharge liquid from wash racks to a recycling system or to another system approved by the Engineer. Remove liquids and sediment as necessary. Vehicle and Equipment Fueling and Maintenance If practicable, perform maintenance on vehicles and equipment off-site. If fueling or maintenance must be done at the job site, assign a site or sites, and obtain authorization before using them. Minimize mobile fueling and maintenance activities. Fueling and maintenance activities must be performed on level ground in areas protected from stormwater run-on and runoff. Old Waterman Canyon Road Bridge(Rehabilitation) 36 Use containment berms or dikes around fueling and maintenance areas. Keep adequate quantities of absorbent spill-cleanup material and spill kits in the fueling or maintenance area and on fueling trucks. Dispose of spill-cleanup material and kits immediately after use under "Waste Management" of these special provisions. Use drip pans or absorbent pads during fueling or maintenance. Do not leave fueling or maintenance areas unattended during fueling and maintenance activities. Fueling nozzles must be equipped with an automatic shutoff control. Nozzles must be equipped with vapor-recovery fueling nozzles where required by the Air Quality Management District. Secure nozzles in an upright position when not in use. Do not top off fuel tanks. Recycle or properly dispose of used batteries and tires under "Waste Management" of these special provisions. If leaks cannot be repaired immediately, remove the vehicle or equipment from the job site. Material and Equipment Used Over Water Place drip pans and absorbent pads under vehicles and equipment used over water. Keep an adequate supply of spill-cleanup material with vehicles and equipment. Place drip pans or plastic sheeting under vehicles and equipment on docks, barges, or other surfaces over water whenever vehicles or equipment will be idle for more than 1 hour. Furnish watertight curbs or toe boards on barges, platforms, docks, or other surfaces over water to contain material, debris, and tools. Secure material to prevent spills or discharge into the water due to wind. Report discharges to receiving waters immediately upon discovery. Submit a discharge notification to the Engineer. Structure Removal Over or Adjacent to Water Do not allow demolished material to enter storm drain systems and receiving waters. Use covers and platforms approved by the Engineer to collect debris. Use attachments on equipment to catch debris during small demolition activities. Empty debris-catching devices daily. Paving, Sealing, Sawcutting, Grooving, and Grinding Activities Prevent material from entering storm drain systems and receiving waters including: 1. Cementitious material 2. Asphaltic material 3. Aggregate or screenings 4. Sawcutting, grooving, and grinding residue 5. Pavement chunks 6. Shoulder backing 7. Methacrylate 8. Sandblasting residue Cover drainage inlets and use linear sediment barriers to protect downhill receiving waters until paving, sealing, sawcutting, grooving, and grinding activities are completed and excess material has been removed. Cover drainage inlets and manholes during the application of seal , coat, tack coat, slurry seal, or fog seal. Old Waterman Canyon Road Bridge(Rehabilitation) w 37 Whenever precipitation is forecasted, limit paving, sawcutting, and grinding to places where runoff can be captured. Do not start seal coat, tack coat, slurry seal, or fog seal activities whenever precipitation is forecasted during the application and curing period. Do not excavate material from existing roadways during precipitation. Use a vacuum to remove slurry immediately after slurry is produced. Do not allow the slurry to run onto lanes open to traffic or off the pavement. Collect the residue from PC e grooving e the residue�ton the pavement vacuum ment or allowthe residue o flow the grinding machine. Do not 1 across pavement. You may stockpile material excavated from existing roadways under "Material Management" of these special provisions if approved by the Engineer. Do not coat asphalt trucks and equipment with substances that contain soap, foaming agents, or toxic chemicals. Park paving equipment over drip pans or plastic sheeting with absorbent material to catch drips if the paving equipment is not in use. Concrete Curing Do not overspray chemical curing compounds. Minimize the drift by spraying as close to the concrete as practicable. Do not allow runoff of curing compounds. Cover drainage inlets before applying the curing compound. Minimize the use and discharge of water by using wet blankets or similar methods to maintain moisture when concrete is curing. Concrete Finishing Collect and dispose of water and solid waste from high-pressure water blasting under "Waste Management" of these special provisions. Collect and dispose of sand and solid waste from sandblasting under "Waste Management" of these special provisions. Before sandblasting, cover drainage inlets within 50 feet of sandblasting. Minimize the drift of dust and blast material by keeping the nozzle close to the surface of the concrete. If the character of the blast residue is unknown,test it for hazardous materials and dispose of it properly. Inspect containment structures for concrete finishing for damage before each day of use and before forecasted precipitation. Remove liquid and solid waste from containment structures after each work shift. Sweeping Sweep by hand or mechanical methods, such as vacuuming. Do not use methods that use only mechanical kick brooms. Sweep paved roads at construction entrance and exit locations and paved areas within the job site: 1. During clearing and grubbing activities 2. During earthwork activities 3. During trenching activities 4. During roadway structural-section activities 5. When vehicles are entering and leaving the job site Old Waterman Canyon Road Bridge(Rehabilitation) 38 6. After soil-disturbing activities 7. After observing off-site tracking of material Monitor paved areas and roadways within the project. Sweep within: 1. 1 hour whenever sediment or debris is observed during activities that require sweeping 2. 24 hours whenever sediment or debris is observed during activities that do not require sweeping Remove collected material, including sediment, from paved shoulders, drain inlets, curbs and dikes, and other drainage areas. You may stockpile collected material at the job site under "Material Management" of these special provisions. If stockpiled, dispose of collected material at least once per week under "Waste Management" of these special provisions. You may dispose of sediment within the job site collected during sweeping activities. Protect the disposal areas against erosion. Keep dust to a minimum during street sweeping activities. Use water or a vacuum whenever dust generation is excessive or sediment pickup is ineffective. Remove and dispose of trash collected during sweeping under "Waste Management" of these special provisions. Dewatering Dewatering consists of discharging accumulated stormwater, groundwater, or surface water from excavations or temporary containment facilities. .. Perform dewatering work as specified for the work items involved, such as temporary active treatment system or dewatering and discharge. If dewatering and discharging activities are not specified under a work item and you perform dewatering activities: 1. Conduct dewatering activities under the Department's Field Guide for Construction Site Dewatering. 2. Ensure that any dewatering discharge does not cause erosion, scour, or sedimentary deposits that could impact natural bedding materials. 3. Discharge the water within the project limits. If the water cannot be discharged within project limits due to site constraints or contamination, dispose of the water as directed by the Engineer. 4. Do not discharge stormwater or nonstormwater that has an odor, discoloration other than an oily sheen, or foam on the surface. Notify the Engineer immediately upon discovering any such condition. MEASUREMENT AND PAYMENT The contract lump sum price paid for construction site management includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in spill prevention and control, material management, waste management, nonstormwater management, and dewatering activities, including identifying, sampling, testing, handling, and disposing of hazardous waste resulting from your activities, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as ordered by the Engineer. Old Waterman Canyon Road Bridge(Rehabilitation) 39 10-1.04 TEMPORARY CLEAR WATER DIVERSION Temporary clear water diversion shall be constructed, adjusted in stages if necessary, maintained, and later removed , as specified in these special provisions, in conformance with the provisions for NS-5 in Section 7 of the Caltrans Construction Site Best Management Practices (BMPs) Manual and as directed by the Engineer. The channel geometrical configuration, isolation technique and the diversion flow path, shall be at the option of the Contractor; however, the channel geometrical configuration and the isolation structures shall be capable of accommodating fluctuations in water depth or flow volume due to storms and flash flood. Adequacy as to channel stability and capacity shall be subject to approval, in writing, by the Engineer. During construction of the diversion, muddying of streams shall be held to a minimum. When no longer required for the work as determined by the Engineer, temporary clear water diversion facilities shall be removed and the creek channel shall be restored to its original condition or as specified by the Engineer. Removed facilities shall become the property of the Contractor and shall be removed from the site of the work, except as otherwise provided in this section. The contract lump sum price paid for temporary clear water diversion includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in diverting water flows around the project construction areas, and through the construction site, complete in place, including isolating the stream flow, providing a means of conveyance for the water flows through the site and around the work areas, adjusting, and maintaining the diversion system as needed, and removing and disposing of all portions of the system when it is no longer needed, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.05 TEMPORARY CONCRETE WASHOUT BIN GENERAL Summary This work includes removal and disposal of concrete waste by furnishing, maintaining, and removing temporary concrete washout bins. The SWPPP must describe and include the use of temporary concrete washout bins as a water pollution control practice for waste management and materials pollution control. Submittals At least 5 business days before concrete operations start, submit: 1. Location of the washout bins 2. Name and location of the off-site concrete waste disposal facility to receive concrete waste 3. Copy of the permit issued by RWQCB for the off-site commercial disposal facility 4. Copy of the license for the off-site commercial disposal facility 5. Copy of the permit issued by the state or local agency having jurisdiction over the disposal facility if the disposal site is located outside of the State of California Quality Control and Assurance Retain and submit records of disposed concrete waste including: 1. Weight tickets Old Waterman Canyon Road Bridge(Rehabilitation) 40 2. Delivery and removal of concrete washout bins MATERIALS Concrete Washout Bin Concrete washout bin must: 1. Be a commercially available watertight container 2. Have sufficient capacity to contain all liquid and concrete waste generated by washout operations without seepage or spills 3. Be not less than 5 cubic yards of capacity 4. Be a roll-off bin and may include folding steel ramps 5. Be labeled for the exclusive use as a concrete waste and washout facility Concrete Washout Sign Concrete washout sign must: 1. Comply with the provisions in Section 12-3.06B, "Portable Signs" of the Standard Specifications 2. Be approved by the Engineer 3. Consist of a base, framework, and a sign panel 4. Be made out of plywood 5. Be a minimum size of 2 feet by 4 feet 6. Read "Concrete Washout" with black letters, 3 inches high, on a white background CONSTRUCTION Placement Place concrete washout bins at the job site: 1. Before concrete placement activities begin 0. 2. In the immediate area of the concrete work as approved by the Engineer 3. No closer then 50 feet from storm drain inlets, open drainage facilities, ESAs, or watercourses 4. Away from construction traffic or public access areas Install a concrete washout sign adjacent to each temporary concrete washout bin location. Operation . Use concrete washout bins for: 1. Washout from concrete delivery trucks . 2. Slurries containing portland cement concrete or hot mix asphalt from sawcutting, coring, grinding, grooving, and hydro-concrete demolition 3. Concrete waste from mortar mixing stations Relocate concrete washout bins as needed for concrete construction work. Replace concrete washout bins when filled to capacity. Do not fill higher then 6 inches below rim. Your WPCM must inspect concrete washout bins: Old Waterman Canyon Road Bridge(Rehabilitation) 41 1. Daily if concrete work occurs daily 2. Weekly if concrete work does not occur daily Maintenance When relocating or transporting a concrete t within project site, secure materialhs concrete washout bin to prevent spilling of concrete waste observed, remove the spilled material and place it into the concrete washout bin. Removal Dispose of concrete waste material 1 facility specifically licensed to receive solid concrete waste within Zcdays of waste, liquid concrete waste, or both. concrete washout bin becoming filled to capacity. MEASUREMENT AND PAYMENT Temporary concrete washout bin is measured by the actual count of concrete washout bins in place. The contract unit price paid for temporary concrete washout bin includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing, maintaining, and removing specified in the Standard eSpechficatbonsincluding nd these special and disposal of concrete waste, as specs provisions, and as directed by the Engineer. 10-1.06 TEMPORARY FIBER ROLL GENERAL Summary This work includes constructing, maintaining, and removing temporary fiber roll. Final placement shall be determined by the Contractor with the approval of the Engineer. The WPCP must describe and include the use of temporary fiber roll as a water pollution control practice for sediment control. Submittals Submit a Certificate of Compliance as specified in Section 6-1.07, "Certificates of Compliance" of the Standard Specifications for fiber roll. MATERIALS Fiber Roll Fiber roll must: 1. Last for at least one year after installation 2. Be Type 1 or Type 2 If specified, Type 1 fiber roll must be: 1. Made from an erosion control blanket: 1.1. Classified by the Erosion Control Technology Council (ECTC) as ECTC 2D Old Waterman Canyon Road Bridge(Rehabilitation) 42 1.2. With a Universal Soil Loss Equation (USLE) C-Factor of not more than 0.20 at a 2:1 (horizontal:vertical) slope 1.3. Capable to withstand a maximum shear stress of 1.75 pounds per square foot under ASTM D 6460 1.4. With a minimum tensile strength of 75 pounds per foot under ASTM D 5035 1.5. With top and bottom surfaces covered with lightweight non-synthetic netting 1.6. That complies with one of the following: 1.6.1. Double net straw and coconut blanket with 70 percent straw and 30 percent coconut fiber 1.6.2. Double net excelsior blanket with 80 percent of the wood excelsior fibers being 6 inches or longer 2. Rolled along the width 3. Secured with natural fiber twine every 6 feet and 6 inches from each end 4. Finished to be either: 4.1. From 8 to 10 inches in diameter, from 10 to 20 feet long, and at least 0.5 pounds per linear foot 4.2. From 10 to 12 inches in diameter, at least 10 feet long, and at least 2 pounds per linear foot If specified, Type 2 fiber roll must: 1. Be filled with rice or wheat straw, wood excelsior, or coconut fiber fl 2. Be covered with a biodegradable jute, sisal, or coir fiber netting 3. Have the netting secured tightly at each end 4. Be finished to be either: 4.1. From 8 to 10 inches in diameter, from 10 to 20 feet long, and at least 1.1 pounds per linear foot 4.2. From 10 to 12 inches in diameter, at least 10 feet long, and at least 3 pounds per linear foot Wood Stakes Wood stakes must be: 1. Untreated fir, redwood, cedar, or pine and cut from sound timber 2. Straight and free of loose or unsound knots and other defects which would render the stakes unfit for use 3. Pointed on the end to be driven into the ground For fiber roll, wood stakes must be at least: 1. 1" x 1" x 24" in size for Type 1 installation 2. 1" x 2" x 24" in size for Type 2 installation Rope For Type 2 installation, rope must: Old Waterman Canyon Road Bridge(Rehabilitation) 43 " " 1. Be biodegradable, such as sisal or manila 2. Have a minimum diameter of 1/4 inch CONSTRUCTION Before placing fiber roll, remove obstructions including rocks, clods, and debris greater than one inch in diameter from the ground. Place fiber roll on slopes at the following spacing unless the plans show a different spacing: 1. 10 feet apart for slopes steeper than 2:1 (horizontal:vertical) 2. 15 feet apart for slopes from 2:1 to 4:1 (horizontal:vertical) 3. 20 feet apart for slopes from 4:1 to 10:1 (horizontal:vertical) 4. 50 feet apart for slopes flatter than 10:1 (horizontal:vertical) Place fiber roll approximately parallel to the slope contour. from level. For 20 foot section of fiber roll, do not allow the fiber roll to vary more than p p Type 1 and Type 2 fiber roll may be installed using installation method Type 1, Type 2, or a combination: For installation method Type 1, install fiber roll by: 1. Placing in a furrow that is from 2 to 4 inches deep 2. Securing with wood stakes every 4 feet along the length of the fiber roll 3. Securing the ends of the fiber roll by placing a stake 6 inches from the end of the roll 4. Driving the stakes into the soil so that the top of the stake is less than 2 inches above the top of the fiber roll For installation method Type 2, install fiber roll by: 1. Securing with rope and notched wood stakes. 2. Driving stakes into the soil until the notch is even with the top of the fiber roll. 3. Lacing the rope between stakes and over the fiber roll. Knot the rope at each stake. 4. Tightening the fiber roll to the surface of the slope by driving the stakes further into the soil. MAINTENANCE Maintain temporary fiber roll to provide sediment holding capacity and to reduce runoff velocities. Remove sediment deposits, trash, and debris from temporary fiber roll as needed or when directed by the Engineer. If removed sediment is deposited within project limits, it must be stabilized and not subject to erosion by wind or water. Trash and debris must be removed and disposed of as specified in Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Maintain temporary fiber roll by: 1. Removing sediment from behind the fiber roll when sediment is 1/3 the height of the fiber roll above ground 2. Repairing or adjusting the fiber roll when rills and other evidence of concentrated runoff occur beneath the fiber roll. Old Waterman Canyon Road Bridge(Rehabilitation) 44 3. Repairing or replacing the fiber roll when they become split, torn, or unraveled 4. Adding stakes when the fiber roll slump or sag 5. Replacing broken or split wood stakes Repair temporary fiber roll within 24 hours of discovering damage unless the Engineer approves a longer period. If your vehicles, equipment, or activities disturb or displace temporary fiber roll, repair temporary fiber roll at your expense. The Department does not pay maintenance costs for cleanup, repair, removal, disposal, or replacement due to improper installation or your negligence. REMOVAL When the Engineer determines that temporary fiber roll is not required, they must be removed and disposed of under Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Ground disturbance, including holes and depressions, caused by the installation and removal of the temporary fiber roll must be backfilled and repaired under Section 15-1.02, "Preservation of Property," of the Standard Specifications. , MEASUREMENT AND PAYMENT Temporary fiber roll is measured by the linear foot along the centerline of the installed roll. Where temporary fiber roll is joined and overlapped, the overlap is measured as a single installed roll. The contract price paid per linear foot for temporary fiber roll includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the temporary fiber roll, complete in place, including removal of materials, cleanup and disposal of retained sediment and debris, and backfilling and repairing holes, depressions and other ground disturbance, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer 10-1.07 TEMPORARY SILT FENCE GENERAL Summary This work includes installing, maintaining, and removing temporary silt fence. Final placement shall be determined by the Contractor with the approval of the Engineer. WPCP must describe and include the use of temporary silt fence as a water pollution control practice for sediment control. Submittals Submit a Certificate of Compliance as specified in Section 6-1.07, "Certificates of -" Compliance" of the Standard Specifications for silt fence fabric. MATERIALS Silt Fence Fabric Geosynthetic fabric for temporary silt fence must consist of one of the following: Old Waterman Canyon Road Bridge(Rehabilitation) 45 1. Polyester 2. Polypropylene 3. Combined polyester and polypropylene Sample under ASTM D 4354, Procedure C. Test under ASTM D 4759. All properties must be based on Minimum Average Roll Value (MARV). Identify, store, and handle under ASTM D 4873. Protect geosynthetics from moisture, sunlight, and damage during shipping and storage. Label each unit with the manufacturer's name, identifying information, and product identification. Silt fence fabric must comply with: Property ASTM Specification Designation Woven Non- woven Grab breaking load D 4632 1-inch grip,lb,min. in each direction 120 120 Apparent elongation D 4632 percent,min.,in each direction 15 50 Water Flow Rate D 4491 max. average roll value, gallons per minute/square 10-50 100-150 foot Permittivity D 4491 0.05 0.05 1/sec.,min. D 4751 Apparent opening size 30 30 max.average roll value,U.S. Standard sieve size D 4595 Ultraviolet Degradation 70 percent of original unexposed grab breaking load 500 hr,minimum Posts Posts must be wood or metal. Wood posts must be: 1. Untreated fir, redwood, cedar, or pine and cut from sound timber 2. Straight and free of loose or unsound knots and other defects that would render the stakes unfit for use 3. Pointed on the end to be driven into the ground 4. At least 2" x 2" in size, and 4 feet long Metal posts must: 1. Be made of steel. 2. Have a "U," "T," "L," or other cross sectional shape that can resist failure from lateral loads. 3. Be pointed on the end to be driven into the ground. 4. Weigh at least 0.75-pound per foot. 5. Be at least 4 feet long. 6. Have a safety cap attached to the exposed end. The safety cap must be orange or red plastic and fit snugly to the metal post. Old Waterman Canyon Road Bridge(Rehabilitation) 46 CONSTRUCTION Silt fence must be: 1. Constructed with silt fence fabric, posts, and fasteners 2. Prefabricated or assembled at the job site Silt fence fabric must be attached to posts using these methods: 1. If prefabricated silt fence is used, posts must be inserted into sewn pockets 2. If assembled on the job site: 2.1. If wood posts are used, fasteners must be staples or nails 2.2. If steel posts are used, fasteners must be tie wires or locking plastic fasteners 2.3. Spacing of the fasteners must be no more than 8 inches apart Place silt fence approximately parallel to the slope contour. For any 50 foot section of silt fence, do not allow the elevation at the base of the fence to vary more than 1/3 of the fence height. Install silt fence by: 1. Placing the bottom of the fabric in a trench that is 6 inches deep 2. Securing with posts placed on the downhill side of the fabric 3. Backfilling the trench with soil and hand or mechanically tamping to secure the fabric in the trench If you reinforce the silt fence fabric with wire or plastic mesh, you may increase the post spacing to a maximum of 10 feet. The field-assembled reinforced silt fence must be able to retain saturated sediment without collapsing. Connect silt fence sections by: 1. Joining separate sections of silt fence to form reaches that are no more than 500 feet long 2. Securing the end posts of each section by wrapping the tops of the posts with at least two wraps of 16-gage diameter tie wire 3. Ensuring that each reach is a continuous run of silt fence from end to end or from an end .y. to an opening, including joined panels If you mechanically push the silt fence fabric vertically through the soil, you must demonstrate that the silt fence fabric will not be damaged and will not slip out of the soil, 41,14. resulting in sediment passing under the silt fence fabric. MAINTENANCE Maintain temporary silt fence to provide sediment holding capacity and to reduce runoff velocities. Remove sediment deposits, trash, and debris from temporary silt fence as needed or when directed by the Engineer. If removed sediment is deposited within project limits, it must be —. stabilized and not subject to erosion by wind or water. Trash and debris must be removed and disposed of as specified in Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Old Waterman Canyon Road Bridge(Rehabilitation) too 47 Maintain temporary silt fence by: 1. Removing sediment from behind the silt fence when sediment is 1/3 the height of the silt fence above ground 2. Repairing or adjusting the silt fence when rills and other evidence of concentrated runoff occur beneath the silt fence fabric 3. Repairing or replacing the silt fence fabric when it become split, torn, or unraveled Repair temporary silt fence within 24 hours of discovering damage unless the Engineer approves a longer period. If your vehicles, equipment, or activities disturb or displace temporary silt fence, repair temporary silt fence at your expense. The Department does not pay maintenance costs for cleanup, repair, removal, disposal, or replacement due to improper installation or your negligence. REMOVAL When the Engineer determines that temporary silt fence is not required, remove and dispose of fence under Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Ground disturbance, including holes and depressions, caused by the installation and removal of the temporary silt fence must be backfilled and repaired under Section 15-1.02, "Preservation of Property," of the Standard Specifications. MEASUREMENT AND PAYMENT Temporary silt fence is measured by the linear foot along the centerline of the installed fence. The contract price paid per linear foot for temporary silt fence includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the temporary silt fence, complete in place, including removal of materials, cleanup and disposal of retained sediment and debris, and backfilling and repairing holes, depressions and other ground disturbance, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.08 TEMPORARY CONSTRUCTION ENTRANCE GENERAL Summary This work includes constructing, maintaining, and removing temporary construction entrance to provide temporary access. The SWPPP must describe and include the use of temporary construction entrance as a water pollution control practice for tracking control. Temporary construction entrance must be Type 1, Type 2, or a combination. Submittals Submit a Certificate of Compliance under Section 6-1.07, "Certificates of Compliance," of the Standard Specifications for: 1. Temporary entrance fabric 2. Rock Old Waterman Canyon Road Bridge(Rehabilitation) 48 Submit details for alternatives at least 5 business days before installation. You may propose alternatives for the following items: 1. Alternative sump 2. Alternative corrugated steel panels If the Engineer approves, you may eliminate the sump. MATERIALS Temporary Entrance Fabric Temporary entrance fabric must comply with the specifications for rock slope protection fabric (Class 8) in Section 88-1.06, "Channel and Shore Protection," of the Standard Specifications. Rock Rock must be Type A or Type B. Rock (Type A) must comply with: 1. Requirements under Section 72-2.02, "Materials," of the Standard Specifications 2. Following sizes: Square Screen Size Percentage Passing Percentage Retained `$ (inch) 6 100 0 3 0 100 Rock (Type B) must be Railway Ballast Number 25. Do not use blast furnace slag. Railway Ballast Number 25 must comply with: 1. Description in AREMA Manual for Railway Engineering. 2. Following sizes: .. Nominal Percentage Passing Size Square 3" 2-1/2" 2" 1-1/2" 1" 3/4" 1/2" 3/8" No.4 ., Opening 2-1/2"-3/8" I 100 I 80-100 I 60-85 I 50-70 I 25-50 - 15-20 0-10 I 0-3 3. Following properties: Old Waterman Canyon Road Bridge(Rehabilitation) oft 49 Specification j Requirements Percent material passing No. 200 sieve,max. 1.0 ASTM: C 117 Bulk specific gravity,min. 2.60 ASTM: C 127 Absorption,percent min. 1.0 ASTM: C 127 Clay lumps and friable particles,percent max. 0.5 ASTM:C 142 Degradation,percent max. 30 ASTM: C 535 Soundness(Sodium Sulfate),percent max. 5.0 ASTM: C 88 Flat,elongated particles,or both,percent max. 5.0 ASTM: D 4791 Corrugated Steel Panels Corrugated steel panels must: 1. Be made of steel. 2. Be pressed or shop welded 3. Have a slot or hook for connecting panels together CONSTRUCTION Prepare location for temporary construction entrance by: 1. Removing vegetation to ground level and clear away debris 2. Grading ground to uniform plane 3. Grading ground surface to drain 4. Removing sharp objects that may damage fabric 5. Compacting the top 1.5 feet of soil to at least 90 percent relative compaction If temporary entrance (Type 1) is specified, use rock (Type A). If temporary construction entrance (Type 2) is specified, use Rock (Type B) under corrugated steel panels. Use at least 6 corrugated steel panels for each entrance. Couple panels together. Install temporary construction entrance by: 1. Positioning fabric along the length of the entrance 2. Overlapping sides and ends of fabric by at least 12 inches 3. Spreading rock over fabric in the direction of traffic 4. Covering fabric with rock within 24 hours 5. Keeping a 6 inch layer of rock over fabric to prevent damage to fabric by spreading equipment Do not drive on fabric until rock is spread. Unless the Engineer eliminates the sump, install a sump within 20 feet of each temporary construction entrance. Repair fabric damaged during rock spreading by placing a new fabric over the damaged area. New fabric must be large enough to cover damaged area and provide at least 18-inch overlap on all edges. Old Waterman Canyon Road Bridge(Rehabilitation) 50 Maintenance Maintain temporary construction entrance to minimize generation of dust and tracking of soil and sediment onto public roads. If dust or sediment tracking increases, place additional rock unless the Engineer approves another method. Repair temporary construction entrance if: 1. Fabric is exposed 2. Depressions in the entrance surface develop 3. Rock is displaced Repair temporary construction entrance within 24 hours of discovering damage unless the Engineer approves a longer period. During use of temporary construction entrance, do not allow soil, sediment, or other debris tracked onto pavement to enter storm drains, open drainage facilities, or watercourses. When material is tracked onto pavement, remove it within 24 hours unless the Engineer approves a longer period. If your vehicles, equipment, or activities disturb or displace the temporary construction entrance, repair it at your expense. The Department does not pay maintenance costs for cleanup, repair, removal, disposal, or replacement due to improper installation or your negligence. ,. Removal When the Engineer determines that temporary construction entrance is not required, remove and dispose of it under Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Backfill and repair ground disturbance, including holes and depressions, caused by installation and removal of temporary construction entrance under Section 15-1.02, "Preservation of Property," of the Standard Specifications. MEASUREMENT AND PAYMENT Temporary construction entrance is determined from actual count in place. Temporary .v construction entrance is measured one time only and no additional measurement will be recognized. The contract price paid for temporary construction entrance includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing temporary construction entrance, complete in place, including removal of temporary construction entrance, as specified in the Standard Specifications and these special -. provisions, and as directed by the Engineer. No additional compensation will be made if the temporary construction entrance is relocated during the course of construction. 10-1.09 CONSTRUCTION AREA TRAFFIC CONTROL DEVICES Flagging, signs, and temporary traffic control devices furnished, installed, maintained, and °- removed when no longer required shall conform to the provisions in Section 12, "Construction Area Traffic Control Devices," of the Standard Specifications and these special provisions. Category 1 temporary traffic control devices are defined as small and lightweight (less than 100 pounds) devices. These devices shall be certified as crashworthy by crash testing, crash Old Waterman Canyon Road Bridge(Rehabilitation) 51 testing of similar devices, or years of demonstrable safe performance. Category 1 temporary traffic control devices include traffic cones, plastic drums, portable delineators, and channelizers. If requested by the Engineer, the Contractor shall provide written self-certification for crashworthiness of Category 1 temporary traffic control devices at least 5 business days before beginning any work using the devices or within 2 business days after the request if the devices are already in use. Self-certification shall be provided by the manufacturer or Contractor and shall include the following: A. Date, B. Federal Aid number(if applicable), C. Contract number, district, county, route and post mile of project limits, D. Company name of certifying vendor, street address, city, state and zip code, E. Printed name, signature and title of certifying person; and F. Category 1 temporary traffic control devices that will be used on the project. The Contractor may obtain a standard form for self-certification from the Engineer. Category 2 temporary traffic control devices are defined as small and lightweight (less than 100 pounds) devices that are not expected to produce significant vehicular velocity change, but may cause potential harm to impacting vehicles. Category 2 temporary traffic control devices include barricades and portable sign supports. Category 2 temporary traffic control devices shall be on the Federal Highway Administration's (FHWA) list of Acceptable Crashworthy Category 2 Hardware for Work Zones. This list is maintained by FHWA and can be located at: http://safety.fhwa.dot.gov/roadway_dept/policy_guide/road hardware/li sting.cfm?code=wor kzone The Department also maintains this list at: http://www.dot.ca.gov/hq/traffops/signtech/signdel/pdf/Category2.pdf Category 2 temporary traffic control devices that have not received FHWA acceptance shall not be used. Category 2 temporary traffic control devices in use that have received FHWA acceptance shall be labeled with the FHWA acceptance letter number and the name of the manufacturer. The label shall be readable and permanently affixed by the manufacturer. Category 2 temporary traffic control devices without a label shall not be used. If requested by the Engineer, the Contractor shall provide a written list of Category 2 temporary traffic control devices to be used on the project at least 5 business days before beginning any work using the devices or within 2 business days after the request if the devices are already in use. Category 3 temporary traffic control devices consist of temporary traffic-handling equipment and devices that weigh 100 pounds or more and are expected to produce significant vehicular velocity change to impacting vehicles. Temporary traffic-handling equipment and devices include crash cushions, truck-mounted attenuators, temporary railing, temporary barrier, and end treatments for temporary railing and barrier. Type III barricades may be used as sign supports if the barricades have been successfully crash tested, meeting the NCHRP Report 350 criteria, as one unit with a construction area sign attached. Old Waterman Canyon Road Bridge(Rehabilitation) 52 Category 3 temporary traffic control devices shall be shown on the plans or on the Department's Highway Safety Features list. This list is maintained by the Division of Engineering Services and can be found at: http://www.dot.ca.gov/hq/esc/approved_products_list/ Category 3 temporary traffic control devices that are not shown on the plans or not listed on the Department's Highway Safety Features list shall not be used. Full compensation for providing self-certification for crashworthiness of Category 1 temporary traffic control devices and for providing a list of Category 2 temporary traffic control devices used on the project shall be considered as included in the prices paid for the various items of work requiring the use of the Category 1 or Category 2 temporary traffic control devices and no additional compensation will be allowed therefor. The contract lump sum price paid for traffic control system includes full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in establishing and maintaining the traffic control system as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.10 CONSTRUCTION AREA SIGNS Construction area signs for temporary traffic control shall be furnished, installed, maintained, and removed when no longer required in conformance with the provisions in Section 12, "Construction Area Traffic Control Devices," of the Standard Specifications and these special provisions. Attention is directed to "Furnish Sign" of these special provisions. Attention is directed to the provisions in "Prequalified and Tested Signing and Delineation Materials" of these special provisions. Type II retroreflective sheeting shall not be used on construction area sign panels. Type III, IV, VII, VIII, or IX retroreflective sheeting shall be used for stationary mounted construction area sign panels. Unless otherwise shown on the plans or specified in these special provisions, the color of construction area warning and guide signs shall have black legend and border on orange background, except W10-1 or W47(CA) (Highway-Rail Grade Crossing Advance Warning) sign shall have black legend and border on yellow background. pow Orange background on construction area signs shall be fluorescent orange. Repair to construction area sign panels will not be allowed, except when approved by the Engineer. At nighttime under vehicular headlight illumination, sign panels that exhibit irregular luminance, shadowing or dark blotches shall be immediately replaced at the Contractor's gy expense. The Contractor shall notify the appropriate regional notification center for operators of subsurface installations at least 2 business days, but not more than 14 days, prior to commencing excavation for construction area sign posts. The regional notification centers include, but are not limited to, the following: «+ Notification Center I Telephone Number Underground Service Alert 811 Excavations required to install construction area signs shall be performed by hand methods without the use of power equipment, except that power equipment may be used if it is determined there are no utility facilities in the area of the proposed post holes. The post hole Old Waterman Canyon Road Bridge(Rehabilitation) ett., 53 diameter, if backfilled with portland cement concrete, shall be at least 4 inches greater than the longer dimension of the post cross section. Construction area signs placed within 15 feet from the edge of the travel way shall be mounted on stationary mounted sign supports as specified in "Construction Area Traffic Control Devices" of these special provisions. The Contractor shall maintain accurate information on construction area signs. Signs that are no longer required shall be immediately covered or removed. Signs that convey inaccurate information shall be immediately replaced or the information shall be corrected. Covers shall be replaced when they no longer cover the signs properly. The Contractor shall immediately restore to the original position and location any sign that is displaced or overturned, from any cause, during the progress of work. 10-1.11 EXISTING HIGHWAY FACILITIES The work performed in connection with various existing highway facilities shall conform to the provisions in Section 15, "Existing Highway Facilities," of the Standard Specifications and these special provisions. Except as otherwise provided for damaged materials in Section 15-2.04, "Salvage," of the Standard Specifications, the materials to be salvaged shall remain the property of the City, and shall be cleaned, packaged,bundled, tagged, and hauled to the District Regional Recycle Center at and stockpiled. The Contractor shall notify the Engineer and the District Regional Recycle Coordinator, telephone ( ) - a minimum of 48 hours prior to hauling salvaged material to the Recycle Center. BRIDGE REMOVAL Removing bridges or portions of bridges shall conform to the provisions in Section 15-4, "Bridge Removal," of the Standard Specifications and these special provisions. Portions of the upstream edge of the existing bridge, including remaining portions of the original "T" Girder and bridge deck, and portions of the abutments at either end of the upstream edge of the bridge, and portions of the existing wingwalls on the downstream side of the bridge which project above the roadway surface, as shown on the plans. In addition, unsound concrete identified on the existing girders that have been damaged by storm flows will be removed before constructing patches. Bridge removal includes the removal of the existing steel conduit on the west edge of the bridge. Removed materials that are not to be salvaged or used in the reconstruction shall become the property of the Contractor and shall be disposed of in conformance with the provisions in Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. The Contractor shall submit a complete bridge removal plan to the Engineer for each bridge listed above, detailing procedures, sequences, and all features required to perform the removal in a safe and controlled manner. The bridge removal plan shall include, but not be limited to, the following: A. The removal sequence, including staging of removal operations. B. Equipment locations on the structure during removal operations. C. Temporary support shoring or temporary bracing. Old Waterman Canyon Road Bridge(Rehabilitation) 54 D. Details, locations, and types of protective covers to be used. E. Measures to assure that people, property, utilities, and improvements will not be endangered. F. Details and measures for preventing material, equipment, and debris from falling into the stream bed or flowing waters of Waterman Canyon Creek. When protective covers are required for removal of portions of a bridge or when superstructure removal work on bridges is involved, the Contractor shall submit working drawings with design calculations to the Engineer for the proposed bridge removal plan, and the bridge removal plan shall be prepared and signed by an engineer who is registered as a Civil Engineer in the State of California. The design calculations shall be adequate to demonstrate the stability of the structure during all stages of the removal operations. Protective covers shall be provided to prevent debris from bridge removal operations from entering the stream bed or stream flows. Temporary support shoring, and temporary bracing, shall be designed and constructed in conformance with the provisions in Section 51-1.06, "Falsework," of the Standard Specifications and these special provisions. The bridge removal plan shall conform to the provisions in Section 5-1.02, "Plans and Working Drawings," of the Standard Specifications. The number of sets of drawings, design calculations, and unless otherwise specified in the following table, the time for reviewing bridge removal plans shall be the same as specified for falsework working drawings in Section 51- 1.06A, "Falsework Design and Drawings," of the Standard Specifications. For bridge removal work that requires the Contractor's registered engineer to prepare and sign the bridge removal plan, the Contractor's registered engineer shall be present at all times when bridge removal operations are in progress. The Contractor's registered engineer shall inspect the bridge removal operation and report in writing on a daily basis the progress of the operation and the status of the remaining structure. A copy of the daily report shall be available at the site of the work at all times. Should an unplanned event occur or the bridge operation deviate from the approved bridge removal plan, the Contractor's registered engineer shall submit immediately to the Engineer for approval the procedure of operation proposed to correct or remedy the occurrence. REMOVE ASPHALT CONCRETE SURFACING This work includes removing existing asphalt concrete surfacing to the existing portland cement concrete slab at bridge decks and abutments. Construction Cut the outline of the asphalt concrete surfacing to be removed with a power saw to a depth of at least 2 inches before removing the surfacing. Asphalt surfacing must be removed without damaging the existing asphalt surfacing to remain. existing concrete slab must not be damaged during removal operations. Dispose of removed materials under Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Measurement and Payment Remove asphalt concrete surfacing will be measured and paid for by the square foot. The contract price paid per square foot for remove asphalt concrete surfacing includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing Old Waterman Canyon Road Bridge(Rehabilitation) , 55 all the work involved in removing asphalt concrete surfacing, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. REMOVE CONCRETE Concrete, where shown on the plans to be removed, shall be removed. Remove concrete will be paid for on a lump sum basis. Concrete removed shall be disposed of outside the highway right of way in conformance with the provisions in Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. REMOVE UNSOUND CONCRETE This work shall consist of the removal and disposal of unsound portland cement concrete, unsound epoxy concrete patches, and all asphalt concrete patches from the deck, and girders of the bridge. Unsound concrete shall be removed as shown on the plans and to the limits designated by the Engineer. Unsound concrete is generally that concrete that emits a relatively dead or hollow sound when a chain is dragged over its surface or its surface is tapped with a metal tool. Concrete encasing corroded reinforcing steel beyond the limits identified by the sound may be considered unsound concrete. The Engineer will determine the concrete soundness. Equipment and tools shall not be used to remove unsound concrete that, in the opinion of the Engineer, cause the removal of excess quantities of sound concrete along with the unsound concrete. Equipment shall be fitted with suitable traps, filters, drip pans, or other devices to prevent oil or other deleterious matter from being deposited on the deck. After the removal of unsound concrete has been completed, any existing reinforcing steel that has been exposed shall be restored to position and blocked and tied in conformance with the provisions in Section 52, "Reinforcement," of the Standard Specifications. Reinforcing steel that has been damaged and rendered useless by the Contractor's operations shall be repaired or replaced by the Contractor at the Contractor's expense. Removing unsound concrete will be paid for at the contract price per cubic foot for remove unsound concrete. The contract price paid per cubic foot for remove unsound concrete shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing unsound concrete in conformance with the details shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Where no joint exists between concrete to be removed and concrete to remain in place, the concrete shall be cut on a neat line to a minimum depth of 0.17-foot with a power driven saw before the concrete is removed. Concrete to be removed which has portions of the same structure both above and below ground will be considered as concrete above ground for compensation. The contract lump sum price paid for bridge removal (portion) includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing portions of the existing bridge, on the upstream edge of the structure, including the bridge deck, girder and abutment, removing portions of the existing wingwalls, on the downstream edge of the structure, including removal of reinforcement below the surface of the removal limit, complete in place, including protection of existing reinforcement, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Old Waterman Canyon Road Bridge(Rehabilitation) 56 10-1.12 CLEARING AND GRUBBING Clearing and grubbing shall conform to the provisions in Section 16, "Clearing and Grubbing," of the Standard Specifications. 10-1.13 PUMPED GROUT BACKFILL Pumped grout backfill shall consist of a workable mixture of aggregate, cementitious materials, and water and shall conform to the provisions for slurry cement backfill in Section 19- 3.062, "Slurry Cement Backfill," of the Standard Specifications and these special provisions. Pumped grout backfill shall be used as structure backfill to fill the void beneath the existing concreted rock drop structure. Pumped grout backfill shall be placed by pumping the material into holes cored into the top of the existing concreted rock drop structure, after the face of the void below the existing concreted rock drop structure has been sealed with the placement of new concreted rock as shown on the plans and as described in these special provisions. Pumped grout backfill shall be pumped into the void using the cored holes until the slurr y pumped grout backfill rises to the top of the adjacent cored holes, spaced at four feet on center. Placement of pumped grout backfill shall continue until the existing void is completely filled and the pumped grout backfill fills all cored holes flush with the surface of the existing concreted rock drop structure. Pumped grout backfill shall not be pumped into the void under pressure, potentially damaging the existing concreted rock drop structure. The Contractor shall submit a mix design and test data to the Engineer for approval prior to placement of the pumped grout backfill). The test data and mix design shall provide for the following: A. A 28-day compressive strength between 50 pounds per square inch and 100 pounds per square inch. Compressive strength shall be determined in conformance with the requirements in ASTM Designation: D 4832. B. Cement shall be any type of portland cement conforming to the requirements in ASTM Designation: C 150; or any type of blended hydraulic cement conforming to the requirements in ASTM Designation: C 595M or the physical requirements in ASTM Designation: C 1157M. Testing of cement will not be required. C. Admixtures may be used in conformance with the provisions in Section 90-4, "Admixtures," of the Standard Specifications. Chemical admixtures containing chlorides as Cl in excess of one percent by weight of admixture, as determined in conformance with the requirements of California Test 415, shall not be used. If an air-entraining WP admixture is used, the maximum air content shall be limited to 20 percent. Mineral admixtures shall be used at the Contractor's option. - Materials for pumped grout backfill material shall be thoroughly machine-mixed in a pugmill, rotary drum or other approved mixer. Mixing shall continue until the cementitious material and water are thoroughly dispersed throughout the material. Pumped grout backfill shall be placed in the work within 3 hours after introduction of the cement to the aggregates. The contract price paid per cubic yard for pumped grout backfill includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work " ' involved in placing the pumped grout backfill to fill the void beneath the existing concreted rock drop structure, complete in place as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Old Waterman Canyon Road Bridge(Rehabilitation) 57 10-1.14 EROSION CONTROL (HYDROSEED) GENERAL Summary This work includes removing and disposing of weeds and applying erosion control materials including seed, fiber, commercial fertilizer, organic fertilizer, straw, and tackifier to all areas outside the footprint of the existing bridge structure that are disturbed by the Contractor's operations, as determined by the Engineer. Comply with Section 20-3, "Erosion Control," of the Standard Specifications. If notified by the Engineer that an area is ready to receive erosion control materials, start erosion control (Hydroseed) work within 5 business days of the Engineer's notification to perform the work. The Engineer will designate the ground location of all erosion control (Hydroseed) areas in increments of one acre or smaller by directing the placing of stakes or other suitable markers. Furnish all tools, labor, materials, and transportation required to adequately indicate the various erosion control (Hydroseed) locations. MATERIALS Seed Seed not required to be labeled under the California Food and Agricultural Code must be tested for purity and germination by a seed laboratory certified by the Association of Official Seed Analysts or by a seed technologist certified by the Society of Commercial Seed Technologists. Measure and mix individual seed species in the presence of the Engineer. Seed must contain at most 1.0 percent total weed seed by weight. Deliver seed to the job site in unopened separate containers with the seed tag attached. Containers without a seed tag attached are not accepted. The Engineer takes a sample of approximately one ounce or 0.25 cup of seed for each seed lot greater than 2 pounds. Seed must comply with the following: Old Waterman Canyon Road Bridge(Rehabilitation) 58 Seed Botanical Name Percent Germination Pounds Pure Live Seed (Common Name) Per Acre ( ) (Minimum) (Slope Measurement) Artemisia californica(California sagebrush)2 40 2.0 Baccharis (m ule fat 40 2.0 Bromus carinatus(California brome) I 75 1.0 Camissonia bistorta(California suncup)2 75 1.0 Croton californicus(California croton)2 60 1.0 Dendromecon rigida(bush poppy)2 40 1.0 Encelia farinosa(California brittlebush)2 20 3.0 Eriodictyon crassifolium(felt-leaf yerba santa)2 20 2.0 Eriodictyon trichocalyx(shiny-leaf yerba Santa)2 20 3.0 Eriogonum fasciculatum(California buckwheat)2 20 3.0 Eschscholzia californica(California poppy) I 75 1.0 Lotus purshianus var.purshianus(Spanish lotus) I 75 1.0 Lotus scoparius(deerweed)2 60 3.0 Lupinus bicolor(miniature lupine) I 75 1.0 Vulpia microstachys(small fescue) I 75 1 Applicable when numbers below are shown after a Botanical Name/(Common Name) above: `Seed produced in California only. 2Seed source from Riverside and San Bernardino Counties, or closest available sources. Seed Sampling Supplies At the time of seed sampling, provide the Engineer a glassine lined bag and custody seal tag for each seed lot sample. Organic Fertilizer Must be a pelleted or granular form and must be one of the following: R W Organic Fertilizer Guaranteed Products Chemical Analysis Company . (N-P-K) (%) Biosol Forte® - Granular 7-2-3 Rocky Mountains Bioproducts ill' or, Edwards, CO Biosol 6-1-1 S&S Seeds Carpenteria, CA Fertil-FibersTM 6-4-1 Quattro Environmental Coronado, CA Sustane® 5-2-4 Natural Fertilizer of America Cannon Falls, MN TRI CO 6-2-4 + 5% Sulfur 6-2-4 S&S Seeds Carpenteria, CA to: Approved Equal' (N) 5 to 7 (P) 1 to 5 (K) 2 to 10 Old Waterman Canyon Road Bridge(Rehabilitation) 59 Approved equal must be within the ranges shown for N-P-K. The cumulative(N)release rate must be no more than 70 percent the first 70 days after incubation(86°F)with 100 percent at 350 days or more. Straw Straw must be: 1. Wheat or Barley Wheat and barley straw must be derived from irrigated crops. Straw must be free of plastic, glass, metal, rocks, and refuse or other deleterious material. Tackifier Tackifier may be: 1. Guar(Plant Based) 2. Psyllium (Plant Based) 3. Starch (Plant Based) 4. Polymeric Emulsion Blend Tackifier must comply with the following: 1. Nonflammable 2. Nontoxic to aquatic organisms 3. Free from growth or germination inhibiting factors 4. Either a plant-based product or a polymeric-emulsion blend Tackifier classified as a plant based product must comply with the following: 1. A natural high molecular weight polysaccharide 2. A high viscosity hydrocolloid that is miscible in water 3. Functional for at least 180 days 4. Labeled as either guar, psyllium, or starch Guar: 1. A guar gum based product derived from the ground endosperm of the guar plant, cyanmopsis tetragonolobus 2. Treated with dispersant agents for easy mixing 3. Able to be diluted at the rate of 1 to 5 pounds per 100 gallons of water Psyllium: 1. Made of the finely ground muciloid coating of plantago ovata or plantago ispaghula seeds 2. Able to dry and form a firm but rewettable membrane Starch: Old Waterman Canyon Road Bridge(Rehabilitation) 60 1. A non-ionic, water-soluble granular material derived from corn, potato, or other plant-based source. Tackifier classified as polymeric emulsion blend must comply with the following: 1. A liquid or dry powder formulation 2. Anionic with a residual monomer content that is at most 0.05 percent by weight 3. Functional for at least 180 days 4. A prepackaged product labeled as containing one of the following as the primary active ingredient of the polymeric emulsion blend: 4.1 Acrylic copolymers and polymers 4.2 Polymers of methacrylates and acrylates 4.3 Copolymers of sodium acrylates and acrylamides 4.4 Polyacrylamide(PAM) and copolymer of acrylamide 4.5 Hydrocolloid polymers Fiber Fiber may be: 1. Wood 2. Cellulose 3. Alternate 4. A combination of Wood, Cellulose, or Alternate Fiber must comply with the following: 1. Free from lead paint, printing ink, varnish, petroleum products, seed germination inhibitors, or chlorine bleach , 2. Free from synthetic or plastic materials 3. At most 7 percent ash Wood Fiber must comply with the following: 1. Long strand, whole wood fibers, thermo-mechanically processed from clean, whole wood chips 2. Not made from sawdust, cardboard, paper, or paper byproducts 3. At least 25 percent of fibers 3/8 inch long 4. At least 40 percent held on a No. 25 sieve Cellulose Fiber must comply with the following: 1. Made from natural or recycled pulp fiber, such as wood chips, sawdust, newsprint, chipboard, corrugated cardboard, or a combination of these materials Alternate Fiber must comply with the following: Old Waterman Canyon Road Bridge(Rehabilitation) ,f 61 1. Long strand, whole natural fibers made from clean straw, cotton, corn, or other natural feed stock 2. At least 25 percent of fibers 3/8 inch long 3. At least 40 percent held on a No. 25 sieve Coloring Agent Use a biodegradable, nontoxic coloring agent free from copper, mercury, and arsenic. CONSTRUCTION The work of erosion control (hydroseed) shall be performed in the designated areas during the period starting November 1 and ending February 28. Site Preparation Immediately prior to applying seed to erosion control (Hydroseed) areas, trash and debris and weeds must be removed. Removed weeds must be disposed of in conformance with the provisions in Section 7-1.13, "Disposal of Material Outside the Highway Right of Way," of the Standard Specifications. Application Apply erosion control (Hydroseed) materials in separate applications in the following sequence: 1. Apply the following mixture with hydroseeding equipment at the rates indicated within 60 minutes after the seed has been added to the mixture: Material Pounds Per Acre (Slope Measurement) Seed 32 Fiber 4000 Commercial Fertilizer 21 Organic Fertilizer 600 2. Apply straw at the rate of 2 tons per acre based on slope measurements. Incorporation of straw will not be required. Distribute straw evenly without clumping or piling. 3. Apply the following mixture with hydro-seeding equipment at the corresponding rates: Material Pounds Per Acre (Slope Measurement) Fiber 360 Organic Fertilizer 500 Tackifier 200 The ratio of total water to total tackifier in the mixture must be as recommended by the manufacturer. Seed may be dry applied at the total rate specified in the preceding table for small areas not accessible by the hydro-seeding equipment, when approved in writing by the Engineer. Dry applied seed must be incorporated into the soil a maximum depth of 1/4 inch by raking or dragging. Once straw work is started in an area, complete tackifier applications in that area on the same working day. Old Waterman Canyon Road Bridge(Rehabilitation) 62 The Engineer may change the rates of erosion control (Hydroseed) materials to meet field conditions. For any area where erosion control (Hydroseed) materials are to be applied, the application of all erosion control (Hydroseed) materials to be applied to that area must be completed within 72 hours from when the first materials were applied. PAYMENT The contract lump sum price paid for erosion control (Hydroseed) includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in erosion control (Hydroseed) complete in place, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.15 MINOR HOT MIX ASPHALT GENERAL Summary This work includes producing hot mix asphalt (HMA) at a central mixing plant and placing it as specified. MATERIALS For minor HMA: 1. Do not submit a job mix formula. -» 2. Choose the 3/8-inch or 1/2-inch HMA Type A or Type B aggregate gradation under Section 39-1.02E, "Aggregate," of the Standard Specifications. 3. Minimum asphalt binder content must be 6.8 percent for 3/8-inch aggregate gradation and 6.0 percent for 1/2-inch aggregate gradation. 4. Choose asphalt binder Grade PG 64-10, PG 64-16, or PG 70-10 under Section 92, "Asphalts," of the Standard Specifications. If you request and the Engineer authorizes, you may reduce the minimum asphalt binder content. Tack coat must comply with Section 39, "Hot Mix Asphalt," of the Standard Specifications. CONSTRUCTION Spread and compact minor HMA by methods that produce an HMA surfacing: 1. Textured uniformly 2. Compacted firmly 3. Without depressions, humps, and irregularities MEASUREMENT AND PAYMENT The contract item price paid per square yard for minor hot mix asphalt includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in minor hot mix asphalt complete in place including tack coat, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Old Waterman Canyon Road Bridge(Rehabilitation) 63 10-1.16 CONCRETE STRUCTURES Portland cement concrete structures shall conform to the provisions in Section 51, "Concrete Structures," of the Standard Specifications and these special provisions. Shotcrete shall not be used as an alternative construction method for reinforced concrete members unless otherwise specified. CONCRETE Concrete shown on the plans that has a 28-day compressive strength of greater than 3,600 psi shall contain not less than 675 pounds of cementitious material per cubic yard. The concrete shall be considered to be designated by cementitious material content rather than by 28-day compressive strength. FALSEWORK Falsework shall conform to the provisions in Section 51, "Concrete Structures," of the Standard Specifications and these special provisions. The Contractor's engineer who signs the falsework drawings shall also certify in writing that the falsework is constructed in conformance with the approved drawings and the contract specifications prior to placing concrete. This certification shall include performing any testing necessary to verify the ability of the falsework members to sustain the stresses required by the falsework design. The engineer who signs the drawings may designate a representative to perform this certification. Where falsework contains openings for railroads, vehicular traffic, or pedestrians, the designated representative shall be qualified to perform this work, shall have at least 3 years of combined experience in falsework design or supervising falsework construction, and shall be registered as a Civil Engineer in the State of California. For other falsework, the designated representative shall be qualified to perform this work and shall have at least 3 years of combined experience in falsework design or supervising falsework construction. The Contractor shall certify the experience of the designated representative in writing and provide supporting documentation demonstrating the required experience if requested by the Engineer. Welding and Nondestructive Testing Welding of steel members, except for previously welded splices and except for when fillet welds are used where load demands are less than or equal to 1,000 pounds per inch for each 1/8 inch of fillet weld, shall conform to AWS D1.1 or other recognized welding standard. The welding standard to be utilized shall be specified by the Contractor on the working drawings. Previously welded splices for falsework members are defined as splices made prior to the member being shipped to the project site. Splices made by field welding of steel beams at the project site shall undergo nondestructive testing (NDT). At the option of the Contractor, either ultrasonic testing (UT) or radiographic testing (RT) shall be used as the method of NDT for each field weld and any repair made to a previously welded splice in a steel beam. Testing shall be performed at locations selected by the Contractor. The length of a splice weld where NDT is to be performed, shall be a cumulative weld length equal to 25 percent of the original splice weld length. The cover pass shall be ground smooth at the locations to be tested. The acceptance criteria shall conform to the requirements of AWS D1.1, Section 6, for cyclically loaded nontubular connections subject to tensile stress. If repairs are required in a portion of the weld, additional NDT shall be performed Old Waterman Canyon Road Bridge(Rehabilitation) 64 on the repaired sections. The NDT method chosen shall be used for an entire splice evaluation including any required repairs. For all field welded splices, the Contractor shall furnish to the Engineer a letter of certification which certifies that all welding and NDT, including visual inspection, are in conformance with the specifications and the welding standard shown on the approved working drawings. This letter of certification shall be signed by an engineer who is registered as a Civil Engineer in the State of California and shall be provided prior to placing any concrete for which the falsework is being erected to support. For previously welded splices, the Contractor shall determine and perform all necessary testing and inspection required to certify the ability of the falsework members to sustain the stresses required by the falsework design. This welding certification shall (1) itemize the testing and inspection methods used, (2) include the tracking and identifying documents for previously welded members, (3) be signed by an engineer who is registered as a Civil Engineer in the State of California, (4) and shall be provided prior to erecting the members. 10-1.17 DRILL AND BOND DOWELS Drilling and bonding dowels shall conform to the details shown on the plans, the provisions in Section 83-2.02D(1), "General," of the Standard Specifications, and these special provisions. Dowels shall conform to the provisions for bar reinforcement in "Reinforcement" of these special provisions. If reinforcement is encountered during drilling before the specified depth is attained, the to- Engineer shall be notified. Unless the Engineer approves coring through the reinforcement, the hole will be rejected and a new hole, in which reinforcement is not encountered, shall be drilled -- adjacent to the rejected hole to the depth shown on the plans. Unless otherwise provided, dowels to be bonded into drilled holes will be paid for as bar reinforcing steel (bridge). Unless otherwise provided, drilling and bonding dowels will be measured and paid for by the linear foot determined by the number and the required depth of holes as shown on the plans or as ordered by the Engineer. The contract price paid per linear foot for drill and bond dowel shall include full compensation for furnishing all labor, materials (except reinforcing steel dowels), tools, equipment, and incidentals, and for doing all the work involved in drilling the holes, including coring through reinforcement when approved by the Engineer, and bonding the dowels, complete WI* in place, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. '°` 10-1.18 CORE CONCRETED ROCK(6") Coring concreted rock shall consist of coring holes through the existing concreted rock drop structure as shown on the plans and in conformance with these special provisions. The holes shall be cored by methods that will not shatter or damage the concreted rock adjacent to the holes. Water for core drilling operations shall be from the local domestic water supply or shall not contain more than 1,000 parts per million of chlorides as Cl, nor more than 1,300 parts per million of sulfates as SO4, nor shall the water contain any impurities in a sufficient amount that would cause discoloration of the existing concreted rock or produce etching of the surface. Old Waterman Canyon Road Bridge(Rehabilitation) , 65 Water from core drilling operations shall not be permitted to flow into Waterman Canyon Creek. Coring concreted rock will be measured by the linear foot as core concrete of the sizes listed in the Engineer's Estimate. The cored concrete will be measured along the centerline of the hole without deduction for expansion joints. The contract price paid per linear foot for core concreted rock of the sizes listed in the Engineer's Estimate shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in coring the holes, including control of water from core drilling, as shown on the plans, as specified in these special provisions, and as directed by the Engineer. 10-1.19 REFINISHING BRIDGE DECKS Surfaces of bridge decks that are exposed when existing railings, curbs, or sidewalks are removed shall be prepared and refinished flush with the adjoining deck surface in conformance with these special provisions. The Contractor may refinish the deck surface using Portland cement concrete or rapid setting concrete. The exact area to be refinished will be designated by the Engineer. Concrete shall be removed without damage to concrete that is to remain in place. Damage to concrete that is to remain in place shall be repaired to a condition satisfactory to the Engineer. The concrete in deck areas to be refinished shall be removed to a depth of approximately 3/4 inch below the adjoining deck surface. A 3/4 inch deep saw cut shall be made along the perimeter of deck areas to be refinished before removing the concrete. Existing areas of the deck more than 3/4 inch below the adjoining deck surface shall be prepared by removing not less than 1/4 inch of surface material to expose sound aggregate. Concrete removal may be done by abrasive blast cutting, abrasive sawing, impact tool cutting, machine rotary abrading, or by other methods, all to be approved by the Engineer. Cut areas shall be cleaned free of dust and all other loose and deleterious materials by brooming, abrasive blast cleaning, and high pressure air jets. Equipment shall be fitted with suitable traps, filters, drip pans, or other devices to prevent oil or other deleterious matter from being deposited on the deck. Existing reinforcement, exposed during the removal of concrete, that is to remain in place shall be protected from damage. Steel dowels shall be cut off 1 inch below the existing concrete deck surface or at the bottom of concrete removal, whichever is lower. PORTLAND CEMENT CONCRETE An epoxy adhesive shall be applied to the surfaces to be refinished before placing the portland cement concrete. Immediately before applying the adhesive, the area to receive the adhesive shall be cleaned by abrasive blasting and blown clean by compressed air to remove dust and any other loose material. The area to be covered shall be surface dry and the substrate temperature shall be 40°F or above when the adhesive is applied. The epoxy adhesive shall be furnished and applied in conformance with the provisions in Section 95-1, "General," and Section 95-2.03, "Epoxy Resin Adhesive for Bonding New Concrete to Old Concrete," of the Standard Specifications. The exact rate of applying epoxy adhesive will be determined by the Engineer. The adhesive shall be worked onto the surface with stiff brushes or equal. Portland cement concrete used to fill the prepared areas shall conform to the provisions in Section 90, "Portland Cement Concrete," of the Standard Specifications and the following: Old Waterman Canyon Road Bridge(Rehabilitation) 66 A. The concrete shall contain a minimum of 675 pounds of cementitious material per cubic yard. B. The amount of free water used in concrete shall not exceed 280 pounds per cubic yard. C. The aggregate shall contain between 50 and 55 percent fine aggregate and the remainder shall be pea gravel. The grading of pea gravel shall be such that 100 percent passes the 1/2 inch sieve and not more than 5 percent passes the No. 16 sieve, unless a larger size is ordered by the Engineer. D. Admixtures shall be furnished and used if directed by the Engineer. E. Immediately after depositing on the newly placed adhesive, the portland cement concrete shall be thoroughly consolidated until all voids are filled and free mortar appears on the surface and then struck off to the required grade. F. Concrete shall be cured as provided in Section 90-7.03, "Curing Structures," of the Standard Specifications. G. No loads of any kind shall be applied to the portland cement concrete for at least 7 days after placing. c RAPID SETTING CONCRETE Rapid setting concrete used to fill the prepared areas shall be a high-strength material consisting of magnesium phosphate concrete, or portland cement based concrete. Magnesium phosphate concrete shall conform to the requirements for magnesium phosphate concrete in Section 83-2.02D(1), "General," of the Standard Specifications. A clean uniform rounded aggregate filler may be used to extend the rapid setting concrete. The moisture content of the aggregate shall not exceed 0.5 percent. Grading of the aggregate c shall conform to the following: Sieve Size I Percentage Passing 1/2" 100 No. 16 0-5 The amount of aggregate filler shall conform to the manufacturer's recommendation, but in no case shall the concrete strengths be less than that specified for magnesium phosphate concrete in Section 83-2.02D(1), "General," of the Standard Specifications. Mixing of components of dual component (with a prepackaged liquid activator) magnesium phosphate shall be by complete units, supplied by the manufacturer. Portions of units shall not be used. Water shall not be added to dual component magnesium phosphate. Immediately before applying the rapid setting concrete, the surface shall be dry and blown clean by compressed air to remove accumulated dust and any other loose material. If the surface becomes contaminated at any time before placing the concrete, the surface shall be cleaned by abrasive blasting. The surface temperature of the areas to be covered shall be 39 F or above when the concrete is applied. Methods proposed to heat said surfaces are subject to approval by the Engineer. The surface for the magnesium phosphate concrete shall be dry. The surfaces for portland cement based concrete may be damp but not saturated. Magnesium phosphate concrete shall not be mixed in containers or worked with tools containing zinc, cadmium, aluminum, or copper. Concrete shall not be retempered. Finishing tools that are cleaned with water shall be thoroughly dried before working the concrete. Old Waterman Canyon Road Bridge(Rehabilitation) . 67 Portland cement based concrete shall be cured in conformance with the provisions in Section 90-7.01B, "Curing Compound Method," of the Standard Specifications. Magnesium phosphate concrete shall not be cured. Unless otherwise permitted in writing by the Engineer, public traffic shall not be permitted on the new concrete until at least 24 hours after final set. FINISHING REQUIREMENTS In advance of the curing operations, the surface of the concrete shall be textured by brooming with a stiff bristled broom or by other suitable devices that will result in uniform scoring. Brooming shall be performed transversely. The operation shall be performed at a time and in a manner that produces a hardened surface having a uniform texture and a coefficient of friction of not less than 0.35 as determined by California Test 342. Refinished surfaces that are found to have a coefficient of friction less than 0.35 shall be ground or grooved by the Contractor at his expense in conformance with the applicable provisions in Section 42, "Groove and Grind Pavement," of the Standard Specifications. In the longitudinal direction, refinished surfaces shall not vary more than 0.02 foot from the lower edge of a 12-foot straightedge. The refinished surface shall be flush with the existing adjoining surface. MEASUREMENT AND PAYMENT No adjustment of compensation will be made for any increase or decrease in the quantity of refinish bridge deck, regardless of the reason for the increase or decrease. The provisions in Section 4-1.03B, "Increased or Decreased Quantities," of the Standard Specifications shall not apply to the contract item of refinish bridge deck. The quantity in square feet of refinish bridge deck to be paid for will be determined from the lengths and widths of the refinished areas, measured horizontally, plus 0.2 square foot for patching around each dowel. 10-1.20 REPAIR SPALLED SURFACE AREAS This work consists of repairing concrete surfaces of the existing structures by removing and disposing of unsound portland cement concrete, cleaning concrete surfaces and reinforcing steel, placing reinforcement, and filling spalled areas to the limits designated by the Engineer, as shown on the plans, and in conformance with the provisions in Sections 15, "Existing Highway Facilities," 51, "Concrete Structures," and 95-1, "Epoxy," of the Standard Specifications and these special provisions. This work includes the placement of the mortar caps on the existing wingwalls where portions of the wingwall are required to be removed. The Contractor will be permitted to use other methods and filler materials than those listed in Section 51-1.18A, "Ordinary Surface Finish," of the Standard Specifications for filling depressions or pockets or for the construction of the mortar caps on the existing wingwalls. The method of placement shall be determined by the Contractor. The material for filling spalled areas, and any bonding material between the existing concrete and filling material shall conform to the following requirements: PROPERTY ( REQUIREMENT I TEST METHOD Abrasion 25 grams,max. CA Test 550 resistance at 28 days Modulus of 10.3 to 24.1 CA Test 551 elasticity at 28 days GPa Old Waterman Canyon Road Bridge(Rehabilitation) 68 Water soluble 500 mg/kg, CA Test 422 chlorides max. Water soluble 2500 mg/kg, CA Test 417 sulfates max. A. Material for repairing concrete surfaces shall be accompanied by a Certificate of Compliance as provided in Section 6-1.07, "Certificates of Compliance." Unsound concrete is generally that concrete which emits a relatively dead or hollow sound when its surface is tapped with a metal tool. Concrete encasing corroded reinforcing steel beyond the limits identified by the dead or hollow sound may be considered as unsound concrete. Engineer will determine which concrete is unsound and which concrete is sound. Equipment and tools shall not be used to remove unsound concrete which, in the opinion of the Engineer, cause the removal of excess quantities of sound concrete along with the unsound concrete. After the removal of unsound concrete has been completed, any existing reinforcing steel which has been exposed shall be restored to position and blocked and tied in conformance with the provisions in Section 52, "Reinforcement," of the Standard Specifications. Reinforcing steel that has been damaged to the extent that its usefulness is destroyed as a KIP result of the Contractor's operations, shall be repaired or replaced by the Contractor at his expense. Prior to filling spalled areas, the concrete surfaces and exposed reinforcing steel shall be cleaned of all oil, soot, rust and deleterious material by abrasive blasting. When instructions for mixing, bonding, or curing are furnished by the filler or bonding material supplier, these instructions shall be followed except as modified in these provisions. Shotcrete may be applied by a dry mix process with hydration liquid applied separately and immediately following the material. Within 14 days after placement, the patch shall emit a ringing sound similar to the sound obtained from the adjacent sound concrete when tapped with a metal tool. Access shall be provided by the Contractor to allow the Engineer to reach the spalled areas to determine limits for removal, and the repaired areas for testing by tapping and measurement. Filling repair areas will be measured and paid for by the square foot as repair spalled surface area. Measurement shall be made on the completed surface of the repaired areas. The measured area shall be agreed upon daily between the Contractor and the Engineer. The contract prices paid per square foot for repair spalled surface area shall include full compensation for furnishing all labor, materials, including reinforcement, tools, equipment, and incidentals, and for doing all the work involved in repairing spalled surface area, complete in place, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.21 REINFORCEMENT Reinforcement shall conform to the provisions in Section 52, "Reinforcement," of the Standard Specifications. 10-1.22 PAINT TRAFFIC STRIPE Painted traffic stripes (traffic lines) shall be applied in conformance with the provisions in Section 84, "Traffic Stripes and Pavement Markings," of the Standard Specifications and these special provisions. Old Waterman Canyon Road Bridge(Rehabilitation) 69 For each batch of paint for traffic stripes, the Contractor shall submit to the Engineer: 1. Certificate of Compliance under Section 6-1.07, "Certificates of Compliance," of the Standard Specifications 2. Department's Materials Engineering and Testing Services notification letter stating that the material is approved for use 3. Material Safety Data Sheet Traffic stripe paint shall conform to the requirements in State Specification No. PTWB-01. The color of the painted traffic stripes shall conform to the requirements in ASTM Designation: D 6628-01. Within 14 days of applying a painted traffic stripe or painted pavement marking, the retroreflectivity of the traffic stripe or pavement marking shall be a minimum of 250 millicandelas per square meter per lux for white, and 150 millicandelas per square meter per lux for yellow. The Contractor shall test the retroreflectivity under ASTM E 1710. At the option of the Contractor, permanent traffic striping and pavement marking tape conforming to the provisions in "Prequalified and Tested Signing and Delineation Materials" of these special provisions may be placed instead of painted traffic stripes. Permanent tape, if used, shall be placed in conformance with the manufacturer's specifications. If permanent tape is placed instead of painted traffic stripes, the tape will be measured and paid for by the linear foot as paint traffic stripe and by the square foot as paint pavement marking of the number of coats designated in the Engineer's Estimate. 10-1.23 FURNISH SIGN Signs shall be fabricated and furnished in accordance with details shown on the plans, the Traffic Sign Specifications, and these special provisions. Traffic Sign Specifications for California sign codes are available for review at: http://www.dot.ca.gov/hq/traffops/signtech/signdel/specs.htm Traffic Sign Specifications for signs referenced with Federal MUTCD sign codes can be found in Standard Highway Signs Book, administered by the Federal Highway Administration, which is available for review at: http://mutcd.fhwa.dot.gov/ser-shs_millennium.htm Information on cross-referencing California sign codes with the Federal MUTCD sign codes is available at: http://www.dot.ca.gov/hq/traffops/signtech/signdel/specs.htm Temporary or permanent signs shall be free from blemishes that may affect the serviceability and detract from the general sign color and appearance when viewing during daytime and nighttime from a distance of 25 feet. The face of each finished sign shall be uniform, flat, smooth, and free of defects, scratches, wrinkles, gel, hard spots, streaks, extrusion marks, and air bubbles. The front, back, and edges of the sign panels shall be free of router chatter marks, burns, sharp edges, loose rivets, delaminated skins, excessive adhesive over spray and aluminum marks. Old Waterman Canyon Road Bridge(Rehabilitation) 70 QUALITY CONTROL FOR SIGNS The requirements of "Quality Control for Signs" in this section shall not apply to construction area signs. No later than 14 days before sign fabrication, the Contractor shall submit a written copy of the quality control plan for signs to the Engineer for review. The Engineer will have 10 days to review the quality control plan. Sign fabrication shall not begin until the Engineer approves the Contractor's quality control plan in writing. The Contractor shall submit to the Engineer at least 3 copies of the approved quality control plan. The quality control plan shall include, but not be limited to the following requirements: A. Identification of the party responsible for quality control of signs, B. Basis of acceptance for incoming raw materials at the fabrication facility, C. Type, method and frequency of quality control testing at the fabrication facility, D. List (by manufacturer and product name) of process colors, protective overlay film, retroreflective sheeting and black non-reflective film, E. Recommended cleaning procedure for each product, and F. Method of packaging, transport and storage for signs. No legend shall be installed at the project site. Legend shall include letters, numerals, tildes, bars, arrows, route shields, symbols, logos, borders, artwork, and miscellaneous characters. The -- style, font, size, and spacing of the legend shall conform to the Standard Alphabets published in the FHWA Standard Highway Signs Book. The legend shall be oriented in the same direction in accordance with the manufacturer's orientation marks found on the retroreflective sheeting. The following notation shall be placed on the lower right side of the back of each sign where the notation will not be blocked by the sign post or frame: A. PROPERTY OF CITY OF SAN BERNARDINO, B. Name of the sign manufacturer, C. Month and year of fabrication, D. Type of retroreflective sheeting, and E. Manufacturer's identification and lot number of retroreflective sheeting. The above notation shall be applied directly to the aluminum sign panels in 1/4-inch upper case letters and numerals by die-stamp. Painting, screening, or engraving the notation will not be allowed. The notation shall be applied without damaging the finish of the sign. Signs with a protective overlay film shall be marked with a dot of 3/8 inch in diameter. The dot placed on white border shall be black, while the dot placed on black border shall be white. The dot shall be placed on the lower border of the sign before application of the protective overlay film and shall not be placed over the legend and bolt holes. The application method and exact location of the dot shall be determined by the manufacturer of the signs. For sign panels that have a minor dimension of 48 inches or less, no splice will be allowed in the retroreflective sheet except for the splice produced during the manufacturing of the retroreflective sheeting. For sign panels that have a minor dimension greater than 48 inches, only one horizontal splice will be allowed in the retroreflective sheeting. Unless specified by the manufacturer of the retroreflective sheeting, splices in retroreflective Not sheeting shall overlap by a minimum of one inch. Splices shall not be placed within 2 inches from edges of the panels. Except at the horizontal borders, the splices shall overlap in the direction from top to bottom of the sign to prevent moisture penetration. The retroreflective sheeting at the overlap shall not exhibit a color difference under the incident and reflected light. Old Waterman Canyon Road Bridge(Rehabilitation) 71 Signs exhibiting a significant color difference between daytime and nighttime shall be replaced immediately. Repairing sign panels will not be allowed except when approved by the Engineer. The Department will inspect signs at the Contractor's facility and delivery location, and in accordance with Section 6, "Control of Materials," of the Standard Specifications. The Engineer will inspect signs for damage and defects before and after installation. Regardless of kind, size, type, or whether delivered by the Contractor or by a common carrier, signs shall be protected by thorough wrapping, tarping, or other methods to ensure that signs are not damaged by weather conditions and during transit. Signs shall be dry during transit and shipped on palettes, in crates, or tier racks. Padding and protective materials shall be placed between signs as appropriate. Finished sign panels shall be transported and stored by method that protects the face of signs from damage. The Contractor shall replace wet, damaged, and defective signs. Signs shall be stored in dry environment at all times. Signs shall not rest directly on the ground or become wet during storage. Signs, whether stored indoor or outdoor, shall be free standing. In areas of high heat and humidity signs shall be stored in enclosed climate-controlled trailers or containers. Signs shall be stored indoor if duration of the storage will exceed 30 days. Screen processed signs shall be protected, transported and stored as recommended by the manufacturer of the retroreflective sheeting. The Contractor shall assume the costs and responsibilities resulting from the use of patented materials, equipment, devices, and processes for the Contractor's work. SHEET ALUMINUM Alloy and temper designations for sheet aluminum shall be in accordance with ASTM Designation: B 209. The Contractor shall furnish the Engineer a Certificate of Compliance in conformance with Section 6-1.07, "Certificates of Compliance," of the Standard Specifications for the sheet aluminum. Sheet aluminum shall be pretreated in accordance to ASTM Designation: B 449. Surface of the sheet aluminum shall be cleaned, deoxidized, and coated with a light and tightly adherent chromate conversion coating free of powdery residue. The conversion coating shall be Class 2 with a weight between 10 milligrams per square foot and 35 milligrams per square foot, and an average weight of 25 milligrams per square foot. Following the cleaning and coating process, the sheet aluminum shall be protected from exposure to grease, oils, dust, and contaminants. Sheet aluminum shall be free of buckles, warps, dents, cockles, burrs, and defects resulting from fabrication. Base plate for standard route marker shall be die cut. RETROREFLECTIVE SHEETING The Contractor shall furnish retroreflective sheeting for sign background and legend in conformance with ASTM Designation: D 4956 and "Prequalified and Tested Signing and Delineation Materials" of these special provisions. Retroreflective sheeting shall be applied to sign panels as recommended by the retroreflective sheeting manufacturer without stretching, tearing, and damage. Class 1, 3, or 4 adhesive backing shall be used for Type II, III, IV, VII, VIII, and IX retroreflective sheeting. Class 2 adhesive backing may also be used for Type II retroreflective sheeting. The adhesive backing shall be pressure sensitive and fungus resistant. When the color of the retroreflective sheeting determined from instrumental testing is in dispute, the Engineer's visual test will govern. Old Waterman Canyon Road Bridge(Rehabilitation) 72 PROCESS COLOR AND FILM The Contractor shall furnish and apply screened process color, non-reflective opaque black film, and protective overlay film of the type, kind, and product that are approved by the manufacturer of the retroreflective sheeting. The Contractor shall furnish the Engineer a Certificate of Compliance in accordance to Section 6-1.07, "Certificates of Compliance," of the Standard Specifications for the screened process color, non-reflective opaque black film, and protective overlay film. The surface of the screened process color shall be flat and smooth. When the screened process colors determined from the instrumental testing in accordance to ASTM Designation: g gnation: D 4956 are in dispute, the Engineer's visual test will govern. The Contractor shall provide patterns, layouts, and set-ups necessary for the screened process. The Contractor may use green, red, blue, and brown reverse-screened process colors for background and non-reflective opaque black film or black screened process color for legend. The coefficient of retroreflection for reverse-screened process colors on white retroreflective sheeting shall not be less than 70 percent of the coefficient of retroreflection specified in ASTM Designation: D 4956. 0„f The screened process colors and non-reflective opaque black film shall have the same outdoor weatherability as that of the retroreflective sheeting. After curing, screened process colors shall withstand removal when tested by applying 3M , Company Scotch Brand Cellophane Tape No. 600 or equivalent tape over the color and removing with one quick motion at 90° angle. SINGLE SHEET ALUMINUM SIGN Single sheet aluminum signs shall be fabricated and furnished with or without frame. The Contractor shall furnish the sheet aluminum in accordance to "Sheet Aluminum" of these special Single sheet aluminum signs shall be fabricated from sheet aluminum alloy 6061-T6 or 5052-H38. Single Sheet aluminum signs shall not have a vertical splice in the sheet aluminum. For signs with depth greater than 48 inches, one horizontal splice will be allowed in the sheet , aluminum. Framing for single sheet aluminum signs shall consist of aluminum channel or rectangular aluminum tubing. The framing shall have a length tolerance of±1/8 inch. The face sheet shall be affixed to the frame with rivets of 3/16-inch diameter. Rivets shall be placed within the web of channels and shall not be placed less than 1/2 inch from edges of the sign panels. Rivets shall be made of aluminum alloy 5052 and shall be anodized or treated with conversion coating to -, prevent corrosion. The exposed portion of rivets on the face of signs shall be the same color as the background or legend where the rivets are placed. Finished signs shall be flat within a tolerance of±1/32 inch per linear foot when measured across the plane of the sign in all directions. The finished signs shall have an overall tolerance within±1/8 inch of the detailed dimensions. Aluminum channels or rectangular aluminum tubings shall be welded together with the inert shielded-arc welding process using E4043 aluminum electrode filler wires as shown on the plans. Width of the filler shall be equal to wall thickness of smallest welded channel or tubing. Old Waterman Canyon Road Bridge(Rehabilitation) 73 MEASUREMENT AND PAYMENT Furnishing signs (except for construction area signs) will be measured by the square foot and the quantity to be paid for will be the total area, in square feet, of the sign panel types installed in place. The contract price paid per square foot for furnish sign of the types specified in the Engineer's estimate shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in fabricating and furnishing the signs, including fastening hardware, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Full compensation for furnishing and installing protective overlay on signs shall be considered as included in the contract price paid per square foot for furnish sign of the various types and no separate payment will be made therefor. 10-1.24 CONCRETED ROCK Concreted rock shall be placed or constructed in conformance with the provisions in Section 72, "Slope Protection," of the Standard Specifications. Rock slope protection fabric must be Class 8. Concreted-rock drop structure repair and concreted-rock wingwall support, will be measured by the cubic yard for the rock and by the cubic yard for the concrete. The contract price paid per cubic yard for concreted-rock drop structure repair (facing, method B) includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the concreted rock fill at the face of the void underneath the existing concreted rock drop structure, complete in place, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. The contract price paid per cubic yard for concreted-rock wingwall support (facing, method B) includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing the concreted rock fill underneath and in front of the existing wingwall on the southeast corner of the bridge, complete in place, including the installation of weep holes and the filter fabric needed to form them, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. The contract price paid per square yard for rock slope protection fabric includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in placing the rock slope protection fabric, complete in place, but not including the fabric needed to construct weep holes, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. 10-1.25 MARKERS AND DELINEATORS Markers and delineators shall conform to the provisions in Section 82, "Markers and Delineators," of the Standard Specifications and these special provisions. Markers and delineators on flexible posts shall conform to the provisions in "Prequalified and Tested Signing and Delineation Materials" of these special provisions. Flexible posts shall be made from a flexible white plastic which shall be resistant to impact, ultraviolet light, ozone, and hydrocarbons. Flexible posts shall resist stiffening with age and shall be free of burns, discoloration, contamination, and other objectionable marks or defects which affect appearance or serviceability. Old Waterman Canyon Road Bridge(Rehabilitation) 74 Retroreflective sheeting for metal and flexible target plates shall be the retroreflective sheeting designated for channelizers, markers, and delineators conforming to the requirements in ASTM Designation: D 4956-95 and in conformance with the provisions in "Prequalified and Tested Signing and Delineation Materials" of these special provisions. 10-1.26 METAL BEAM GUARD RAILING Metal beam guard railing shall be constructed in conformance with the provisions in Section 83-1, "Railings," of the Standard Specifications and these special provisions. Line posts shall be wood, steel, or plastic. Blocks shall be wood or plastic. 10-1.27 CONCRETE BARRIER Concrete barriers shall conform to the provisions in Section 83-2, "Barriers," of the Standard Specifications and these special provisions. If reinforcement is encountered during drilling before the specified depth is attained, the Engineer shall be notified. Unless the Engineer approves coring through the reinforcement, the hole will be rejected and the Contractor shall drill a new hole adjacent to the rejected hole to the depth shown on the plans. Forms for concrete barrier railing shall remain in place for a minimum of 36 hours after the concrete has been placed. 10-1.28 TRANSITION RAILING(TYPE WB) Transition railing (Type WB) shall be furnished and installed in conformance with details — shown on the plans, the provisions in Section 83-2, "Barriers," of the Standard Specifications and these special provisions. The 10-gage rail elements shall conform to the requirements of Class B, Type 1 thrie beam guard railing as shown in AASHTO Designation: M 180. End caps shall conform to the requirements of Class A, Type 1 thrie beam guard railing as shown in AASHTO Designation: M 180. Surplus excavated material remaining after the transitional railing (Type WB) has been 0. constructed shall be disposed of in a uniform manner along the adjacent roadway where designated by the Engineer. The contract unit price paid for transition railing (Type WB) shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing transition railing (Type WB), complete in place, including �x drilling holes for wood posts, driving posts, backfill, and disposal of surplus material, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. Old Waterman Canyon Road Bridge(Rehabilitation) 75 APPENDIX STATE OF CALIFORNIA ENVIRONMENTAL PROTECTION AGENCY REGIONAL WATER QUALITY CONTROL BOARD SANTA ANA REGION 401 WATER QUALITY CERTIFICATION •= EDMUND G.BROWN JR. 04 GOVERNOR C/4,1RONM11- > CRET Rt ROO RIOUE2 WaterBoards ENVIRONYENTaI OROTECIIUH Santa Ana Regional Water Quality Control Board June 13, 2012 Robert Eisenbeisz City of San Bernardino 300 N. D Street San Bernardino, CA 92418 CLEAN WATER ACT SECTION 401 WATER QUALITY STANDARDS CERTIFICATION FOR THE OLD WATERMAN CANYON ROAD BRIDGE REHABILITATION PROJECT, COUNTY OF SAN BERNARDINO, CALIFORNIA (ACOE REFERENCE NO. NOT AVAILABLE) (SARWQCB PROJECT NO. 362011-27) Dear Mr. Eisenbeisz: On December 22, 2011, we received an application for Clean Water Act Section 401 Water Quality Standards Certification ("Certification") from the City of San Bernardino for its project to rehabilitate the existing Old Waterman Canyon Road bridge, and reinforce the creek invert and approach embankments to enhance protection against scour. This letter responds to your request for certification that the proposed project, described in your application and summarized below, will comply with State water quality standards outlined in the Water Quality Control Plan for the Santa Ana River Basin (1995) (Basin Plan) and subsequent Basin Plan amendments: Project Description: The Waterman Bridge is a single-span, cast-in-place reinforced concrete structure with one lane in each direction. The proposed project is the rehabilitation of the existing bridge and the reinforcement of the creek invert and approach embankments to protect against scour. The work will take place within Section 11 of Township 1 North, Range 4 West, of the U.S. Geological Survey San Bernardino North quadrangle map (34.191488° N/-117.273789°W). Receiving water: Waterman Canyon Creek, tributary to Warm Creek, Santa Ana River, and the Pacific Ocean Fill area: 0.006 acre of permanent impact to wetland habitat (41 linear feet), 0.004 acre of temporary impact to wetland habitat(41 linear feet) and 0.044 acre of temporary impact to streambed habitat (120 linear feet) Dredge/Fill volume: N/A CAROLE H. BESWICK,CHAIR 1 KURT V. BENCHTOLD, EXECUTIVE OFFICER 3737 Main St.,Suite 500,Riverside.CA 92501 www.waterboards.ca.gov/santaana L�RECYCIEO PAPER Robert Eisenbeisz -2 - June 13, 2012 Federal permit: U.S. Army Corps of Engineers Nationwide Permit No. 3 You have proposed to mitigate water quality impacts as described in your Certification application. The proposed mitigation is summarized below: Onsite Water Quality Standards Mitigation Proposed: • One-time removal of 0.02 acre of non-native vegetation from habitat within and adjacent to project site. A report detailing the mitigation efforts will be provided will include details of the mitigation activities, as well as before and after photographs of the areas where mitigation activities were performed. • Standard water quality related best management practices (BMPs) will be employed during construction activities. Offsite Water Quality Standards Mitigation Proposed: • None - Should the proposed project impact state-or federally-listed endangered species or their habitat, implementation of measures identified in consultation with U.S. Fish and Wildlife Service and the California Department of Fish and Game will ensure those impacts are mitigated to an acceptable level. Appropriate BMPs will be implemented to reduce construction-related impacts to Waters of the State according to the requirements of Order No. R8-2010-0036 (NPDES Permit No. CAS618036), commonly known as the San Bernardino County Municipal Storm Water Permit, and subsequent iterations thereof. Order No. R8-2010-0036 requires that you substantially comply with the requirements of State Water Resources Control Board's General Permit for Storm Water Discharges Associated with Construction Activity, including the preparation of a Storm Water Pollution Protection Plan (SWPPP). Pursuant to California Code of Regulations, Title 14, Chapter 3, Section 15096, as a responsible agency, the Regional Board is required to consider an Environmental Impact Report (EIR) or Negative Declaration prepared by the lead agency in determining whether to approve a Section 401 Certification. A Notice of Determination for a Mitigated Negative Declaration (MND) for the project was approved by the City of San Bernardino Development Services Department on May 28, 2008. A responsible agency has responsibility for mitigating and avoiding only the direct and indirect environmental effects of those parts of the project which it decides to carry out, finance, or approve. As required by Section 15096, the Regional Board has considered the MND prepared for the proposed project, and information provided subsequently in the City's application, in approving this Certification. In the issuance of this Certification, the Executive Officer has considered those sections of the City's MND that relate to water quality. Based on the mitigation proposed and the conditions set forth in this Certification, impacts to water quality will be reduced to a less than significant level and r k Robert Eisenbeisz -3- June 13, 2012 beneficial uses will be protected. The Regional Board independently finds that changes or alterations have been required or incorporated into the project that avoid or mitigate impacts to water quality to a less than significant level. This 401 Certification is contingent upon the execution of the following conditions: 1) The applicant must comply with the requirements of the applicable Clean Water Act section 404 permit. 2) Proposed mitigation shall be timely implemented. Materials documenting the necessary mitigation shall be provided to this office prior to discharge of fill to, or to the dredging or excavation of material from, waters of the state. 3) All materials generated from construction activities associated with this project shall be managed appropriately. This shall include identifying all potential pollution sources within the scope of work of this project, and incorporating all necessary pollution prevention BMPs as they relate to each potential pollution source identified. 4) The project proponent shall utilize BMPs during project construction to minimize the controllable discharges of sediment and other wastes to drainage systems or other waters of the state and of the United States. 5) Substances resulting from project-related activities that could be harmful to aquatic life, including, but not limited to, petroleum lubricants and fuels, cured and uncured cements, epoxies, paints and other protective coating materials, portland cement concrete or asphalt concrete, and washings and cuttings thereof, metal cutting, welding or grinding debris, including metal dusts and welding slag shall not be discharged to soils or waters of the state. All waste concrete shall be removed. 6) Motorized equipment shall not be maintained or parked within or near any stream crossing, channel or lake margin in such a manner that petroleum products or other pollutants from the equipment may enter these areas under any flow conditions. Vehicles shall not be driven or equipment operated in waters of the state on-site, except as necessary to complete the proposed project. No equipment shall be operated in areas of flowing water. 7) This Water Quality Certification is subject to the acquisition of all local, regional, state, and federal permits and approvals as required by law. Failure to meet any conditions contained herein or any the conditions contained in any other permit or approval issued by the State of California or any subdivision thereof may result in the revocation of this Certification and civil or criminal liability. 8) Best management practices to stabilize disturbed soils must include the use of native plant species whenever feasible. Robert Eisenbeisz -4- June 13, 2012 9) Construction de-watering discharges, including temporary stream diversions necessary for project construction may be regulated under Regional Board Order No. R8-2009-0003, General Waste Discharge Requirements for Discharges to Surface Waters that Pose an Insignificant(De Minimus) Threat to Water Quality. For more information, please review Order No. R8-2009- 0003 at www.waterboards.ca.gov/santaana/ 10) Applicant shall ensure that all fees associated with this project shall be paid to each respective agency prior to conducting any on-site construction activities. Under California Water Code, Section 1058, and Pursuant to 23 CCR §3860, the following shall be included as conditions of all water quality certification actions: (a) Every certification action is subject to modification or revocation upon administrative or judicial review, including review and amendment pursuant to Section §13330 of the Water Code and Article 6 (commencing with Section 3867) of this Chapter. (b) Certification is not intended and shall not be construed to apply to any activity involving a hydroelectric facility and requiring a FERC license or an amendment to a FERC license unless the pertinent certification application was filed pursuant to Subsection §3855(b) of this Chapter and that application specifically identified that a FERC license or amendment to a FERC license for a hydroelectric facility was being sought. (c) Certification is conditioned upon total payment of any fee required under this Chapter and owed by the applicant. If the above stated conditions are changed, any of the criteria or conditions as previously described are not met, or new information becomes available that indicates a water quality problem, the Regional Board may require the applicant to submit a report of waste discharge and obtain Waste Discharge Requirements. In the event of any violation or threatened violation of the conditions of this certification, the holder of any permit or license subject to this certification shall be subject to any remedies, penalties, process or sanctions as provided for under state law. For purposes of section 401(d) of the Clean Water Act, the applicability of any state law authorizing remedies, penalties, process or sanctions for the violation or threatened violation constitutes a limitation necessary to assure compliance with the water quality standards and other pertinent requirements incorporated into this certification. Violations of the conditions of this certification may subject the applicant to civil liability pursuant to Water Code section 13350 and/or 13385. Robert Eisenbeisz - 5- June 13, 2012 This letter constitutes a Water Quality Standards Certification issued pursuant to Clean Water Act Section 401. I hereby issue an order certifying that any discharge from the referenced project will comply with the applicable provisions of Sections 301 (Effluent Limitations), 302 (Water Quality Related Effluent Limitations), 303 (Water Quality Standards and Implementation Plans), 306 (National Standards of Performance), and 307 (Toxic and Pretreatment Effluent Standards) of the Clean Water Act, and with other applicable requirements of State law. This discharge is also regulated under State Water Resources Control Board Order No. 2003-0017-DWQ (Order No. 2003-0017- DWQ), "General Waste Discharge Requirements for Dredge and Fill Discharges That Have Received Water Quality Certification"which requires compliance with all conditions of this Water Quality Standards Certification. Order No. 2003-0017-DWQ is available at: www.waterboards.ca.gov/boarddecisions/adopted_orders/water quality/2003/wgo/wgo 2003-0017.pdf Should there be any questions, please contact Marc Brown at(951) 321-4584, or Mark Adelson at(951) 782-3234. Sincerely, Kurt V. Berchtold Executive Officer Santa Ana Regional Water Quality Control Board cc(via electronic mail): ICF International—Regulatory Specialist- Megan Jameson: Megan.Jameson©icfi.com U. S. Army Corps of Engineers, Los Angeles Office- Mark Durham State Water Resources Control Board, OCC- David Rice State Water Resources Control Board, DWQ -Water Quality Certification Unit California Department of Fish and Game-Joanna Gibson U.S. EPA-Supervisor of the Wetlands Regulatory Office WTR- 8 x:\401\certifications\362011-27old waterman cyn rd bridge final_13jun12.docx STATE OF CALIFORNIA NATURAL RESOURCES AGENCY DEPARTMENT OF FISH AND WILDLIFE INLAND DESERTS REGION & NOTIFICATION OF LAKES AND STREAMBED ALTERATION M a 4 O 9 CALIFORNIA DEPARTMENT OF FISH AND GAME G11.1FORNl\ INLAND DESERTS REGION 7;0 3602 INLAND EMPIRE BLVD.,SUITE C-220 ONTARIO,CA 91764 .� STREAMBED ALTERATION AGREEMENT NOTIFICATION No. 1600-2011-0277-R6(REVISION 1) CITY OF SAN BERNARDINO OLD WATERMAN CANYON ROAD BRIDGE REHABILITATION PROJECT This Streambed Alteration Agreement (Agreement) is entered into between the California Department of Fish and Game (DFG) and the City of San Bernardino (Permittee), represented by Mr. Robert Eisenbeisz. RECITALS WHEREAS, pursuant to Fish and Game Code (FGC) section 1602, Permittee notified DFG on December 22, 2011, that Permittee intends to complete the project described herein. WHEREAS, pursuant to FGC section 1603, DFG has determined that the project could substantially adversely affect existing fish or wildlife resources and has included measures in the Agreement necessary to protect those resources. WHEREAS, Permittee has reviewed the Agreement and accepts its terms and conditions, including the measures to protect fish and wildlife resources. NOW THEREFORE, Permittee agrees to complete the project in accordance with the Agreement. PROJECT LOCATION The project is located within Waterman Canyon Creek, tributary to Warm Creek, and thence the Santa Ana River, at the Old Waterman Canyon Road Bridge crossing, in the City of San Bernardino, County of San Bernardino, State of California; Latitude: 34.1915 N, Longitude: -117.2738 W. PROJECT DESCRIPTION The project is limited to the repair of existing girders and abutments of the Old Waterman Canyon Road Bridge, backfilling the void under the existing drop structure downstream of the bridge, and the installation of concrete rock slope protection along the north and south embankment downstream of the bridge. In addition, the existing temporary railing (type k) along the bridge edges will be removed and replaced with new cast-in-place reinforced concrete bridge railing, and a new metal beam guard railing will • R i Notification#1800-2011-0277-R6 Streambed Alteration Agreement Page 2 of 15 be constructed on the roadway approaches to the bridge. To facilitate repairs, the following activities will be conducted: 1. Bridge deck and upstream exterior girder- portions of the bridge will be removed, including the remaining sections of the bridge deck above the upstream exterior girder and a portion of the existing abutment. Remaining potions of the upstream p ' exterior girder itself will also be completely removed. Reconstruction of these bridge elements will be completed with cast-in-place reinforced concrete. 2. All other girders - repairs to all other girders will consist of the removal of unsound concrete, where necessary, shaping the edges of the concrete spells, and placement of the Portland cement concrete patches. I; 3. Abutments - the streambed adjacent to abutments will be excavated to a depth of three feet below the existing subgrade and loose or damaged portions of the abutment walls will be removed. Sections of cast-in-place reinforced concrete will be placed directly in front of the existing damaged concrete at a width of approximately 11 inches, extending 15 feet and six inches along the north abutment and 20 feet along the south abutment. " ' 4. Drop structure - rock rip rap will be placed under the existing 22-foot wide, 6-foot high drop structure and concrete will be pumped in the voids. The face of the new drop structure will extend 6 feet from the existing work. 5. Embankments and wing walls - the north and south embankments and wing walls, downstream of the bridge, will be repaired. Loose and damaged concrete will be removed from the wing walls and patched as needed. Grouted rip rap will be placed along a 20-foot long by 18-foot high earthen section of the north embankment. Additional rock slope protection along a 20-foot long by 18-foot wide section of the southern embankment will be placed on top of the existing concrete rock installation. Additional concrete will be placed beneath the existing wing wall foundation and along the downstream edge of the wing wall on the south bank. 1 A bobcat will be used to excavate adjacent to the abutments only; all other mechanized equipment will operate on existing roadways above the streambed. PROJECT IMPACTS Existing native fish and wildlife resources the project could potentially substantially adversely affect include: AMPHIBIANS—mountain yellow-legged frog (Rana muscosa); BIRDS —American kestrel (Falco sparverius), Anna's hummingbird (Calypte anna), black phoebe (Sayomis nigricans), California thrasher(Toxostoma redivivum), California towhee (Me/ozone crissalis), coastal California gnatcatcher(Poiloptila californica californica), common raven (Corvus corax), house wren (Troglodytes aedon), , ac, 1� Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 3 of 15 least Bell's vireo (Vireo belGl pusillus), loggerhead shrike (Lanius ludovicianus), northern flicker(Colaptes auratus), southwestern willow flycatcher(Empidonax traillil extmus), spotted towhee (Pipilo maculates), wrentit(Chamaea fasciata), yellow breasted chat (lcteria virens), yellow warbler (Dendroica petechia); MAMMALS—American badger (Taxidea taxus), northwestern San Diego pocket mouse (Chaetodipus fallax fallax), pallid San Diego pocket mouse (Chaetodipus fallax pallidus), San Diego black-tailed jackrabbit (Lepus californicus bennettii), San Diego desert woodrat (Neotoma lepida intermedia); REPTILES— red diamond rattlesnake (Crotalus ruberruber), San Diego coast horned lizard (Phrynosoma coronatum blainvillet), silvery legless lizard (Anniella pulchra pulchra), and two-striped garter snake (Thamnophis hammondii); PLANTS — Nevin's barberry (Berberis nevinii), Plummer's mariposa lily (Calochortus plummerae), Robinson's pepper-grass (Lepidium virginicum robinsonii), San Bernardino aster (Symphyotrichum defoliatum), southern California black walnut(Juglans californica californica); and all other fish and wildlife resources in the project vicinity. The adverse effects the project could have on the fish and wildlife resources identified above include the disturbance to and/or alteration of nesting, breeding, and foraging habitat and alteration to a wildlife corridor. The construction of the project will permanently impact a total of 0.02 acre of jurisdictional area, consisting of 0.01 acre of unvegetated streambed and 0.01 acre of riparian habitat, and will temporarily impact a total of 0.04 acre of jurisdictional area, consisting of 0.03 acre of unvegetated streambed and 0.01 acre of riparian habitat. MEASURES TO PROTECT FISH AND WILDLIFE RESOURCES 1. Administrative Measures Permittee shall meet each administrative requirement described below. 1.1 Documentation at Project Site. Permittee shall make the Agreement, any extensions and amendments to the Agreement, and all related notification materials and California Environmental Quality Act(CEQA) documents, readily available at the project site at all times to present to DFG personnel, or personnel from another state, federal, or local agency upon request. 1.2 Providing Agreement to Persons at Protect Site. Permittee shall provide copies of the Agreement and any extensions and amendments to the Agreement to all persons who will be working on the project at the project site on behalf of Permittee, including but not limited to contractors, subcontractors, inspectors, and monitors. 1.3 Notification of Conflicting Provisions. Permittee shall notify DFG if Permittee determines or learns that a provision in the Agreement might conflict with a provision imposed on the project by another local, state, or federal agency. In that event, DFG shall contact Permittee to resolve any conflict. 1 Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 4 of 15 1.4 Project Site Entry. Permittee agrees that DFG personnel may enter the project site at any time to verify compliance with the Agreement. 1.5 Take of Nesting Birds. Sections 3503, 3503.5, and 3513 of the FGC prohibit take of all birds and their active nests, including raptors and other migratory non-game birds (as listed under the Migratory Bird Treaty Act). ■ 2. Avoidance and Minimization Measures To avoid or minimize adverse impacts to the fish and wildlife resources identified above, Permittee shall implement each measure listed below. 2.1 Biological Monitor. A qualified biologist shall be onsite to monitor all activities that result in the clearing of sensitive habitat as well as grading, excavation, and/or other ground-disturbing activities in jurisdictional areas. Permittee shall flag the of grading and the jurisdictional areas, perform necessary surveys, and take photographs during the construction process, as required by this Agreement. The biological monitor is required to halt construction activities if threatened or endangered species are identified and notify the appropriate agencies immediately. 2.2 Lighting Impacts. No lighting shall be allowed to impact jurisdictional areas, and the lighting and fencing for infrastructure adjacent to jurisdictional areas shall be designed or reviewed by a qualified biologist to allow wildlife to move within the open space and conserved areas without hindrance. 2.3 Work in Wetted Areas. The Permittee shall avoid work in welled areas between the period of March 1 through September 30 to avoid impacts to amphibian aquatic life stages and local fish that may be spawning or rearing. if work cannot be avoided during that period, Permittee shall have a qualified biologist survey the project area and adjacent streambed for a distance of 200 feet upstream and 200 feet downstream of the project area. Prior to project commencement Permittee shall conduct an initial set of surveys once a day for three days at the appropriate time of day during the period from March 1 through September 30. Documentation 900; of these surveys and findings shall be submitted to DFG for review no more than 30 days following the completion of the surveys. Please note that surveys conducted more than one year prior to the construction start date will not be o , accepted by DFG. No more than 24 hours prior to project initiation, Permittee shall have a qualified biologist perform a one-time preconstruction survey of the project area and adjacent streambed following the parameters described above. If any fish or amphibian species are observed during the initial or preconstruction surveys, Permittee shall submit to DFG for approval a detailed water diversion/dewatering plan that includes specific avoidance and minimization measures for fish and amphibian species. Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 5 of 15 2.4 No Alteration of Habitat Structure. Aquatic habitat elements such as pools, spawning sites, large wood or structures that include large woody debris or vegetation that overhangs the channel shall not be disturbed. 2.5 Bat Surveys. Using an appropriate combination of structure inspection, sampling, exit counts, and acoustic surveys, a DFG approved biologist shall survey each structure and the surrounding area that may be impacted by the project for bats. If bats are found using any bridges or culverts within the project area, the biologist shall identify the bats to the species level, and evaluate the colony to determine its size and significance. The bat survey shall include: 1) the exact location of all roosting sites (location shall be adequately described and drawn on a map), 2) the number of bats present at the time of visit(count or estimate), 3)each species of bat present shall be named (include how the species was identified), 4) the location, amount, distribution and age of all bat guano shall be described and pinpointed on a map, and 5) the type of roost: night roost (rest at night while out feeding) versus a day roost (maternity colony) must also be clearly stated. The results of the bat survey shall be submitted to DFG prior to the initiation of construction activities. Reports shall be mailed to DFG Inland Deserts Region at the address below under Contact Information. Please reference SAA# 1600-2011- 0277-R6. If any structures house a maternity colony of bats, construction activities shall not occur during the recognized bat breeding season (March 1 to October 1). This agreement does not authorize the take of adult or juvenile bats. 2.6 Bridge-dwelling Wildlife Protection. Permittee shall comply with the following bridge-dwelling wildlife protection measures. All contractors, subcontractors, and employees shall also comply with these measures and it shall be the responsibility of Permittee to ensure compliance. 2.6.1. Construction activities on, under, or around, or within close proximity to bridges/culverts will be limited to September 1 to March 1, unless all bats have been excluded from the structure and concurrence has been received from DFG. 2.6.2. All night work (dusk until dawn) in the vicinity of the structure (i.e., roadway widening, resurfacing, lighting, land-closure setup, etc.)shall have concurrence from DFG prior to any work or scheduling of any work between March 1 and September 1. 2.6.3 A DFG approved biologist shall design and direct implementation of exclusionary devices designed to prevent birds and bats from utilizing bridges/culverts before construction activities begin. Exclusionary devices shall be installed on all bridges prior to the initiation of nesting season ,t Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 6 of 15 (February 15) and shall cover both the sides and bottom of each bridge. Passage underneath each bridge (through the channel) shall not be impeded. An acceptable example is bird block netting with '/2" x'12' mesh or smaller. Exclusionary mesh netting must be thick plastic with no exposed overlap joints, applied tightly, regularly maintained, and shall only be installed seven days (or earlier) after a survey has been conducted. If bats are found using any bridge, roost entrances shall be fitted with one-way doors that allow exits but prevent entrance for a period of several days to encourage bats to relocate. 2.6.4. If any roosting bats are discovered during construction activities all work shall stop on, under, around, or within 500-feet of the structure. 2.7 Nesting Bird Surveys. Permittee shall not remove vegetation from the project site wj from March 15 to September 15 to avoid impacts to nesting birds. If project construction cannot be avoided during the period of March 15 through September 15, Permittee shall have a qualified biologist survey all potential nesting vegetation for both diurnal and nocturnal species within the project site for nesting birds, prior to commencing project activities (including construction and/or site preparation). shall be conducted once a day for five days at the appropriate time of day during the breeding season and surveys shall end no more than three days prior to vegetation removal and/or disturbance. Documentation of surveys and findings shall be submitted to DFG for review and concurrence prior to conducting project activities. If no nesting birds were observed and concurrence was received from DFG, project activities may begin. If an active bird nest is located, the nest site shall be fenced a minimum of 200 feet (500 feet for sensitive species and/or raptors) in all directions, and this area shall not be disturbed until after September 15 or until the nest becomes inactive. If threatened or endangered species are observed in the area, no work shall occur during the breeding season (March 15 through September 15) to avoid direct or indirect(noise) take of listed species. 2.8 Burrowing Owl. Prior to the initiation of any project activities in jurisdictional areas, Permittee shall conduct a burrowing owl habitat assessment. The assessment shall be conducted by a biologist knowledgeable of burrowing owl habitat, ecology, and field identification of the species and burrowing owl sign. The assessment shall consist of walking the project site to identify the presence of burrowing owl habitat. Burrowing owls use a variety of natural and modified habitats for nesting and foraging that is typically characterized by low growing vegetation. Burrowing owl habitat includes, but is not limited to: native and nonnative grassland, interstitial grassland with shrub lands, shrub lands with low density shrub cover, golf courses, drainage ditches, earthen berms, unpaved airfields, pastureland, dairies, fallow fields, and agricultural use areas. Burrowing owls typically use burrows made from fossorial (adapted for burrowing or digging) mammals such as ground squirrels or badgers, and often manmade structures such as earthen berms; cement culverts; cement, asphalt, rock, or wood debris piles; or openings Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 7 of 15 beneath cement or asphalt pavement. A report summarizing the results of the habitat assessment shall be submitted to DFG within 30 days following the completion of the assessment. Please note that burrowing owl habitat assessments dated more than one year prior to the construction start date will not be accepted by DFG. If no suitable habitat is found on-site (i.e., if the site is completely covered in chaparral habitat, cement, or asphalt), no additional surveys are necessary. If suitable habitat is found onsite, burrowing owl surveys must be conducted by a qualified biologist during the breeding season of March 1 through August 31 in accordance with the attached Burrowing Owl Survey Protocol and Mitigation Guidelines(California Burrowing Owl Consortium, April 1993). Survey results shall be submitted to DFG within 30 days of completion of surveys. If burrowing owls are found onsite, the Permittee shall contact DFG for further guidance prior to commencing project activities. Please note that if burrowing owl surveys or passive relocation of owls is not conducted over other portions of the project site, including areas outside of State jurisdictional areas, the Permittee risks being in violation of the FCG and other laws that protect the burrowing owl. The burrowing owl is protected under the Federal Migratory Bird Treaty Act(MBTA) of 1918 (50 C.F.R. Section 10.13) and Sections 3503, 3503.5 and 3513 of the EGG, which prohibit take of all birds and their active nests, including raptors. Therefore, it is the responsibility of the Permittee to ensure compliance with these laws for the entire project site. DFG recommends focused burrowing owl surveys be conducted over all potential suitable habitat within the entire project site (even areas outside State jurisdiction pursuant to FGC section 1600), and to relocate owls in accordance with the 1993 California Burrowing Owl Consortium Guidelines to ensure there are not violations of other laws. 2,9 Nonnative plant species. DFG recommends the use of native plants to the greatest extent feasible in the landscaped areas adjacent to and/or near mitigation/open space areas and within or adjacent to stream channels. Permittee shall not plant, seed, or otherwise introduce invasive nonnative plant species to the landscaped areas adjacent to and/or near mitigation/open space areas and within or adjacent to stream channels (minimum 100 foot setback from open space areas and 150 foot setback from stream channels and wetland/riparian mitigation sites). Invasive nonnative plant species not to be used include those species listed on the "California Invasive Plant Inventory, February 2006" and the "February 2007 Inventory Update", (which are updates to Lists A& B of the California Exotic Pest Plant Council's list of"Exotic Pest Plants of Greatest Ecological Concern in California as of October 1999"). This list includes: pepper trees, pampas grass, fountain grass, ice plant, myoporum, black locust, capeweed, tree of heaven, periwinkle, bush lupine, sweet alyssum, English ivy, French broom, Scotch broom, Spanish broom, and pepperweed. A copy of the complete list can be obtained by contacting the California Invasive Plant Council by phone at (510) 843-3902, at their website at www.cai-ipc.org, or by email at info @cal-ipc.org. 14 ;t Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 8 of 15 2.10 Best Management Practices. Permittee shall actively implement best management practices (BMPs) to prevent erosion and the discharge of sediment in to streams and lakes. BMPs shalt be monitored daily and repaired if necessary to ensure maximum erosion and sediment control. All fiber roles, straw waddles, and/or hay bales utilized within and adjacent to the project site shall be free of nonnative plant materials. Fiber rolls or erosion control mesh shall be made of loose-weave mesh that is not fused at the intersections of the weave, such as jute, or coconut(coir) fiber, or other products without welded weaves. Non-welded weaves reduce entanglement risks to wildlife by allowing animals to push through the weave, 4, which expands when spread. 2.11 Concrete Containment. Permittee shall install primary and secondary containment structures to control the placement of wet concrete and to prevent it from entering into the channel outside of those structures. The secondary containment wall should be between the primary containment structures (i.e. headwall form, roadway forms) and the active channel to prevent wet concrete from entering into the active channel upon failure or leakage from primary structures. No concrete shall be poured within the high flow line if the 15 day weather forecast indicates any chance of rain. A designated monitor shall be onsite at all times when 44 Permittee or designated contractor is pouring or working with wet concrete to inspect the containment structures and ensure that no concrete or other debris enters into the channel outside of those structures. �, 2.12 Dust and Debris Control. Dust and debris generated by demolition activities, drilling dowels, and removal of unsound concrete shall be captured on protective barriers such as engineering fabrics, tarps, and/or plastic sheeting. The protective barriers shall be placed to effectively capture all dust and debris produced from the project activities. Whenever necessary, additional protective structures, such as timber sheeting, earthen material or engineering fabrics having high resistance to tearing or puncturing, may be utilized above the primary protective barriers to insure larger debris will not damage the protective barrier. The protective barriers shall be suspended above the creek,with a gap between any water if present, so not to smother any aquatic species. All dust and debris generated by the project activities shall be collected at the end of each work shift. Smaller dust and debris shall be swept and placed in sealed containers to be stored within the designated staging areas until they can be removed from the site and properly disposed of. All protective measures shall be reviewed and approved by the project Engineer prior to installation and monitored throughout the project to assess the effectiveness. The Engineer shall stop all dust and debris generating project activities, and require additional protective measures to be installed, if he or she feels the protection is inadequate in any way. 2.13 Pollution and Litter. Permittee shall comply with all litter and pollution laws. All contractors, subcontractors, and employees shall also obey these laws and it shall be the responsibility of Permittee to ensure compliance. R j Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 9 of 15 2.13.1 Permittee shall not allow water containing mud, silt, or other pollutants from grading, aggregate washing, or other activities to enter a lake, streambed, or flowing stream or be placed in locations that may be subjected to high storm flows. 2.13.2 Spoil sites shall not be located within a lake, streambed, or flowing stream or locations that may be subjected to high storm flows,where spoil shall be washed back into a lake, streambed, or flowing stream where it will impact streambed habitat and aquatic or riparian vegetation. 2.13.3 Raw cement/concrete or washings thereof, asphalt, paint, or other coating material, oil or other petroleum products, or any other substances which could be hazardous to fish and wildlife resources resulting from project related activities shall be prevented from contaminating the soil and/or entering the waters of the State. These materials, placed within or where they may enter a lake, streambed, or flowing stream by Permittee or any party working under contract or with the permission of Permittee, shall be removed immediately. 2.13.4 No broken concrete, cement, debris, soil, silt, sand, bark, slash, sawdust, rubbish, or washings thereof, oil or petroleum products, or other organic or earthen material from any construction or associated activity of whatever nature shall be allowed to enter into or be placed where it may be washed by rainfall or runoff into waters of the State. When operations are completed, any excess materials or debris shall be removed from the work area. No rubbish shall be deposited within 150 feet of the high water mark of any lake, streambed, or flowing stream. 2.13.5 No equipment maintenance shall be done within or near any lake, streambed, or flowing stream where petroleum products or other pollutants from the equipment may enter these areas under any flow. 3. Compensatory Measures To compensate for adverse impacts to fish and wildlife resources identified above that cannot be avoided or minimized, Permittee shall implement each measure listed below. 3.1 Habitat Enhancement To mitigate permanent impacts to 0.02 acre of riparian habitat, Permittee shall implement one of the following: a) Enhance no less than 0.10 acre of streambed and riparian habitat through the removal of non-native species, trash and debris within and adjacent to the project Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 10 of 15 site for three years following the completion of project activities. Reports shalt be submitted to the Department annually describing all enhancement activities completed that year, including the amount and type of vegetation and materials removed, a graphic depicting the locations of the enhancement activities, and before and after photographs of the enhancement areas. The first report is due to the Department no later than March 1, 2014. OR b) Contribute sufficient funds to the Santa Ana Watershed Association (SAWA) In- lieu Fee Program for the active removal and ongoing restoration of 0.10 acres nonnative plant species within the Santa Ana River Watershed in San Bernardino County. Prior to the initiation of any project activities in jurisdictional areas and no later than 60 days after signature to this Agreement, the Permittee shall submit to the Department for review and approval written documentation certifying the contribution of funds to SAWA. A report shall be submitted to the Department annually (by SAWA), documenting the location and progress of the restoration site. Photos of the restoration site shall be included in the annual reports. 32 Habitat Restoration. Within 30 days of project completion, Permittee shall "; restore all temporary impact areas by contouring to pre-impact grade and replanting the temporary impact areas with appropriate native species. A report shall be submitted to the Department upon completion of the restoration effort, and no later than 90 days following project completion. The report shall include a description of the restoration activities performed and photographs of the temporary impact areas before and after restoration. 4. Reporting Measures ., Permittee shall meet each reporting requirement described below. mod- 4.1 Notification to CNDDB. If any sensitive species are observed on or in proximity to the project site, or during project surveys, Permittee shall submit California Natural Diversity Data Base (CNDDB) forms and maps to the CNDDB within five working days of the sightings, and provide the regional DFG office with copies of the CNDDB forms and survey maps. The CNDDB form is available online at: , www.dfg.ca.aov/whdablodfs/natsoec.pdf. This information shall be mailed within five days to: DFG Natural Diversity Data Base, 1807 13th Street, Suite 202, Sacramento, CA 95814, Phone(916) 324-3812. A copy of this information shall also be mailed within five days to DFG Inland Deserts Region, 4665 Lampson Avenue, Suite J, Los Alamitos, CA 90720, Attn: Streambed Team. Please reference SAA# 1600-2011-0277-R6. Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 11 of 15 4.2 Notification of Start of Construction. Permittee shall notify DFG, in writing, at least five (5) days prior to initiation of project activities in jurisdictional areas, and at least five (5) days prior to completion of project activities in jurisdictional areas. Notification shall be mailed to DFG Inland Deserts Region, 4665 Lampson Avenue, Suite J, Los Alamitos, CA 90720, Attn: Streambed Team. Please reference SAA #1600-2011-0277-R6. CONTACT INFORMATION Any communication that Permittee or DFG submits to the other shall be in writing and any communication or documentation shall be delivered to the address below by U.S. mail, fax, or email, or to such other address as Permittee or DFG specifies by written notice to the other. To Permittee:, Mr. Robert Eisenbeisz City of San Bernardino 300 N. D Street San Bernardino, CA 92418 909-384-5190 (fax) eisenbeisz_ro @sbcity.org To DFG: Department of Fish and Game Inland Deserts Region 4665 Lampson Avenue, Suite J Los Alamitos, CA 90720 Attn: Lake and Streambed Alteration Program— Ms. Kimberly Freeburn-Marquez Notification #1600-2011-0277-R6 (909)481-2945 (fax) kfreeburn @dfg.ca.gov LIABILITY Permittee shall be solely liable for any violations of the Agreement, whether committed by Permittee or any person acting on behalf of Permittee, including its officers, employees, representatives, agents or contractors and subcontractors, to complete the project or any activity related to it that the Agreement authorizes. This Agreement does not constitute DFG's endorsement of, or require Permittee to proceed with the project. The decision to proceed with the project is Permittee's alone. 4 14 4 tt F Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 12 of 15 SUSPENSION AND REVOCATION DFG may suspend or revoke in its entirety the Agreement if it determines that Permittee or any person acting on behalf of Permittee, including its officers, employees, representatives, agents, or contractors and subcontractors, is not in compliance with the Agreement. Before DFG suspends or revokes the Agreement, it shall provide Permittee written notice by certified or registered mail that it intends to suspend or revoke. The notice shall state the reason(s) for the proposed suspension or revocation, provide Permittee an opportunity to correct any deficiency before DFG suspends or revokes the Agreement, and include instructions to Permittee, if necessary, including but not limited to a directive to immediately cease the specific activity or activities that caused DFG to issue the notice. ENFORCEMENT Nothing in the Agreement precludes DFG from pursuing an enforcement action against Permittee instead of, or in addition to, suspending or revoking the Agreement. Nothing in the Agreement limits or otherwise affects DFG's enforcement authority or that of its enforcement personnel. OTHER LEGAL OBLIGATIONS This Agreement does not relieve Permittee or any person acting on behalf of Permittee,its officers, employees, representatives, agents, or contractors and subcontractors, from obtaining any other permits or authorizations that might be required under other federal, state, or local laws or regulations before beginning the project or an activity related to it. This Agreement does not relieve Permittee or any person acting on behalf of Permittee, including its officers, employees, representatives, agents, or contractors and subcontractors, from complying with other applicable statutes in the FGC including, but not limited to, FGC sections 2050 et seq. (threatened and endangered species), 3503 (bird nests and eggs), 3503.5 (birds of prey), 5650 (water pollution), 5652 (refuse disposal into water), 5901 (fish passage), 5937 (sufficient water for fish), and 5948 (obstruction of stream). Nothing in the Agreement authorizes Permittee or any person acting on behalf of Permittee, including its officers, employees, representatives, agents, or contractors and subcontractors, to trespass. Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 13 of 15 AMENDMENT DFG may amend the Agreement at any time during its term if DFG determines the amendment is necessary to protect an existing fish or wildlife resource. Permittee may amend the Agreement at any time during its term, provided the amendment is mutually agreed to in writing by DFG and Permittee. To request an amendment, Permittee shall submit to DFG a completed DFG "Request to Amend Lake or Streambed Alteration" form and include with the completed form payment of the corresponding amendment fee identified in DFG's current fee schedule (see Cal. Code Regs., tit. 14, § 699.5). TRANSFER AND ASSIGNMENT This Agreement may not be transferred or assigned to another entity, and any purported transfer or assignment of the Agreement to another entity shall not be valid or effective, unless the transfer or assignment is requested by Permittee in writing, as specified below, and thereafter DFG approves the transfer or assignment in writing. The transfer or assignment of the Agreement to another entity shall constitute a minor amendment, and therefore to request a transfer or assignment, Permittee shall submit to DFG a completed DFG "Request to Amend of he m nor amendment fee identified land include with the completed form payment DFG's current fee schedule (see Cal. Code Regs., tit. 14, § 699.5). EXTENSIONS In accordance with FGC section 1605(b), Permittee may request one extension of the Agreement, provided the request is made prior to the expiration of the Agreement's term. To request an extension, Permittee shall submit to DFG a completed DFG "Request to Extend Lake or Streambed Alteration"form and include with the completed form payment of the extension fee identified process DFG's e the fee request schedule in accordance a Cal. Code Regs., tit. 14, § 699.5). DFG shall with FGC 1605(b) through (e). If Permittee fails to submit a request to extend the Agreement prior to its expiration, Permittee must submit a new notification and notification fee before beginning or continuing the project the Agreement covers (Fish & G. Code, § 1605, subd. (f)). EFFECTIVE DATE The Agreement becomes effective on the date of DFG's signature, which shall be: 1) after Permittee's signature; 2) after DFG complies with all applicable requirements under the California Environmental Quality Act(CEQA); and 3) after payment of the Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 14of15 applicable FGC section 711.4 filing fee listed at: http://www.dfg.ca.gov/habcon/ceaa/ceqa changes.html. TERM This Agreement shall expire on November 1, 2012, unless it is terminated or extended before then. All provisions in the Agreement shall remain in force throughout its term. Permittee shall remain responsible for implementing any provisions specified herein to protect fish and wildlife resources after the Agreement expires or is terminated, as FGC section 1605(a)(2) requires. AUTHORITY s_I If the person signing the Agreement(signatory) is doing so as a representative of Permittee, the signatory hereby acknowledges that he or she is doing so on Permittee`s behalf and represents and warrants that he or she has the authority to legally bind to the provisions herein. AUTHORIZATION This Agreement authorizes only the project described herein. If Permittee begins or completes a project different from the project the Agreement authorizes, Permittee may be subject to civil or criminal prosecution for failing to notify DFG in accordance with FGC section 1602. Notification#1600-2011-0277-R6 Streambed Alteration Agreement Page 15 of 15 CONCURRENCE The undersigned accepts and agrees to comply with all provisions contained herein. FOR CITY OF S BERNARDINO ale Robert Eisenbeisz Date City Engineer FOR DEPARTMENT OF FISH AND GAME David Elms ate Environmental Program Manager Prepared by: Kimberly Freeburn-Marquez, Environmental Scientist , 1 California Natural Resources Agency EDMUND G.BROWN,Jr., Governor CALIFORNIA; DEPARTMENT OF FISH AND GAME CHARLTON H.BONHAM,Director F t i n 4 Inland Desert Region .144, (1 3602 Inland Empire Boulevard, Suite C-220 Ontario, CA 91764 (909)484-0459 www.dfq.ca.gov November 20, 2012 Robert Eisenbeisz, City Engineer City of San Bernardino 300 N. D. Street San Bernardino, CA 92418 Subject: Extension of Lake or Streambed Alteration Agreement Notification No. 1600-2011-0277-R6(Revision 1) Old Waterman Canyon Road Bridge Rehabilitation Project Dear Mr. Eisenbeisz: The Department of Fish and Game (Department) received your request to extend Lake or Streambed Alteration Agreement (Agreement) and extension fee, for the above referenced agreement. The Department hereby grants your request to extend the Agreement from November 1, 2012 to June 25, 2016. All other conditions in the original Agreement remain in effect. Copies of the original Agreement and this letter must be readily available at project worksites and must be presented when requested by a Department representative or other agency with inspection authority. If you have any questions regarding this matter, please contact Kimberly Freeburn- Marquez, Environmental Scientist at 909-945-3484 or kfreeburn @dfg.ca.gov. Sincerely, Jeff Brandt Senior Environmental Scientist Habitat Conservation Planning cc: Kimberly Freeburn-Marquez, Environmental Scientist ec: Megan Jameson, ICF International ; Conserving California's Wildlife Since 1870 UNITED STATES ARMY CORPS OF ENGINEERS NATIONWIDE PERMIT VERIFICATION DEPARTMENT OF THE ARMY Q, �n Los Angeles District Corps of Engineers a 2 LOS ANGELES DISTRICT CORPS OF ENGINEERS 1 _ P.O.BOX 532711 -'L LOS ANGELES,CALIFORNIA 90053-2325 4. _ REPLY TO JOSTATES 0,F�¢e ATTENTION OF September 28, 2012 Regulatory Division Robert Eisenbeisz City of San Bernardino 300 North D Street, San Bernardino, California 92418 DEPARTMENT OF THE ARMY NATIONWIDE PERMIT VERIFICATION Dear Mr. Eisenbeisz: I am responding to your request(SPL-2011-01172-SLP) for a Department of the Army permit. Your proposed project, the Old Waterman Canyon Road Bridge Rehabilitation Project, would result in a discharge of fill material into waters of the United States. Therefore,pursuant to section 404 of the Clean Water Act(33 U.S.C. 1344; 33 C.F.R.parts 323 and 330),your proposed project requires a Department of the Army permit. Old Waterman Canyon Road Bridge Rehabilitation Project is located within the City of San Bernardino, San Bernardino County,California(as shown on the attached maps). I have determined construction of Old Waterman Canyon Road Bridge Rehabilitation Project complies with Nationwide Permit(NWP)No. 3: Maintenance, if conducted as described in your application. Specifically, you are authorized to conduct the following regulated activities: 1. Temporarily impact up to 0.044 acre of non-wetland and 0.004 acre of wetland waters of the U.S. for general site access, water diversion activities,repair of existing riprap slope protection areas,void-space backfilling, and bridge invert repairs (as depicted on the enclosed Figures 1-3); 2. Permanently impact up to 0.006 acre of wetland waters of the U.S. for slight modifications to the riprap bank slope protection areas(as depicted on the enclosed Figures 1-3). For this NWP No. 3: Maintenance verification letter to be valid,you must comply with all of the terms and conditions in Enclosure 1. Furthermore,you must comply with the following non-discretionary Special Condition: Within 45 calendar days of completion of authorized work in waters of the U.S.,the Permittee shall submit to the Corps Regulatory Division a post-project implementation memorandum including the following information: '+ r x k -2- A) Date(s)work within waters of the U.S. was initiated and completed; B) Summary of compliance status with each special condition of this permit (including any noncompliance that previously occurred or is currently occurring and corrective actions taken or proposed to achieve compliance); C) Color photographs (including map of photopoints) taken at the project site before and after construction for those aspects directly associated with permanent impacts to waters of the U.S. such that the extent of authorized fills can be verified; D) One copy of "as built" drawings for the entire project. Electronic submittal (Adobe PDF format) is preferred. All sheets must be signed, dated, and to-scale. If submitting paper copies, sheets must be no larger than 11 x 17 inches;and E) Signed Certification of Compliance(attached as part of this permit package). Your verification is valid through March 18, 2017. All NWPs will expire on March 18,2017. It is incumbent upon you to remain informed of changes to the NWPs. A public notice of the kow change(s) will be issued when any of the NWPs are modified, reissued, or revoked. Furthermore, if you commence or are under contract to commence this activity before the date on which the relevant NWP is reissued,modified, or revoked, you will have twelve(12)months kw from the date of the reissuance, modification, or revocation of the NWP to complete the activity under the present terms and conditions of the relevant NWP. A preliminary jurisdictional determination(JD)has been conducted to determine the extent of U.S.Army Corps of Engineers (Corps) geographic jurisdiction, upon which this NWP . verification is based. A preliminary JD is advisory in nature and is a written indication that Corps geographic jurisdiction may be present on a particular site,but is not appealable. An approved JD is an official Corps determination of the precisely identified limits of Corps geographic jurisdiction on a particular site, and is appealable. Should you wish to appeal an approved JD, you may request an administrative appeal under Corps regulations at 33 C.F.R. Part k 331. Please refer to the enclosed Notification of Appeal Process (NAP) fact sheet and Request for Appeal (RFA) form for more information. A NWP does not grant any property rights or exclusive privileges. Additionally, it does not authorize any injury to the property, rights of others,nor does it authorize interference with any existing or proposed Federal project. Furthermore, it does not obviate the need to obtain other Federal, state, or local authorizations required by law. Thank you for participating in our regulatory program. If you have any questions,please contact Shannon Pankratz at 213-452-3412 or via e-mail at Shannon.L.Pankratz@usace.army.mil. kkk ,;I -3— Please be advised that you can now comment on your experience with Regulatory Division by accessing the Corps web-based customer survey form at: http://pert.nwp.usace.army.mil/survey.html. "Building Strong and Taking Care of People!" Sincerely, Digitally signed by MCGUFFIE.BRIAN MCGUFFIE.BRIANNE.E.1297593150 DN:c=US,o=U.S.Government,ou=DoD, NE.E.1297593150 con=MCGUFFES RIANNE.E.1297593150 Date:2012.09.28 10:39:54-07 00' FOR: Daniel P. Swenson,D.Env Chief, L.A. & San Bernardino Section North Coast Branch Regulatory Division Enclosure(s) -4— 0111 p 11jI '7 D ! I I1 t I 1 = r LOS ANGELES DISTRICT U.S.ARMY CORPS OF ENGINEERS CERTIFICATE OF COMPLIANCE WITH DEPARTMENT OF THE ARMY NATIONWIDE PERMIT Permit Number: SPL-2011-01172-SLP Name of Permittee: Robert Eisenbeisz, City of San Bernardino Date of Issuance: September 28, 2012 Upon completion of the activity authorized by this permit and the mitigation required by this permit, sign this certificate, and return it to the following address: U.S.Army Corps of Engineers, Los Angeles District Regulatory Division ATTN: CESPL-RG-SPL-2011-01172-SLP LOS ANGELES DISTRICT CORPS OF ENGINEERS P.O. BOX 532711 LOS ANGELES, CALIFORNIA 90053-2325 Please note that your permitted activity is subject to a compliance inspection by an Army Corps of Engineers representative. If you fail to comply with this Nationwide Permit, you may be subject to permit suspension, modification, or revocation procedures as contained in 33 C.F.R. § 330.5 or enforcement procedures such as those contained in 33 C.F.R. §§ 326.4 and 326.5. I hereby certify that the work authorized by the above referenced permit has been completed in accordance with the terms and conditions of the said permit, and required mitigation was completed in accordance with the permit condition(s). Signature of Permittee Date Enclosure 1: NATIONWIDE PERMIT NUMBER 3 Maintenance. TERMS AND CONDITIONS 1. Nationwide Permit 3:Maintenance.Terms: Your activity is authorized under Nationwide Permit Number 3:Maintenance subject to the following terms: 3.Maintenance. (a)The repair,rehabilitation,or replacement of any previously authorized,currently serviceable, structure, or fill, or of any currently serviceable structure or fill authorized by 33 CFR 330.3, provided that the structure or fill is not to be put to uses differing from those uses specified or contemplated for it in the original permit or the most recently authorized modification. Minor deviations in the structure's configuration or filled area, including those due to changes in materials, construction techniques,or current construction codes or safety standards that are necessary to make the repair,rehabilitation, or replacement are authorized. This NWP authorizes the repair, rehabilitation, or replacement of those structures or fills destroyed or damaged by storms, floods, fire or other discrete events,provided the repair, rehabilitation,or replacement is commenced,or is under contract to commence,within two years of the date of their destruction or damage. In cases of catastrophic events, such as hurricanes or tornadoes,this two-year limit may be waived by the district engineer,provided the permittee can demonstrate funding, contract, or other similar delays. (b)This NWP also authorizes the removal of accumulated sediments and debris in the vicinity of and within existing structures (e.g.,bridges,culverted road crossings,water intake structures, etc.)and the placement of new or additional riprap to protect the structure. The removal of sediment is limited to the minimum necessary to restore the waterway in the immediate vicinity of the structure to the approximate dimensions that existed when the structure was built,but cannot extend further than 200 feet in any direction from the structure. This 200 foot limit does not apply to maintenance dredging to remove accumulated sediments blocking or restricting outfall and intake structures or to maintenance dredging to remove accumulated sediments from canals associated with outfall and intake structures. All dredged or excavated materials must be deposited and retained in an upland area unless otherwise specifically approved by the district engineer under separate authorization. The placement of riprap must be the minimum necessary to protect the structure or to ensure the safety of the structure. Any bank stabilization measures not directly associated with the structure will require a separate authorization from the district engineer. (c)This NWP also authorizes temporary structures, fills, and work necessary to conduct the maintenance activity. Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the maximum extent practicable,when temporary structures, work,and discharges, including cofferdams, are necessary for construction activities, access fills,or dewatering of construction sites. Temporary fills must consist of materials, and be placed in a manner,that will not be eroded by expected high flows. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations. The areas affected by temporary fills must be revegetated, as appropriate. (d)This NWP does not authorize maintenance dredging for the primary purpose of navigation or beach restoration. This NWP does not authorize new stream channelization or stream relocation projects. Notification: For activities authorized by paragraph(b) of this NWP,the permittee must submit a pre-construction notification to the district engineer prior to commencing the activity(see general condition 27). Where maintenance dredging is proposed,the pre- construction notification must include information regarding the original design capacities and configurations of the outfalls, intakes, small impoundments, and canals. (Sections 10 and 404) Note: This NWP authorizes the repair,rehabilitation, or replacement of any previously authorized structure or fill that does not qualify for the Clean Water Act Section 404(f) exemption for maintenance. Note: To qualify for NWP authorization,the prospective permittee must comply with the following general conditions, as appropriate, in addition to any regional or case-specific conditions imposed by the division i engineer or district engineer. Prospective permittees should contact the appropriate Corps district office to determine if regional conditions have been imposed on an NWP. Prospective permittees should also contact the appropriate Corps district office to determine the status of Clean Water Act Section 401 water quality certification and/or Coastal Zone Management Act consistency for an NWP. 2. Nationwide Permit General Conditions: The following general conditions must be followed in order for any authorization by an NWP to be valid: 1. 1. Navigation. (a)No activity may cause more than a minimal adverse effect on navigation. (b)Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise, must be installed and maintained at the permittee's expense on authorized facilities in navigable waters of the United States. (c)The permittee understands and agrees that, if future operations by the United States require the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required, upon due notice from the Corps of Engineers, to remove,relocate, or alter the structural work or obstructions caused thereby, without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. 2. Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle movements of those species of aquatic life indigenous to the waterbody, including those species that normally migrate through the area, unless the activity's primary purpose is to impound water. All permanent and temporary crossings of waterbodies shall be suitably culverted, bridged, or otherwise designed and constructed to maintain low flows to sustain the movement of those aquatic species. 3. Spawning Areas. Activities in spawning areas during spawning seasons must be avoided to the maximum extent practicable. Activities that result in the physical destruction(e.g., through excavation, fill, or downstream smothering by substantial turbidity) of an important spawning area are not authorized. 4. Migratory Bird Breeding Areas. Activities in waters of the United States that serve as breeding areas for migratory birds must be avoided to the maximum extent practicable. 5. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations, unless the activity is directly related to a shellfish harvesting activity authorized by NWPs 4 and 48, or is a shellfish seeding or habitat restoration activity authorized by NWP 27. 6. Suitable Material. No activity may use unsuitable material(e.g., trash, debris, car bodies, asphalt, etc.). Material used for construction or discharged must be free from toxic pollutants in toxic amounts (see Section 307 of the Clean Water Act). 7. Water Supply Intakes. No activity may occur in the proximity of a public water supply intake, except where the activity is for the repair or improvement of public water supply intake structures or adjacent bank stabilization. 1 8. Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse effects to the aquatic system due to accelerating the passage of water,and/or restricting its flow must be minimized to the maximum extent practicable. 9. Management of Water Flows.To the maximum extent practicable,the pre-construction course, condition,capacity,and location of open waters must be maintained for each activity,including stream channelization and storm water management activities,except as provided below.The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows,unless the primary purpose of the activity is to impound water or manage high flows. The activity may alter the pre-construction course,condition,capacity, and location of open waters if it benefits the aquatic environment(e.g., stream restoration or relocation activities). 10.Fills Within 100-Year Floodplains. The activity must comply with applicable FEMA-approved state or local floodplain management requirements. 11. Equipment.Heavy equipment working in wetlands r udflats must be placed on mats,or other measures must be taken to minimize soil disturbance. 12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction, and all exposed soil and other fills, as well as any work below the ordinary high water mark or high tide line,must be permanently stabilized at the earliest practicable date. Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations.The affected areas must be revegetated,as appropriate. 14.Proper Maintenance. Any authorized structure or fill shall be maintained,including as well as maintenance to ensure public safety and compliance with applicable licable NWP general activity-specific conditions added by the district engineer to an NWP authorization. 15. Single and Complete Project. The activity must be a single and complete project.The same NWP cannot be used more than once for the same single and complete project. 16. Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System,or in a river officially designated by Congress as a"study river" for possible inclusion in the system while the river is in an official study status,unless the appropriate Federal agency with direct management responsibility for such river,has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency responsible for the designated Wild and Scenic River or h and Wildlife(e.g.,National Service). Park Service,U.S. Forest Service, Bureau of Land Management,U.S Fish 17.Tribal Rights.No activity or its operation may impair reserved tribal rights, including,but not limited to, reserved water rights and treaty fishing and hunting rights. i 18. Endangered Species. (a) No activity is authorized under any NWP which is likely to directly or indirectly jeopardize the continued existence of a threatened or endangered species or a species proposed for such designation, as identified under the Federal Endangered Species Act(ESA), or which will directly or indirectly destroy or adversely modify the critical habitat of such species. No activity is authorized under any NWP which"may affect"a listed species or critical habitat,unless Section 7 consultation addressing the effects of the proposed activity has been completed. (b)Federal agencies should follow their own procedures for complying with the requirements of the ESA. Federal permittees must provide the district engineer with the appropriate ate documentation to demonstrate compliance with those requirements. The district engineer will review the documentation and determine whether it is sufficient to address ESA compliance for the NWP activity, or whether additional ESA consultation is necessary. (c) Non-federal permittees must submit a pre-construction notification to the district engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is located in designated critical habitat, and shall not begin work on the activity until notified by the district engineer that the requirements of the ESA have been satisfied and that the activity is —. authorized. For activities that might affect Federally-listed endangered or threatened species or designated critical habitat, the pre-construction notification must include the name(s)of the endangered or threatened species that might be affected by the proposed work or that utilize the designated critical habitat that might be affected by the proposed work. The district engineer will determine whether the proposed activity"may affect"or will have"no effect"to listed species and designated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of receipt of a complete pre-construction notification. In cases where the non-Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of the project, and has so notified the � * Corps, the applicant shall not begin work until the Corps has provided notification the proposed activities will have"no effect"on listed species or critical habitat, or until Section 7 consultation has been completed. If the non-Federal applicant has not heard back from the Corps within 45 days, the applicant must still wait for notification from the Corps. (d)As a result of formal or informal consultation with the FWS or NMFS the district engineer may add species-specific regional endangered species conditions to the NWPs. (e) Authorization of an activity by a NWP does not authorize the"take"of a threatened or endangered species as defined under the ESA. In the absence of separate authorization(e.g., an ESA Section 10 Permit, a Biological Opinion with"incidental take"provisions, etc.) from the U.S. FWS or the NMFS, The Endangered Species Act prohibits any person subject to the jurisdiction of the United States to take a listed species, where "take" means to harass, harm,pursue, hunt, shoot, wound, kill, trap, capture, or collect, or to attempt to engage in any such conduct. The word"harm"in the definition of"take"means an act which actually kills or injures wildlife. Such an act may include significant habitat modification or degradation where it actually kills or injures wildlife by significantly impairing essential behavioral patterns, including breeding, feeding or sheltering. (f) Information on the location of threatened and endangered species and their critical habitat can be obtained directly from the offices of the U.S. FWS and NMFS or their world wide web pages at http://www.fws.gov/or littp://www.fws.gov/ipac and http://www.noaa.gov/fisheries.html respectively. 19. Migratory Birds and Bald and Golden Eagles. The permittee is responsible for obtaining any"take" permits required under the U.S. Fish and Wildlife Service's regulations governing compliance with the Migratory Bird Treaty Act or the Bald and Golden Eagle Protection Act. The permittee should contact • the appropriate local office of the U.S. Fish and Wildlife Service to determine if such"take"permits are required for a particular activity. 20. Historic Properties. (a)In cases where the district engineer determines that the activity may affect properties listed,or eligible for listing, in the National Register of Historic Places,the activity is not authorized,until the requirements of Section 106 of the National Historic Preservation Act(NHPA) have been satisfied. (b)Federal permittees should follow their own procedures for complying with the requirements of Section 106 of the National Historic Preservation Act. Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements. The district engineer will review the documentation and determine whether it is sufficient to address section 106 compliance for the NWP activity,or whether additional section 106 consultation is necessary. (c)Non-federal permittees must submit a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed on, determined to be eligible for listing on,or potentially eligible for listing on the National Register of Historic Places, including previously unidentified properties. For such activities,the pre-construction notification must state which historic properties may be affected by the proposed work or include a vicinity map indicating the location of the historic properties or the potential for the presence of historic properties. Assistance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate, and the National Register of Historic Places (see 33 CFR 330.4(g)). When reviewing pre-construction notifications,district engineers will comply with the current procedures for addressing the requirements of Section 106 of the National Historic Preservation Act. The district engineer shall make a reasonable and good faith effort to carry out appropriate identification efforts, which may include background research, consultation,oral history interviews, sample field investigation,and field survey. Based on the information submitted and these efforts, the district engineer shall determine whether the proposed activity has the potential to cause an effect on the historic properties. Where the non-Federal applicant has identified historic properties on which the activity may have the potential to cause effects and so notified the Corps,the non-Federal applicant shall not begin the activity until notified by the district of the NHPA has been completed.has no potential to cause effects or that consultation under Section (d) The district engineer will notify the prospective permittee within 45 days of receipt of a complete pre-construction notification whether NHPA Section 106 consultation is required. Section 106 consultation is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties(see 36 CFR§800.3(a)). If NHPA section 106 consultation is required and will occur,the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed. If the non-Federal applicant has not heard back from the Corps within 45 days, the applicant must still wait for notification from the Corps. (e) Prospective permittees should be aware that section 110k of the NHPA(16 U.S.C. 470h-2(k)) prevents the Corps from granting a permit or other assistance to an applicant who,with intent to avoid the requirements of Section 106 of the NHPA,has intentionally significantly adversely affected a historic property to which the permit would relate, or having legal power to prevent it, allowed such significant adverse effect to occur,unless the Corps, after consultation with the Advisory Council on Historic Preservation(ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide documentation specifying the circumstances,the i degree of damage to the integrity of any historic properties affected,and proposed mitigation. This documentation must include any views obtained from the applicant, SHPO/THPO, appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands or affects properties of interest to those tribes, and other parties known to have a legitimate interest in the impacts to the permitted activity on historic properties. 21. Discovery of Previously Unknown Remains and Artifacts. If you discover any previously unknown historic,cultural or archeological remains and artifacts while accomplishing the activity authorized by this permit,you must immediately notify the district engineer of what you have found, and to the maximum extent practicable, avoid construction activities that may affect the remains and artifacts until the required coordination has been completed. The district engineer will initiate the Federal, Tribal and state coordination required to determine if the items or remains warrant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 22. Designated Critical Resource Waters. Critical resource waters include, NOAA-managed marine sanctuaries and marine monuments, and National Estuarine Research Reserves. The district engineer may designate, after notice and opportunity for public comment, additional waters officially designated by a state as having particular environmental or ecological significance, such as outstanding national resource waters or state natural heritage sites. The district engineer may also designate additional critical resource waters after notice and opportunity for public comment (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7, 12, 14, 16, 17, 21, 29, 31, 35, 39, 40 42 43 44 49 50, 51, and 52 for any activity within, or directly affecting, critical resource waters, including wetlands adjacent to such waters. (b)For NWPs 3, 8, 10, 13, 15, 18, 19, 22, 23, 25, 27, 28, 30, 33, 34, 36, 37, and 38,notification is required in accordance with general condition 31, for any activity proposed in the designated critical resource waters including wetlands adjacent to those waters. The district engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 23. Mitigation. The district engineer will consider the following factors when determining appropriate and practicable mitigation necessary to ensure that adverse effects on the aquatic environment are minimal: (a) The activity must be designed and constructed to avoid and minimize adverse effects, both temporary and permanent, to waters of the United States to the maximum extent practicable at the project site(i.e., on site). (b)Mitigation in all its forms (avoiding,minimizing, rectifying, reducing, or compensating for resource losses) will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that exceed 1/10-acre and require pre-construction notification, unless the district engineer determines in NO writing that either some other form of mitigation would be more environmentally appropriate or the "' adverse effects of the proposed activity are minimal, and provides a project-specific waiver of this requirement. For wetland losses of 1/10-acre or less that require pre-construction notification, the district engineer may determine on a case-by-case basis that compensatory mitigation is required to ensure that the activity results in minimal adverse effects on the aquatic environment. Compensatory mitigation projects provided to offset losses of aquatic resources must comply with the applicable provisions of 33 CFR part 332. u�. G (1)The prospective permittee is responsible for proposing an appropriate compensatory mitigation option if compensatory mitigation is necessary to ensure that the activity results in minimal adverse effects on the aquatic environment. (2) Since the likelihood of success is greater and the impacts to potentially valuable uplands are reduced,wetland restoration should be the first compensatory mitigation option considered. (3)If permittee-responsible mitigation is the proposed option,the prospective permittee is responsible for submitting a mitigation plan. A conceptual or detailed mitigation plan may be used by the district engineer to make the decision on the NWP verification request,b be final rved by plan that addresses the applicable requirements of 33 CFR 332.4(c)(2)—(14)must) app the district engineer before the permittee begins work in waters of the United States,unless the district engineer determines that prior approval of the final mitigation plan is not practicable or not necessary to ensure timely completion of the required compensatory mitigation(see 33 CFR 332.3(k)(3)). (4)If mitigation bank or in-lieu fee program credits are the proposed option,the mitigation plan only needs to address the baseline conditions at the impact site and the number of credits to be provided. (5)Compensatory mitigation requirements(e.g.,resource type and amount to be provided as compensatory mitigation, site protection, ecological performance standards,monitoring requirements)may be addressed through conditions added to the NWP authorization,instead of components of a compensatory mitigation plan. the district (d)For losses of streams or other open waters that require pre-construction notification, engineer may require compensatory mitigation, such as stream rehabilitation, enhancement,or preservation,to ensure that the activity results in minimal adverse effects on the aquatic environment. (e) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs. For example, if an NWP has an acreage limit of 1/2-acre, it cannot be used to authorize any project resulting in the loss of greater than 1/2-acre of waters of the United States, even if compensatory mitigation is provided that replaces or restores some of the lost waters. However, compensatory mitigation can and should be used, as necessary,to ensure that a project already meeting the established acreage limits also satisfies the minimal impact requirement associated with the NWPs. (1) Compensatory mitigation plans for projects in or near streams or other open waters will normally B include a requirement for the restoration or establishment,maintenance, and legal protection e. conservation easements) of riparian areas next to open waters. In some cases,riparian areas may be the only compensatory mitigation required. Riparian areas should consist of native species. The width of the required riparian area will address documented water quality or aquatic habitat loss concerns. Normally, the riparian area will be 25 to 50 feet wide on each side of the stream,but the district engineer may require slightly wider riparian areas to address documented water quality or habitat loss concerns. If it is not possible to establish a riparian area on both sides of a stream,or if the waterbody is a lake or coastal waters,then restoring or establishing a riparian area along a single bank or shoreline may be sufficient. Where both wetlands and open waters exist on the project site, the district engineer will determine the appropriate compensatory mitigation(e.g.,riparian areas and/or wetlands compensation)based on what is best for the aquatic environment on a watershed basis. In cases where riparian areas are determined to be the most appropriate form of compensatory mitigation, the district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland losses. (g)Permittees may propose the use of mitigation banks, in-lieu fee programs, or separate permittee- responsible mitigation. For activities resulting in the loss of marine or estuarine resources,permittee- responsible compensatory mitigation may be environmentally preferable if there are no mitigation banks or in-lieu fee programs in the area that have marine or estuarine credits available for sale or transfer to the permittee. For permittee-responsible mitigation, the special conditions of the NWP verification must clearly indicate the party or parties responsible for the implementation and performance of the compensatory mitigation project, and, if required, its long-term management. (h) Where certain functions and services of waters of the United States are permanently adversely affected, such as the conversion of a forested or scrub-shrub wetland to a herbaceous wetland in a permanently maintained utility line right-of-way, mitigation may be required to reduce the adverse effects of the project to the minimal level. 24. Safety of Impoundment Structures. To ensure that all impoundment structures are safely designed, the district engineer may require non-Federal applicants to demonstrate that the structures comply with established state dam safety criteria or have been designed by qualified persons. The district engineer may also require documentation that the design has been independently reviewed by similarly qualified persons, and appropriate modifications made to ensure safety. 25. Water Quality. Where States and authorized Tribes, or EPA where applicable, have not previously compliance of an NWP with CWA Section 401, individual 401 Water Quality Certification must be obtained or waived(see 33 CFR 330.4(c)). The district engineer or State or Tribe may require additional water quality management measures to ensure that the authorized activity does not result in more than minimal degradation of water quality. 26. Coastal Zone Management. In coastal states where an NWP has not previously received a state coastal zone management consistency concurrence, an individual state coastal zone management consistency concurrence must be obtained, or a presumption of concurrence must occur(see 33 CFR 330.4(d)). The district engineer or a State may require additional measures to ensure that the authorized activity is consistent with state coastal zone management requirements. 27. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer(see 33 CFR 330.4(e)) and with any case specific conditions added by the Corps or by the state, Indian Tribe, or U.S. EPA in its section 401 Water Quality Certification, or by the state in its Coastal Zone Management Act consistency determination. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited, except when the acreage loss of waters of the United States authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a road crossing over tidal waters is constructed under NWP 14, with associated bank stabilization authorized by " NWP 13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1/3-acre. 29. Transfer of Nationwide Permit Verifications. If the permittee sells the property associated with a nationwide permit verification, the permittee may transfer the nationwide permit verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the structures or work authorized by this nationwide permit are still in existence at the time the property is transferred, the terms and conditions of this nationwide permit, including any special a Ito conditions,will continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit and the associated liabilities associated with compliance with its terms and conditions,have the transferee sign and date below." (Transferee) (Date) 30. Compliance Certification. Each permittee who receives an NWP verification letter from the Corps must provide a signed certification documenting completion of the authorized activity and any required compensatory mitigation. The success of any required permittee-responsible mitigation, including the achievement of ecological performance standards,will be addressed separately by the district engineer. The Corps will provide the permittee the certification document with the NWP verification letter. The certification document will include: (a) A statement that the authorized work was done in accordance with the NWP authorization, including any general,regional,or activity-specific conditions; (b) A statement that the implementation of any required compensatory mitigation was completed in accordance with the permit conditions. If credits from a mitigation bank or in-lieu fee program are used to satisfy the compensatory mitigation requirements, the certification must include the documentation required by 33 CFR 332.3(1)(3)to confirm that the permittee secured the appropriate number and resource type of credits; and (c)The signature of the permittee certifying the completion of the work and mitigation. 31. Pre-Construction Notification. (a)Timing. Where required by the terms of the NWP, the prospective permittee must notify the district engineer by submitting a pre-construction notification(PCN) as early as possible. The district engineer must determine if the PCN is complete within 30 calendar days of the date of receipt and, if the PCN is determined to be incomplete,notify the prospective permittee within that 30 day period to request the additional information necessary to make the PCN complete. The request must specify the information needed to make the PCN complete. As a general rule, district engineers will request additional information necessary to make the PCN complete only once. However, if the prospective permittee does not provide all of the requested information,then the district engineer will notify the prospective permittee that the PCN is still incomplete and the PCN review process will not commence until all of the requested information has been received by the district engineer. The prospective permittee shall not begin the activity until either: (1)He or she is notified in writing by the district engineer that the activity may proceed under the NWP with any special conditions imposed by the district or division engineer; or (2) 45 calendar days have passed from the district engineer's receipt of the complete PCN and the prospective permittee has not received written notice from the district or division engineer. However, if the permittee was required to notify the Corps pursuant to general condition 18 that listed species or critical habitat might be affected or in the vicinity of the project,or to notify the Corps pursuant to general condition 20 that the activity may have the potential to cause effects to historic properties,the permittee cannot begin the activity until receiving written notification from the Corps that there is"no effect" on listed species or"no potential to cause effects" on historic properties, or that any consultation required under Section 7 of the Endangered Species Act(see 33 CFR 330.4(f))and/or Section 106 of the National Historic Preservation(see 33 CFR 330.4(g))has been completed. Also, work cannot begin under NWPs 21,49, or 50 until the permittee has received written approval from the Corps. If the proposed activity requires a written waiver to exceed specified limits of an NWP, the permittee may not begin the activity until the district engineer issues the waiver. If the district or division engineer notifies the permittee in writing that an individual permit is required within 45 calendar days of receipt of a complete PCN, the permittee cannot begin the activity until an individual permit has been obtained. Subsequently, the permittee's right to proceed under the NWP may be modified, suspended, or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). - (b) Contents of Pre-Construction Notification: The PCN must be in writing and include the following information: (1)Name, address and telephone numbers of the prospective permittee; (2)Location of the proposed project; (3) A description of the proposed project; the project's purpose; direct and indirect adverse environmental effects the project would cause, including the anticipated amount of loss of water of the United States expected to result from the NWP activity, in acres, linear feet, or other appropriate unit of measure; any other NWP(s), regional general permit(s), or individual permit(s)used or intended to be used to authorize any part of the proposed project or any related activity. The - description should be sufficiently detailed to allow the district engineer to determine that the adverse effects of the project will be minimal and to determine the need for compensatory mitigation. Sketches should be provided when necessary to show that the activity complies with the terms of the NWP. (Sketches usually clarify the project and when provided results in a quicker decision. Sketches should contain sufficient detail to provide an illustrative description of the proposed activity(e.g., a conceptual plan),but do not need to be detailed engineering plans); (4) The PCN must include a delineation of wetlands, other special aquatic sites, and other waters, such as lakes and ponds, and perennial, intermittent, and ephemeral streams, on the project site. Wetland delineations must be prepared in accordance with the current method required by the Corps. The permittee may ask the Corps to delineate the special aquatic sites and other waters on the project site,but there may be a delay if the Corps does the delineation, especially if the project site is large or contains many waters of the United States. Furthermore, the 45 day period will not start until the delineation has been submitted to or completed by the Corps, as appropriate; (5) If the proposed activity will result in the loss of greater than 1/10-acre of wetlands and a PCN is required, the prospective permittee must submit a statement describing how the mitigation requirement will be satisfied, or explaining why the adverse effects are minimal and why compensatory mitigation should not be required. As an alternative, the prospective permittee may submit a conceptual or detailed mitigation plan. (6) If any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is located in designated critical habitat, for non-Federal applicants the PCN amp must include the name(s)of those endangered or threatened species that might be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work. Federal applicants must provide documentation demonstrating compliance with the Endangered Species Act; and (7)For an activity that may affect a historic property listed on, determined to be eligible for listing M° on, or potentially eligible for listing on, the National Register of Historic Places, for non-Federal applicants the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. Federal applicants must provide documentation demonstrating compliance with Section 106 of the National Historic Preservation Act. (c)Fonn of Pre-Construction Notification: The standard individual permit application form(Form ENG 4345)may be used,but the completed application form must clearly indicate that it is a PCN and must include all of the information required in paragraphs(b)(1) through(7) of this general condition. A letter containing the required information may also be used. (d)Agency Coordination: (1)The district engineer will consider any comments from Federal and state agencies concerning the proposed activity's compliance with the terms and conditions of the NWPs and the need for mitigation to reduce the project's adverse environmental effects to a minimal level. (2)For all NWP activities that require pre-construction notification and result in the loss of greater than 1/2-acre of waters of the United States, for NWP 21, 29, 39,40,42, 43,44, 50, 51,and 52 activities that require pre-construction notification and will result in the loss of greater than 300 linear feet of intermittent and ephemeral stream bed,and for all NWP 48 activities that require pre- construction notification, the district engineer will immediately provide(e.g.,via e-mail, facsimile transmission, overnight mail, or other expeditious manner) a copy of the complete PCN to the appropriate Federal or state offices (U.S. FWS, state natural resource or water quality agency, EPA, State Historic Preservation Officer(SHPO)or Tribal Historic Preservation Office(THPO), and, if appropriate,the NMFS). With the exception of NWP 37,these agencies will have 10 calendar days from the date the material is transmitted to telephone or fax the district engineer notice that they intend to provide substantive, site-specific comments. The comments must explain why the agency believes the adverse effects will be more than minimal. If so contacted by an agency,the district engineer will wait an additional 15 calendar days before making a decision on the pre-construction notification. The district engineer will fully consider agency comments received within the specified time frame concerning the proposed activity's compliance with the terms and conditions of the NWPs, including the need for mitigation to ensure the net adverse environmental effects to the aquatic environment of the proposed activity are minimal. The district engineer will provide no response to the resource agency, except as provided below. The district engineer will indicate in the administrative record associated with each pre-construction notification that the resource agencies' concerns were considered. For NWP 37,the emergency watershed protection and rehabilitation activity may proceed immediately in cases where there is an unacceptable hazard to life or a significant loss of property or economic hardship will occur.The district engineer will consider any comments received to decide whether the NWP 37 authorization should be modified, suspended,or revoked in accordance with the procedures at 33 CFR 330.5. (3)In cases of where the prospective permittee is not a Federal agency,the district engineer will provide a response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation recommendations,as required by Section 305(b)(4)(B)of the Magnuson-Stevens Fishery Conservation and Management Act. (4)Applicants are encouraged to provide the Corps with either electronic files or multiple copies of pre-construction notifications to expedite agency coordination. 3. Regional Conditions for the Los Angeles District: In accordance with General Condition Number 27, "Regional and Case-by-Case Conditions," the following Regional Conditions, as added by the Division Engineer,must be met in order for an authorization by any Nationwide to be valid: 1. For all activities in waters of the U.S. that are suitable habitat for federally listed fish species, the permittee shall design all road crossings to ensure that the passage and/or spawning of fish is not hindered. In these areas, the permittee shall employ bridge designs that span the stream or river, including pier-or pile-supported spans, or designs that use a bottomless arch culvert with a natural stream bed,unless determined to be impracticable by the Corps. 2. Nationwide Permits (NWP) 3, 7, 12-15, 17-19, 21,23, 25, 29, 35, 36, or 39-46, 48-52 cannot be used to authorize structures, work, and/or the discharge of dredged or fill material that would result in the "loss" of wetlands,mudflats, vegetated shallows or riffle and pool complexes as defined at 40 CFR Part 230.40-45. The definition of"loss" for this regional condition is the same as the definition of"loss of waters of the United States" used for the Nationwide Permit Program. Furthermore, this regional condition applies only within the State of Arizona and within the Mojave and Sonoran(Colorado)desert regions of California. The desert regions in California are limited to four USGS Hydrologic Unit Code (HUC)accounting units (Lower Colorado -150301, Northern Mojave-180902, Southern Mojave- 181001, and Salton Sea-181002). 3. When a pre-construction notification(PCN) is required, the appropriate U.S. Army Corps of Engineers (Corps) District shall be notified in accordance with General Condition 31 using either the South Pacific Division PCN Checklist or a signed application form(ENG Form 4345)with an attachment providing . information on compliance with all of the General and Regional Conditions. The PCN Checklist and application form are available at: http://www.spl.usace.army.mil/regulatory. In addition, the PCN shall include: a. A written statement describing how the activity has been designed to avoid and minimize adverse effects,both temporary and permanent, to waters of the United States; b. Drawings, including plan and cross-section views, clearly depicting the location, size and dimensions of the proposed activity as well as the location of delineated waters of the U.S. on the site. The drawings shall contain a title block, legend and scale, amount(in cubic yards) and area(in acres) of fill in Corps jurisdiction, including both permanent and temporary fills/structures. The ordinary high water mark or, if tidal waters, the mean high water mark and high tide line, should be shown(in feet), based on National Geodetic Vertical Datum(NGVD) or other appropriate referenced elevation. All drawings for projects located within the boundaries of the Los Angeles District shall comply with the most current version of the Map and Drawing Standards for the Los Angeles District Regulatory Division (available on the Los Angeles District Regulatory Division website at: www.s l.usace.arm mil/re ulato ¢ p y g rye; and c. Numbered and dated pre-project color photographs showing a representative sample of waters proposed to be impacted on the project site, and all waters proposed to be avoided on and immediately adjacent to the project site. The compass angle and position of each photograph shall be -` documented on the plan-view drawing required in subpart b of this regional condition. 4. Submission of a PCN pursuant to General Condition 31 and Regional Condition 3 shall be required for all regulated activities in the following locations: a. All perennial waterbodies and special aquatic sites within the State of Arizona and within the Mojave and Sonoran(Colorado) desert regions of California, excluding the Colorado River in �. Arizona from Davis Dam to River Mile 261 (northern boundary of the Fort Mojave Indian Tribe Reservation). The desert region in California is limited to four USGS HUC accounting units(Lower Colorado -150301,Northern Mojave-180902, Southern Mojave-181001, and Salton Sea-181002). b. All areas designated as Essential Fish Habitat(EFH)by the Pacific Fishery Management Council (i.e.,all tidally influenced areas-Federal assessment and extent of proposed impacts toIEFH) case the PCN shall include an EFH ass Examples of EFH habitat assessments can be found at: http://www.swr.noaa.gov/eth.htm. c. All watersheds in the Santa Monica hwantanand by Sunset Boule da d and Calleguas Creek on the west,by Highway 101 on the north and east, Pacific Ocean on the south. d. The Santa Clara River watershed in Los Angeles and Ventura counties,including but not limited to Aliso Canyon,Agua Dulce Canyon, Sand Canyon,Bouquet Canyon,Mint Canyon, South Fork of the Santa Clara River, San Francisquito Canyon, Castaic Creek,Piru Creek, Sespe Creek and the main-stem of the Santa Clara River. 5. Individual Permits shall be required for all discharges of fill material in jurisdictional vernal pools,with ent or scientific the exception that discharges for the purpose of restoration, 5, 6,,and 27 with thensubmission of a PCN in study of vernal pools may be authorized under accordance with General Condition 31 and Regional Condition 3. 6. Individual Permits shall be required in Murrieta Creek and Temecula Creek watersheds in Riverside County for new permanent fills in perennial and intermittent rcoreater NWPs 29, 39,42 and 43, and in ephemeral watercourses for these NWPs for projects that impact mpac than 0.1 acre of waters of the United States. In addition, when NWP 14 is used in conjunction with residential,commercial,or industrial developments the 0.1 acre limit would also apply. 7. Individual Permits(Standard Individual Permit or 404 Letter of Permission) shall be required in San Luis Obispo Creek and Santa Rosa Creek in in bsSa to Barbara r bank County foribank stabilization and in Gaviota Creek,Mission Creek and Carpinteria Creek projects and grade control structures. 8. In conjunction with the Los Angeles District's Special Area Management Plans(SAMPs) for the San Diego Creek Watershed and San Juan Creek/Western San Mateo Creek Watersheds in Orange County, California,the Corps'Division Engineer,through his discretionary authority has revoked the use of the 16, 17, 18, 19, 21, 25 following 26 selected NWPs within these SAMP watersheds: 03, 07, 12, 13, 14, 25, 27, 29, 31, 33, 39,40,41,42,43, 44, 46,49, and 50. Consequently,these NWPs are no longer available in those watersheds to authorize impacts to waters 404 authority. United States from discharges of dredged or fill material under the Corps' Clean Water Act 9. Any requests to waive the 300 linear foot limitation for intermittent and ephemeral streams for NWPs 29, 39,40 and 42,43,44, 51 and 52 or to waive the 500 linear foot limitation along the bank for NWP 13,must include the following: a. A narrative description of the stream.This should include known information on: volume and duration of flow; the approximate length,width, and depth of the waterbody and characters observed associated with an Ordinary High Water Mark(e.g.bed and bank,wrack line, or scour marks); a description of the adjacent vegetation community and a statement regarding the wetland status of the associated vegetation community(i.e. wetland,non-wetland); surrounding land use;water quality; issues related to cumulative impacts in the watershed, and; any other relevant information. b. An analysis of the proposed impacts to the waterbody in accordance with General Condition 31 and Regional Condition 3; c. Measures taken to avoid and minimize losses, including other methods of constructing the proposed project; and d. A compensatory mitigation plan describing how the unavoidable losses are proposed to be compensated, in accordance with 33 CFR Part 332. 10. The permittee shall complete the construction of any compensatory mitigation required by special condition(s) of the NWP verification before or concurrent with commencement of construction of the authorized activity, except when specifically determined to be impracticable by the Corps. When mitigation involves use of a mitigation bank or in-lieu fee program, the permittee shall submit proof of payment to the Corps prior to commencement of construction of the authorized activity. 4. Further information: KK 1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to: () Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403). (X) Section 404 of the Clean Water Act(33 U.S.C. 1344). () Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413). 2. Limits of this authorization. (a) This permit does not obviate the need to obtain other Federal, state, or local authorizations required by law. (b) This permit does not grant any property rights or exclusive privileges. tl (c) This permit does not authorize any injury to the property or rights of others. (d) This permit does not authorize interference with any existing or proposed Federal project. 3. Limits of Federal Liability. In issuing this permit,the Federal Government does not assume any liability for the following: (a) Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural causes. (b) Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf of the United States in the public interest. (c) Damages to persons,property, or to other permitted or unpermitted activities or structures caused by the activity authorized by this permit. (d) Design or construction deficiencies associated with the permitted work. (e) Damage claims associated with any future modification, suspension, or revocation of this permit. 4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public interest was made in reliance on the information you provided. 5. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the circumstances warrant. Circumstances that could require a reevaluation include, but are not limited to, the following: (a) You fail to comply with the terms and conditions of this permit. (b) The information provided by you in support of your permit application proves to have been false, z incomplete,or inaccurate (See 4 above). (c) Significant new information surfaces which this office did not consider in reaching the original public interest decision. Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification,and revocation procedures contained in 33 CFR 330.5 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any corrective measure ordered by this office,and if you fail to comply with such directive,this office may in certain situations(such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the cost. 6. This letter of verification is valid for a period not to exceed two years unless the nationwide permit is modified,reissued,revoked, or expires before that time. 7. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may make a good faith transfer to a third party in compliance with General Condition H below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it without a good faith transfer,you must obtain a modification of this permit from this office,which may require restoration of the area. 8. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished with the terms and conditions of your permit. 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If you received a Letter of Permission(LOP),you may accept the LOP and your work is authorized. Your signature on the Standard Pei mit or acceptance of the LOP means that you accept the permit in its entirety,and waive all rights to appeal the permit,including its terms and conditions,and approved jurisdictional determinations associated with the permit. • OBJECT: If you object to the permit(Standard or LOP)because of certain terms and conditions therein,you may request that the permit be modified accordingly.You must complete Section II of this form and return the form to the district engineer. Your objections must be received by the district engineer within 60 days of the date of this notice,or you will forfeit your right to appeal the permit in the future. Upon receipt of your letter,the district engineer will evaluate your objections and may:(a) modify the permit to address all of your concerns,(b)modify the permit to address some of your objections,or(c)not modify the permit having determined that the permit should be issued as previously written. After evaluating your objections,the district engineer will send you a proffered permit for your reconsideration,as indicated in Section B below. B: PROFFERED PERMIT: You may accept or appeal the permit • ACCEPT: If you received a Standard Permit,you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission(LOP),you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety,and waive all rights to appeal the permit,including its terms and conditions,and approved jurisdictional determinations associated with the permit. • APPEAL: If you choose to decline the proffered permit(Standard or LOP)because of certain terms and conditions therein,you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. C: PERMIT DENIAL: You may appeal the denial of a pe mit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information. • ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of this notice, means that you accept the approved JD in its entirety,and waive all rights to appeal the approved JD. • APPEAL: If you disagree with the approved JD,you may appeal the approved JD under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD. REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an ga initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons >d or objections are addressed in the administrative record.) mos ADDITIONAL INFORMATION:The appeal is limited to a review of the administrative record,the Corps memorandum for the record of the appeal conference or meeting,and any supplemental information that the review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, ou ma •rovide additional information to clan the location of information that is alread in the administrative record. .e If you have questions regarding this decision and/or the appeal If you only have questions regarding the appeal process you may process you may contact: also contact: Thomas J.Cavanaugh Administrative Appeal Review Officer, U.S.Army Corps of Engineers South Pacific Division 1455 Market Street,2052B " "' San Francisco,California 94103-1399 Phone:(415)503-6574 Fax:(415)503-6646 Email:thomas.j.cavanaugh(n,usace.army.mil RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel,and any government consultants,to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day notice of any site investigation,and will have the opportunity to participate in all site investigations. Date: Telephone number: ot,, Signature of appellant or agent. . SPD version revised Decernberl7,2010 PRELIMINARY JURISDICTIONAL DETERMINATION FORM This preliminary JD finds that there"may be"waters of the United States on the subject project site,and identifies all aquatic features on the site that could be affected by the proposed activity,based on the following information: District Office 'Los Angeles District File/ORM# ISPL-2012 01172-SLP pmt)(me i8/2/2012 __ State ICA City/County ISan Bernardino/San Bernardino Name/ Robert Eisenbeiu,City Engineer Nearest Waterbody: 'Waterman Canyon Creek Address of City of San Bernardino Person 300 North D Street Location:'1 RS. Requesting San Bernardino,CA 92418 LatLong or UTM. 34.19148W'N,-117.273789°W RID eisenbeisz_ro n')sbcity.org Identify(Estimate)Amount of Waters in the Review Area: Name of Any Witter Bodies Tidal r — on the Site Identified as —y _"`"' '° ""`"" Stream Flow y i1____d■atd WJ)tera. Section ID Waters: 'owT"e1 rte^linear fl 22 width 1105 acres Peremnal — — IX Office(Desk)Deteenimo ion Wetlands. t0 01 Cowardtn r Field Determination Dark of f teld Up acres) Class Rivenne - SUPPORTING DATA:Data reviewed for preliminary JD(cheek all that apply-checked Bents should be Included In case Ilk sad,where Checked and requested.appropriately reference sources below) ✓ Maps,plans,plots or plat submitted by or on behalf of the applicant/consultant: I 17 Data sheets prepared/submitted by or on behalf of the applicant/consultant r Office concurs with data sheets/delineation report. r Office does not concur with data sheets/delineation report. ✓ Data sheets prepared by the Corps ✓ Corps navigable waters'study: ✓ 11.S.Geological Survey Hydrologic Atlas: r USGS NM)data. E r USES 8 and 12 digit HUC maps. dinn North a3an narnar 17 U.S.Geological Survey map(s).Cite quad name: �..-_Berner- ✓ USDA Natural Resources Conservation Service Soil Survey.Citation: ✓ National wetlands inventory map(s).Cite name:I ✓ State/Local wetland inventory map(s): i - A FEMA/FIRM maps:(Ftrmette Map 0a011CT8aaH ✓ 100-year Floodplain Elevation is: t7 Photographs: (7 Aerial(Name&Date):r r Other(Name&Date): ✓ Previous deterinination(s).File no.and date of response letter: -._' W .� Beeonr__._ ✓ Other information(please specify): r—"`"°' ,. — — t the foformanoo recardedoa This farm has not aecauarlly been verified_by the Corps and should are relietLulten fscLeH lurisd(tltaal ores. 4,...�� 2 � j `. _ __ --_ Signature and Date of Person Requesting Pretmtnaty 1D (REQUIRED)and Date at Regulatory Protect Manager tRnQt11RFt),tmksws obtaining the signature as impracticable) (REQt1iREU) __. _---_ _Beer_. _ ERPtANATIf N OF PRELIMINARY ANn APPROVED JURlSDI Crto.NA1.OETF.R%nNArums: I.the coma of Fngtneers behests that there may be}ermdfc ional wens of the tinned Stares on the sob(ect tale,and the permit applicant of other%fleeted pony who requested this peehmmary Ire is hereby advised of has or her option to rerytest and obtain an approved)unsdicnonal rktennrnanan 00►for that site Nevertheless,the perms ep itcant or ether person who requested tins preliminary 0) has declined to ecercrte the option to obtain an approved 1D in this nntance and at this time 2.hn m y circumstance where a permit applicant obtains an indtsdaal ammo.or a Nationwide General Parmo IN AT)or Orion general permit verification requires'preceun+ntctiaat nohfeeatior-(PCN), or requests verification for a tarreportitg N WP or other general pens and the parent applicant has not terptested an approved ID for the unsay.the ponrat appheant is hereby made aware of the ataowmp I I)the permit*pelican has elected to seek a onion authorisation based on a preliminary iD,wheel does not make an official ch./termination of Itandictiatal*Oera.(2)that the applicant has the option to request an wormed ID berore accepting the tins and condttianr of the permit authonmerati,and that bang a permit aaltnneatton an MR approved JO c mild pun*wait in less compensatory mitigation hemp required or different special conditions:(t)that the applicant ha;the right to request in indivmhal permit rather than accttutng the terrors Ind condition;of the hJtVP or other general prom*authonzetton.tot that the applicant can accept a print enthonsatnvu and thereby agree to comply with all the terms and conditons of that pennwt,uaddtei wtataser nentgatton requirements the Carps has determined to he necessary,(S)that undertaking any*stony in returnee upon the subsea permit aatlariennon autism itquesting an appemad ft)eotnta ate the app ecanl's acceptance of the use of the prehtminaty ID,but that either(bmn of ID win be processed at soon as is practicable.(6)accepting*permit mtheateanan leg..rapping a prowled radiridwt permit,of undertaking any armory in'chance on any form of Corps permot euthoriration basest on a prclaMnaay ID constitutes agreement that all wetlands out whet water bodiaa on the site alNtatd in any way by that activity are Junsdtctiaml wares of the Untied States,and precludes any challenge to such(tmwbction to any administrative or iuderal cemphaace or enfe ecemeit attire),or in any edimanatrsiivl appeal or in any Federal Mari,and(7)whether the applicant rents to use either an approved JO or s preliminary 10,that 1D will bd processed*a;31 w F R Pert to and ar ,a in any apearestet a proffered individual permit(and all terms and conditions contained therein),a tnd(siatnal period dental can he ahnumvtrairety appealed p appeal,Jaasdtenatal,sues can be raised/see 33 C F R.331.5(a)(2)).lf,Siring that administrative appeal,it becomes necessary to make nit ouSitial detem111n01o,1 whtslve,('WA)tmsdwtton exists ON a _.. . _ I.,_.� sit1 or to prosida an afnciddr(ineaiunofjanulicti�ww)wattn CO the site,Mac will ptottidauapj»oscd)D to accomplish that maul,* as soon as Is prxtnahk....__. , t ;( ;I _ 1 1 PRELIMINARY JURISDICTIONAL DETERMINATION FORM This preliminary JD finds that there "may be"waters of the United States on the subject project site,and identifies all aquatic features on the site that could be affected by the proposed activity,based on the following information: Appendix A- Sites District Office 'Los Angeles District File/ORM# I SPL-2011-01172-SLP PJD Date: 18/2/2012 State ICA City/County[San Bernardino/San Bernardino Person Requesting PJD 'Robert Eisenbeisz m. Est.Amount of Site Aquatic Resource Class of Number Latitude Longitude Cowardin Class In Review Area Aquatic Resource ott- I 34.191488°N -117.273789°, riverine 10.01 acre 'Non-Section 10 wetland 1 34.191488°N -117.273789°6 riverine 10.05 acre 'Non-Section 10 non-wetlan( I I I I Notes: wi wo f ow ow t 1 X45 Legend , tetd . # _ Q Original APE(APE Later M �» ." Reduced to Existing g L'''''*'' ' 474744.78,3783457.37/ ., 3, Impact Areas) gxpatgagyo q,� (i 46,26 7,5, A UTM Point/,.. 0 ,' O Latitude,Longitude * 0 ' — Streamline M " Wingwalls il 4„ • • Impact Area «' ,e 0. 4 %A Permanent Impact Temporary Impact 4 v,., r 4, USACE/RWQCB Jurisdiction '� k 0, iitio o - Non-wetland Open Water • 0 ow� ` � _ f Wetlands r. Feature Width:Open r ' �: c*, i Water/OHWM 14'\18' x :. it. 22'122: „ ,w or, '4, 30'138' ' " # * 9444. 1 4 '.5112' " `i a # 7. A o i , r x il w a n . 4 c N m NM ` i g.i 1 ,, iii s.. o :a-,,., '''' 474814.i4 3783543.48/ w I a N 3 E. 0 12.5 25 50 y 0_ MIIMIMM Feet ;. ' p c Source:USA Imagery(2009) a�„ ' °p. , ' ;'� ICFUSACE Impacts INPEHNATtONA6 Old Waterman Canyon Road Bridge Rehabilitation Proje(t I 1 1 STATE OF CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS APPRENTICESHIP PROGRAM FOR PUBLIC WORKS CONSTRUCTION 4 4 EXCERPTS FROM THE CALIFORNIA LABOR CODE RELATING TO APPRENTICES ON PUBLIC WORKS Chapter 1 of Division 2 APPRENTICES ON PUBLIC WORKS 1773.3. An awarding agency whose public works contract falls within the jurisdiction of Section 1777.5 shall,within five days of the award, send a copy of the award to the Division of Apprenticeship Standards. When specifically requested by a local joint apprenticeship committee, the division shall notify the local joint apprenticeship e days iote regarding all such awards applicable to the joint apprenticeship committee making the request. finding of any discrepancy regarding the ratio of apprentices to journeymen, pursuant to the certificated fixed number of apprentices to journeymen,the awarding agency shall notify the Division of Apprenticeship Standards. 1776. (a) Each contractor and subcontractor shall keep accurate payroll records, showing the name, address, social security number,work classification,straight time and overtime hours worked each day and week,and the actual per diem wages paid to each journeyman, apprentice, worker, or other employee employed by him or her in connection with the public work. Each payroll record shall contain or be verified by a written declaration that it is made under penalty of perjury,stating both of the following:(1)The information contained in the payroll record is true and correct. (2)The employer has complied with the requirements of Sections 1771, 1811,and 1815 for any work performed by his or her employees on the public works project. (b) The payroll records enumerated under subdivision (a) shall be certified and shall be available for inspection at all reasonable hours at the principal office of the contractor on the following basis: (1)A certified copy of an employee's payroll record shall be made available for inspection or furnished to the employee or his or her authorised representative on request. (2)A certified copy of all payroll records enumerated in subdivision (a) shall be made available for inspection or furnished upon request to a representative of the body awarding the contract, the Division of Labor Standards Enforcement, and the Division of Apprenticeship Standards of the Department of Industrial Relations. (3) A certified copy of all payroll records enumerated in subdivision (a) shall be made available upon request by the public for inspection or for copies thereof. However,Sa requueastrb rtthhee public on shall a made through r either the body awarding the contract, the Division of Apprenticeship Enforcement. If the requested payroll records have not been provided pursuant to paragraph (2), the requesting party shall, prior to being provided the records, reimburse the costs of preparation by the contractor, subcontractors, and the entity through which the request was made. The public shall not be given access to the records at the principal office of the contractor. provided the Division of Labor Standards Enforcement or (c)The certified payroll records shall be on forms p by shall contain the same information as the forms provided by the division.the records enumerated in subdivision (a)with (d)A contractor or subcontractor shall file a certified copy the entity that requested the records within 10 days after receipt of a written request. (e)Any copy of records made available for inspection as copies and furnished upon request to the public or any public agency by the awarding body,the Division of Apprenticeship Standards,or the Division of Labor Standards Enforcement shall be marked or obliterated to prevent disclosure of an individual's name,address,and social security number. The name and address of the contractor awarded the contract or the subcontractor performing the contract shall not be marked or obliterated.Any copy of records made available for inspection by,or furnished to,a joint labor- management committee established pursuant to the federal Labor Management Cooperation Act of 1978(Section 175a of Title 29 of the United States Code) shall be marked or obliterated only to prevent disclosure of an individual's name and social security number. A joint labor management committee may maintain an action in a court of competent jurisdiction against an employer who fails to comply with Section 1774. The court may award restitution to an employee for unpaid wages and may award the joint labor management committee reasonable attorney's fee and costs incurred in maintaining the action. An action under this subdivision may not be based on the employer's misclassification of the craft of a worker on its certified payroll records. Nothing in this subdivision limits any other available remedies for a violation of this chapter. (I)The contractor shall inform the body awarding the contract of the location of the records enumerated under subdivision(a),including the street address,city and county,and shall,within five working days,provide a notice of a change of location and address. written (g)The contractor or subcontractor shall have 10 days the event that the cosubsequent actor subcontractor receipt a fails to notice requesting the records enumerated in subdivision(a). In comply within the 10-day period, he or she shall,as a penalty to the state or political subdivision on whose behalf the contract is made or awarded,forfeit twenty-five dollars($25)for each calendar day,or portion thereof,for each worker, until strict compliance is effectuated. Upon the request of the Division of Apprenticeship Standards or the Division of progress Standards Enforcement,these penalties shall be withheld from ro payments a ents then due.A contractor is not subject to a penalty assessment pursuant to this section due to the failure of a subcontractor to comply with this section. (h) The body awarding the contract shall cause to be inserted in the contract stipulations to effectuate this section. (i) The director shall adopt rules consistent with the California Public Records Act,(Chapter 3.5(commencing with Section 6250), Division 7,Title 1, Government Code)and the Information Practices Act of 1977,(Title 1.8(commencing with Section 1798),Part 4,Division 3,Civil Code)governing the release of these records,including the establishment of reasonable fees to be charged for reproducing copies of records required by this section. U)This section shall remain in effect only until January 1,2003,and as of that date is repealed,unless a later enacted statute,that is enacted before January 1,2003,deletes or extends that date. 1776. (a)Each contractor and subcontractor shall keep an accurate payroll record,showing the name,address,social security number,work classification,and straight time and overtime hours worked each day and week,and the actual per diem wages paid to each journeyman,apprentice,worker,or other employee employed by him or her in connection with the public work. (b) The payroll records enumerated under subdivision (a) shall be certified and shall be available for inspection at all reasonable hours at the principal office of the contractor on the following basis: (1)A certified copy of an employee's payroll record shall be made available for inspection or furnished to the employee or his or her authorized representative on request. (2) A certified copy of all payroll records enumerated in subdivision (a)shall be made available for inspection or furnished upon request to a representative of the body awarding the contract, the Division of Labor Standards Enforcement, and the Division of Apprenticeship Standards of the Department of Industrial Relations. (3) A certified copy of all payroll records enumerated in subdivision (a) shall be made available upon request by the public for inspection or for copies thereof. However,a request by the public shall be made through either the body awarding the contract, the Division of Apprenticeship Standards, or the Division of tabor Standards Enforcement. If the requested payroll records have not been provided pursuant to paragraph(2), the requesting party shall, prior to being provided the records, reimburse the costs of preparation by the contractor, subcontractors, and the entity through which the request was made. The public shall not be given access to the records at the principal office of the contractor. (c)The certified payroll records shall be on forms provided by the Division of Labor Standards Enforcement or shall contain the same information as the forms provided by the division. (d)Each contractor shall file a certified copy of the records enumerated in subdivision(a)with the entity that requested the records within 10 days after receipt of a written request. (e)Any copy of records made available for inspection as copies and furnished upon request to the public or any public agency by the awarding body,the Division of Apprenticeship Standards,or the Division of Labor Standards Enforcement shall be marked or obliterated to prevent disclosure of an individual's name,address,and social security number.The name and address of the contractor awarded the contract or performing the contract shall not be marked or obliterated. Any copy of records made available for inspection by, or furnished to, a joint labor-management committee established pursuant to the federal Labor Management Cooperation Act of 1978(Section 175a of Title 29 of the United States Code) shall be marked or obliterated only to prevent disclosure of an individual's social security number_ (1)The contractor shall inform the body awarding the contract of the location of the records enumerated under subdivision(a), including the street address,city and county, and shall,within five working days, provide a notice of a change of location and address. (g)The contractor shall have 10 days in which to comply subsequent to receipt of written notice spespecifying in what respects the contractor must comply with this section. In the event that the contractor fails to comply within the 10-day period,he or she shall,as a penalty to the state or political subdivision on whose behalf the contract is made or awarded, forfeit twenty-five dollars ($25) for each calendar day, or portion thereof, for each worker, until strict compliance is effectuated. Upon the request of the Division of Apprenticeship Standards or the Division of Labor Standards Enforcement,these penalties shall be withheld from progress payments then due. (h) The body awarding the contract shall cause to be inserted in the contract stipulations to effectuate this section.These stipulations shall fix the responsibility for compliance with this section on the prime contractor. (i) The director shall adopt rules consistent with the California Public Records Act. (Chapter 3.5(commencing with Section 6250), Division 7,Title 1, Government Code)and the Information Practices Act of 1977,(Title 1.8(commencing with Section 1798), Part 4,Division 3,Civil Code)governing the release of these records,including the establishment of reasonable fees to be charged for reproducing copies of records required +Fk- by this section. (j)This section shall become operative January 1,2003. 1777.5. (a)Nothing in this chapter shall prevent the employment of properly registered apprentices upon public works. (b) Every apprentice employed upon public works shall be paid the prevailing rate of per diem wages for apprentices in the trade to which he or she is registered and shall be employed only at the work of the craft or trade to which he or she is registered. (c) Only apprentices, as defined in Section 3077, who are in training under apprenticeship standards that have been approved by the Chief of the Division of Apprenticeship Standards and who are parties to written apprentice agreements under Chapter 4 (commencing with Section 3070) of Division 3 are eligible to be employed at the apprentice wage rate on public works. The employment and training of each apprentice shall be in accordance with either(1) the apprenticeship standards and apprentice agreements under which he or she is training or(2)the rules and regulations of the California Apprenticeship Council. (d) When the contractor to whom the contract is awarded by the state or any political subdivision, in performing any of the work under the contract, employs workers in any apprenticeable craft or trade, the contractor shall employ apprentices in at least the ratio set forth in this section and may apply to any apprenticeship program in 2 t0- the craft or trade that can provide apprentices to the site of the public work for a certificate approving the contractor under the apprenticeship standards for the employment andy oring of apprentices the area or be subject i industry affected.the However, the decision of the apprenticeship program approve the contractor, shall Administrator of Apprenticeship. The apprenticeship program or programs, upon approving arrange for the dispatch of apprentices to the contractor. A contractor covered by an apprenticeship program's standards shall not be required A to submit any renticceable craft additional application a used nthisosection, means a�crafthor trade contracts under a that program. Pp determined as an apprenticeable occupation in accordance with rules and regulations prescribed by the California Apprenticeship Council. As used in this section. "contractor includes any subcontractor under a contractor who performs any public works not excluded by subdivision(o). (e) Prior to commencing work on a contract for public works, every coon$>trac or shall submit one work. The tract swan' can to an applicable apprenticeship program that n supply apprber entices submitted shall include an estimate of journeyman hours to be performed would under the employeontract,copy of, mhir of apprentices proposed to be employed, and the approximate dates the apprentices information shall also be submitted to the awarding body if requested by the awarding body. Within 60 days after concluding work on the contract,each contractor and subcontractor shall submit to the awarding body, if requested. and to the apprenticeship program a verified statement of the journeyman and apprentice hours performed on the contract. The information under this subdivision shall be public. The apprenticeship programs shall retain this information for 12 months. (f) The apprenticeship program that can supply apprentices to the area of the site of the public work shall ensure equal The ratio of and affirmative action rentpps to journeymen eym women and employed in particular craft or trade on the (g)The ratio of work performed by apprentices apprenticeship standards tinder which the public work may he no higher than the ratio stipulated in the app apprenticeship program operates where the contractor agrees to be bound by those standards,but,except as otherwise provided in this section, in no case shall the ratio he less than one hour of apprentice work for every five hours of journeyman work. day or portion of a day when any (h)This ratio of apprentice work to journeyman work shall apply during any Y po journeyman is employed at the jobsite and shall be computed on the basis of the hours worked during the day by journeymen so employed.Any work performed by a journeyman in excess oUeight hour a per number of 40 hours umput d week shall not be used to calculate the ratio.The contractor shall employ app ver,the above before the end of the contract or, in the case of a subcontractor,before h during the same time t. Howe that the contractor shall endeavor, to the greatest extent possible,to employ apprentices in the same craft or trade are employed at the jobsite. Where an hourly apprenticeship ratio is not feasible for a particular craft or trade, the Chief of the Division of Apprenticeship Standards, upon application of an apprenticeship program,may order a minimum ratio of not less than one apprentice for each five journeymen in a craft or trade classification. (i) A n contractor issuance covered f tby he this section e�fccate, or that has covered een prey ously approved for en apprenticeship standards upon craft or trade,cd the aPP program in the craft or tr , shall employ the number of apprentices or the ratio of apprentices to journeymen stipulated in the applicable apprenticeship standards, hut in no event less than the I-to-5 ratio required by subdivision(g). (j) Upon proper showing by a contractor that he or she employs apprentices in a particular craft or trade in the state on all of his or her contracts on an annual average of not less than one hour of apprentice work for every five hours of labor performed by journeymen, the Chief of the Division of Apprenticeship Standards may grant a certificate exempting the contractor from the 1-to-5 hourly ratio,as set forth in this section for that craft or trade. (k) An apprenticeship program has the discretion to grant to a participating contractor or contractor association a certificate,which shall be subject to the approval of the Administrator of Apprenticeship,exempting the contractor from the 1-to-5 ratio set forth in this section when it finds that any one of the following conditions is met:(1) Unemployment for the previous three-month period in the area exceeds an average of 15 percent. (2) The number of apprentices in training in the area exceeds a ratio of 1 to 5. (3)There is a showing that the apprenticeable craft or trade is replacing at least one thirtieth of its journeymen annually through apprenticeship training, either on a statewide basis or on a local basis. (4)Assignment of an apprentice to any work performed under a public works contract would create a condition that would jeopardize his or her life or the life,safety,or property of fellow employees or the public at large,or the specific task to which the apprentice is to be assigned is of a nature that training cannot be provided by a journeyman. (1)When an exemption is granted pursuant to subdivision(k)to an organization that represents contractors in a specific trade from the 1-to-5 ratio on a local or statewide basis, the member contractors will not be required to submit individual applications for approval to local joint apprenticeship committees,if they are already covered by the local apprenticeship standards. (m) (1) A contractor to whom a contract is awarded,who,in performing any of the work under the contract, employs journeymen or apprentices in any apprenticeable craft or trade shall contribute to the California Apprenticeship Council the same amount that the director determines is the prevailing amount of apprenticeship training contributions in the area of the public works site. A contractor may take vac credit supply apprentices s to the council any amounts paid by the contractor to an approved apprenticeship program of the public works project.The contractor may add the amount of the contributions in computing his or her bid for the contract. 3 (2) At the conclusion of each fiscal year, the California Apprenticeship Council shall distribute training contributions received by the council under this subdivision, less the expenses of the Division of Apprenticeship Standards for administering this subdivision, by making grants to approved apprenticeship programs for the purpose of training apprentices. The funds shall be distributed as follows: (A) If there is an approved multiemployer apprenticeship program serving the same craft or trade and geographic area for which the training contributions were made to the council, a grant to that program shall be made. (B) if there are two or more approved multiemployer apprenticeship programs serving the same craft or trade and geographic area for which the training contributions were made to the council, the grant shall be divided among those programs based on the number of apprentices registered in each program.(C)All training contributions not distributed under subparagraphs(A)and(B)shall be used to defray the future expenses of administering this subdivision. (3) All training contributions received pursuant to this subdivision shall be deposited in the Apprenticeship Training Contribution Fund,which fund is hereby created in the State Treasury. Notwithstanding Section 13340 of the Government Code, all money in the Apprenticeship Training Contribution Fund is hereby continuously appropriated for the purpose of carrying out this subdivision and to pay the expenses of the division in administering this subdivision. (n)The body awarding the contract shall cause to be inserted in the contract stipulations to effectuate this section. The stipulations shall fix the responsibility of compliance with this section for all apprenticeable occupations with the prime contractor. (o)This section does not apply to contracts of general contractors or to contracts of specialty contractors not bidding for work through a general or prime contractor when the contracts of general contractors or those specialty contractors involve less than thirty thousand dollars($30,000). (p)All decisions of an apprenticeship program under this section are subject to Section 3081. 1777.6. It shall be unlawful for an employer or a labor union to refuse to accept otherwise qualified employees as registered apprentices on any public works,on the ground of the race,religious creed,color, national origin, ancestry, sex,or age,except as provided in Section 3077,of such employee. 1777.7. (a) (1) A contractor or subcontractor that is determined by the Chief of the Division of Apprenticeship Standards to have knowingly violated Section 1777.5 shall forfeit as a civil penalty an amount not exceeding one hundred dollars($100) for each full calendar day of noncompliance.The amount of this penalty may be reduced by the Chief if the amount of the penalty would be disproportionate to the severity of the violation. A contractor or subcontractor that knowingly commits a second or subsequent violation of Section 1777.5 within a three-year period, where the noncompliance results in apprenticeship training not being provided as required by this chapter, shall forfeit as a civil penalty the sum of not more than three hundred dollars($300) for each full calendar day of noncompliance. Notwithstanding Section 1727, upon receipt of a determination that a civil penalty has been imposed by the Chief,the awarding body shall withhold the amount of the civil penalty from contract progress payments then due or to become due. (2) In lieu of the penalty provided for in this subdivision, the Chief may, for a first-time violation and with the concurrence of an apprenticeship program described in subdivision (d), order the contractor or subcontractor to provide apprentice employment equivalent to the work hours that would have been provided for apprentices during the period of noncompliance. (b) In the event a contractor or subcontractor is determined by the Chief to have knowingly committed a serious violation of any provision of'Section 1777.5, the Chief may also deny to the contractor or subcontractor,and to its responsible officers, the right to bid on or be awarded or perform work as a subcontractor on any public works contract for a period of up to one year for the first violation and for a period of up to three years for a second or subsequent violation. Each period of debarment shall run from the date the determination of noncompliance by the Chief becomes a final order of the Administrator of Apprenticeship. (c) (1)An affected contractor,subcontractor, or responsible officer may obtain a review of the determination of the Chief imposing the debarment or civil penalty by transmitting a written request to the office of the Administrator within 30 days after service of the determination of debarment or civil penalty.A copy of this report shall also be served on the Chief. If the Administrator does not receive a timely request for review of the determination of debarment or civil penalty made by the Chief, the order shall become the final order of the Administrator.(2)Within 20 days of the timely receipt of a request for review, the Chief shall provide the contractor, subcontractor, or responsible officer the opportunity to review any evidence the Chief may offer at the hearing. The Chief shall also promptly disclose any nonprivlleged documents obtained after the 20-day time limit at a time set forth for exchange of evidence by the Administrator.(3) Within 90 days of the timely receipt of a request for review,a hearing shall be commenced before the Administrator or an impartial hearing officer designated by the Administrator and possessing the qualifications of an administrative law judge pursuant to subdivision (b) of Section 11502 of the Government Code. The affected contractor,subcontractor,or responsible officer shall have the burden of providing evidence of compliance with Section mei 1777.5.(4)Within 45 days of the conclusion of the hearing, the Administrator shall issue a written decision affirming, modifying,or dismissing the determination of debarment or civil penalty.The decision shall contain a statement of the factual and legal basis for the decision and an order.This decision shall be served on all parties and the awarding body pursuant to Section 1013 of the Code of Civil Procedure by first-class mail at the last known address of the party that the party has filed with the Administrator. Within 15 days of issuance of the decision, the Administrator may reconsider or modify the decision to correct an error, except that a clerical error may be corrected at any time. (5)An affected contractor, subcontractor, or responsible officer who has timely requested review and obtained a decision under paragraph(4) may obtain review of the decision of the Administrator by filing a petition for a writ of mandate to the appropriate superior court pursuant to Section 1094.5 of the Code of Civil Procedure within 45 days after service of the final decision. If no timely petition for a writ of mandate is filed, the decision shall become the final order of the 4 Administrator.The decision of the Administrator shall be affirmed unless the petitioner shows that the Administrator abused his or her discretion. If the petitioner claims that the findings are not su�redsby tthe evidence,inbuse of t discretion the ie established if the may determines of thefinal�ordderof not e Administrator and file it with the clerk of the the entire record.(6)The Chief tray certify a copy or has or had a place of superior court in any county in which the affected contractor or subcontractor fntstate property y or person shad a p a the business.The clerk,immediately upon the filing, judgment amount shown on the certified order.A judgment entered pursuant to this section shall bear the same rate of interest and shall have the same effect as other judgments and be given the same preference allowed by the law on other judgments rendered for claims for taxes.The clerk shall not charge for the service performed by him or her pursuant to this section.An awarding body that has withheld funds in response to a determination by the Chief imposing a penalty under this section shall, upon receipt of a certified copy of a final order of the Administrator, promptly transmit the withheld funds,up to the amount of the certified order,to the Administrator. e (d)if a subcontractor is found to have violated Section had prime cos rrf the of the project is not ture ble for any penalties under subdivision (a), unless the prim e contractor comply with the provisions of Section 1777.5 or unless the prime contractor fails to comply with any of the following requirements: (1)The contract executed between the contractor and the subcontractor or the performance of work on the public works project shall include a copy of the provisions of Sections 1771, 1775, 1776, 1777.5, 1813,and 1815. (2)The contractor shall continually monitor a subcontractor's use of apprentices required to be employed on the public works project pursuant to subdivision (d) of Section 1777.5, including, but not limited to, periodic review of the certified payroll of the subcontractor.(3)Upon becoming aware of a failure of the subcontractor to employ the required number of apprentices, the contractor shall take corrective action, including, but not limited to, retaining funds due the subcontractor for work performed on the public works project until the failure is corrected. (4) Prior to making the final payment to the subcontractor for work performed on the public works project, the contractor shall obtain a declaration signed under penalty of perjury from the subcontractor that the subcontractor has employed the required number of apprentices on the public works project. (e)Any funds withheld by the awarding body pursuant to this section shall be deposited in the General Fund if the awarding body is a state entity, or in the equivalent fund of an awarding body if the awarding body is an entity other than the state. penalty,(t)The Chief shall consider, in setting the amount of a moneta ry nal in determining whether a violation is serious, and in determining whether and for how long a party should be debarred for violating this section,all of the following circumstances: (1) Whether the violation was intentional. (2) Whether the party has committed other violations of Section 1777.5. (3) Whether. upon notice of the violation, the party took steps to voluntarily remedy the violation. (4) Whether, and to what extent, the violation resulted in lost training opportunities for apprentices. (5) Whether,and to what extent, the violation otherwise harmed apprentices or apprenticeship programs. If a party seeks review of a decision by the Chief to impose a monetary penalty or period of debarment,the Administrator shall decide de novo the appropriate penalty,by considering the same factors set forth above. (g) The interpretation of Section 1777.5 and this section shall be in accordance with the regulations of the California Apprenticeship Council.The Administrator may adopt regulations to establish guidelines for the imposition of monetary penalties and periods of debarment and may designate precedential decisions under Section 11425.60 of the Government Code. NOTE: THE ABOVE CALIFORNIA LABOR CODE SECTIONS ARE AVAILABLE FROM THE INTERNET ta'�,www.dir.ca.gov/., DAS 10(Rev. 04-02) 5 Division of Apprenticeship Standards -Public works information Page 1 of 2 ir'1eicc;i'•Se to the Califcrrs'a DEPARTMENT OF INDUSTRIAL REL 11w)N,1F, Division of Apprenticeship Standards -Public works information In general, public works refers to construction projects that are paid for in whole or in part out of public funds,or if private funds are used,more than 50 percent of the square footage is leased to a public entity. Because of this,there are laws regarding many aspects of the construction projects to protect the public's interest. One of the legal requirements for working on a public works project is the employment of apprentices.The Division of Apprenticeship Standards provides assistance to contractors in employing apprentices on public works sites. Important Notices Ch-n*es to Code of Rec ulations Section 230.1 Reuarcina he encioyrre+,t_f a r rlr�tlr.�s cn r��E�lic Works. Effective for projects bid on or after 7/1/2009, Exerr potion Ret.uest fOr_QperatirIC Erloirt yerS& L adorers UFOr:Tc JAS 2009-(.C2 Residential Wages:'- :DAS 2009-001 How to c!etenrine p,evailinc: rate of pey for ycu apc;rent.ce Basics Are you interested in bidding on a public works project and not sure where to start when it comes to complying with the !atr and hirino ar:,oreritices? Have you been awarded a public works contract? Cit.-Altera to see a listing of contractors and individuals vino have oe&n denerfcci Frequently Askec Question Interactive databases 1. If you are looking to check the apprenticeship status of an ind vicLat this database can give you the information you need. • 2. If you are looking to find apprenticeable crafts and the contact information for those aocrenticesh'srocrams'n your area this database sorts by county and craft and gives you contact information. 3. If you are looking to find out if trainino funds have beer. 7)aid ny a rantrer for working on a public works project this database can provide you information. 4. If you are looking for the additional apprenticeshio v./age inforrnstion as noted in the general prevailing wage apprenticeship schedules,published by the Division of Labor Statistics and Research. Forms 1. Public Works Contract Award Information-DAS Form 140 version a version 2. Request for Dispatch of an Apprentice-DAS Form 142 r- version if version 3. Training Fugd Contributions-California Apprenticeship Council-CAC Form 2(Rev 7/11) (.pdf format,52kb) 4. Directions to complete CAC form 2(7/11) 5. If you are an awarding body,this is the form you need:To contract to perform public works under Labor Code section 1777.5-DAS Form 13-(Rev 5/01)(.pdf format, 16kb) For more information on public works: DIR Public Works Tool Kit Excerpts from the California Labor Code Relatinc to Apprentices on Public Wo .DAS10(Rev 4/02) - (.pdf format 55kb) httn://www.dir.ca.gov/DAS/PublicWorksForms.htm 7/27/2011 Division of Apprenticeship Standards-Public works information Page 2 of 2 Division of Labor Standards Enforcement Public Works Manual Laws and Regulations The Division of Labor Standards Enforcement enforces labor law related to the payment of prevailing wage and working conditions. The Division of Labor Statistics and Research conducts labor research and provides statistics for public works projects. 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July 2011 Conditions of Use I Privacy Policy Copyright©2011 State of California hrtn.//www.dir.ca.eov/DAS/PublicWorksForms.htm 7/27/2011 GEOTECHNICAL INVESTIGATION KLEINFELDER An employee owned company October 5, 2007 Project No. 76980 Mr. Edward Ng Lim & Nascimento Engineering Corporation 1887 Business Center Drive, Suite 6 San Bernardino, CA 92408 Subject: Report of Geotechnical Investigation Proposed Bridge Replacement Old Waterman Canyon Road Bridge City of San Bernardino, California Dear Mr. Ng: Kleinfelder, Inc. is pleased to present this geotechnical report for the proposed bridge replacement project on Old Waterman Canyon Road in the City of San Bernardino, California. The purpose of our investigation was to explore and evaluate the subsurface conditions at the site in order to develop geotechnical engineering recommendations for design and construction of the proposed project. The findings of our geotechnical investigation and our conclusions and recommendations for design and construction of the project are presented in the attached report. The proposed project is geotechnically feasible provided that our recommendations in this report are properly incorporated into the design and construction of the project. Recommendations provided herein are contingent on the provisions outlined in the Additional Services and Limitations section of this report. The project Owner should become familiar with these provisions in order to assess potential impacts to the proposed project and further involvement by Kleinfelder. We appreciate the opportunity to be of service on this project. If you have any questions, comments or require additional information, please do not hesitate to contact the undersigned. Sincerely, 44 �.o P -00 so vo,Zta KLEINFELDER WEST, INC. * 12 ra 0:‘*-4) 4,5).c.1,G.Loiti,.;80 „., Na.88756 Scott G. Lawson, PE id gyp„; £ dOfl, PG, CEG Project Engineer Principal Geologist cry►tr c SGL:tb "t p :0 769801RDL7R125 I; Page ii of iv October 5, 2007 Copyright 2007 Kleinfelder West, Inc. KLEINFELDER 1220 Research Drive; uite B, Redlands, CA 92374 (9091 793-2691 (909) 792-1704 fax �.- Impbr!aot Iotbriiiatiou bout Your GeOteCHHICal Eoioeeriog Report . _ _ _ Subsurface roblems area tin in cause Of consi cl oa delays, Cosi of rrutiis claims ?r disputes. Lhe/gllo i lrl /rlfDr�71r?t/Qn is rD ; 'a ( �� e • 9 p h o help j oil rnar,uge your risks. Geotechnical Services Are Performed for • elevation,configuration,location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team, or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solely for the client.No changes—even minor ones—and request an asses mea of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engineers cannotarxept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because tlieirreptxts do not consider developments of which —not even you—should apply the report for any purpose or project they were not informed except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on ageotechnical engineer- engineering report did not read it all.Do not rely on an executive summary. fig reportwhose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent jacent to the site; or by natural events,such as floods,earthquakes,or groundwater ftuctua- A Geotechnical Engineering Report Is Based on tions.A/ways contact the geotechnical engineer before applying the report A Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the general Most Geotechnical findings Are Professional nature of the structure involved,its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnicat engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly- • not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual �� ,t _ __ ------ ------ -- �--� K L E I N F E L D E R TABLE OF CONTENTS Section F.2.322 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PROJECT DESCRIPTION 1 1.3 SITE DESCRIPTION 2 2.0 GEOTECHNICAL EVALUATION 3 3.0 GEOLOGY AND SEISMICITY 5 3.1 REGIONAL AND SITE GEOLOGY 5 3.2 GEOLOGIC HAZARDS 5 3.2.1 Faulting and Seismicity 5 3.2.2 Natural Slope Stability 7 3.2.3 Liquefaction and Seismic Induced Settlement 8 3.2.4 Scour 9 4.0 SUBSURFACE CONDITIONS 10 4.1 STRATIGRAPHY 10 4.1.1 Artificial Fill 10 4.1-2 Alluvium 10 4.1.3 Bedrock 10 4.2 GROUNDWATER 11 4.3 CORROSION CONDITIONS . 11 4.4 EXPANSIVE SOILS 12 5.0 DISCUSSION AND RECOMMENDATIONS 13 5.1 SEISMIC DESIGN CRITERIA 13 5.2 BRIDGE ABUTMENT FOUNDATIONS 15 5.2.1 General .15 5.2.2 Allowable Bearing Pressure 16 5.2.3 Estimated Settlement 16 5.3 RETAINING WALLS 17 5.3.1 General . 17 5.3.2 Allowable Bearing Pressure for Retaining Walls Footings 17 5.3.3 Static Lateral Earth Pressures 18 5.3.4 Seismic Lateral Earth Pressure 19 5.3.5 Lateral Resistance 19 5.4 EMBANKMENT FILL SLOPES 20 __ 5.4.1 General 20 5.4.2 Slope Stability 20 5.4.3 Fill Slope Construction 20 5.4.4 Embankment Fill Settlement 21 5.5 PRELIMINARY PAVEMENT DESIGN 21 76980/RDL7RI25 '; Page iii of iv October+5, 2007 Copyright 2007 Kleinfelder West,Inc. ' r 1 ■1 I, 1 J i t K L E I N F E L D E R 6.0 CONSTRUCTION CONSIDERATIONS 23 6.1 SITE PREPARATION 23 6.1.1 Stripping and Grubbing 23 6.1.2 Scarification and Compaction 23 6.1.3 Temporary Excavations . 24 6.1.4 Erosion Control 24 6.1.5 On-site Materials 24 6.1.6 Import Materials 25 6.1.7 Compaction Criteria 25 6.2 EXCAVATION CHARACTERISTICS 26 6.3 TEMPORARY DEWATERING 26 7.0 ADDITIONAL SERVICES AND LIMITATIONS 28 7.1 ADDITIONAL SERVICES 28 7.2 LIMITATIONS 28 8.0 REFERENCES 31 PLATES Plate 1 —Site Location Map Plate 2 — Boring Location Map Plate 3 —Proposed Bridge Elevation and Geologic Cross Section Plate 4—General Geologic Map Plate 5—Alquist-Priolo Earthquake Fault Zone Map Plate 6— Fault and PBA Map Plate 7—Recommended ARS Curves APPENDICES Appendix A— Field Exploration Appendix B — Laboratory Testing 76980/RDL7R125 l; Page iv of iv October 5112007 Copyright 2007 Kleinfelder West,Inc. Is 1 K L E I N F E L D E R 1.0 INTRODUCTION 1.1 GENERAL Kleinfelder West, Inc., (Kleinfelder) was retained by Lim & Nascimento Engineering Corporation (LAN) to conduct a geotechnical investigation at the site of a proposed new bridge designed to replace the existing bridge over Old Waterman Canyon Creek in San Bernardino, California. The scope of our services was provided in our revised proposal entitled Revised Proposal for Geotechnical Support Services, Replacement Bridge Over Old Waterman Canyon Creek, San Bernardino, California, revision dated February 3, 2006. This report presents our recommendations relative to the geotechnical aspects of design and construction for the proposed project. Conclusions and recommendations presented in this report are based on the subsurface conditions encountered at the locations of our field excavations, and the provisions and requirements outlined in the Additional Services and Limitations sections of this report. Recommendations presented in this report should not be extrapolated to other areas or be used for other projects without our prior review. 1.2 PROJECT DESCRIPTION The existing Old Waterman Canyon Road Bridge is a single-span, cast-in-place reinforced concrete structure located on Old Waterman Canyon Road in San Bernardino, California. Recent storms over the past several years have resulted in extensive damage to the bridge and roadway. The current project calls for preparation of bridge replacement plans and construction of the replacement bridge. The proposed replacement bridge will be a single-span bridge with a length of approximately 52 feet and a width of approximately 34 feet. The bridge will be founded on shallow spread footings at both abutments. Appurtenant construction will include cantilever retaining walls at the bridge abutments, earthwork associated with embankments at the bridge abutments, and new asphalt concrete pavement. 76980/RDL7R 125 Page 1 of 32 October 5, 2(047 Copyright 2007 Kleinfelder West,Inc. { �� 1 z K L E I N F E L D E R 1.3 SITE DESCRIPTION The existing bridge is located in Waterman Canyon in the southern San Bernardino Mountains and crosses over Waterman Canyon Creek. The creek is a perennial stream that flows year round and is underlain by young river alluvium comprised of numerous cobbles and boulders in a sand and gravel matrix. Gneissic metamorphic bedrock underlies the mountain ridges east and west of the creek and is exposed on the canyon wall just west of the bridge. The location of the site is shown on the attached Plate 1, Site Vicinity Map. Fes• 76980/RDL7R125 t, Page 2 of 32 October 5, 2007, Copyright 2007 Kleinfelder West,Inc. 1 K L E I N F E L D E R 2.0 GEOTECHNICAL EVALUATION The purpose of this investigation was to evaluate subsurface conditions at the site and provide geotechnical recommendations for design and construction of the proposed project. A description of the scope of services performed is presented below. Task 1 —Literature Review We began our services by reviewing available soils and geologic data in our files and from select public agencies (see References). We have completed a computerized search of appropriate seismic and faulting information as it relates to the site. Task 2 —Field Exploration Prior to conducting the field exploration, our proposed exploration locations were cleared of known existing utility lines through Underground Service Alert (USA). The subsurface exploration program consisted of excavating and logging 2 exploratory borings at the site. The boring locations are shown on Plates 2 and 3. The borings were advanced to depths of approximately 35 and 50 feet below the existing grade. Bulk and drive soil samples were obtained from the borings for laboratory testing. Additionally, a bulk sample of the surface soils was collected by hand from the creek embankment downstream of the bridge for laboratory testing to assist in scour analysis. A detailed description of the field investigation, and the logs of the borings excavated for this study are presented in Appendix A. Task 3— Laboratory Soil Testing Laboratory testing was performed on soil samples collected during our field exploration to substantiate field classifications and to assess the physical characteristics of the subsurface soils. Testing consisted of in-situ dry unit weight and moisture content, grain size distribution, laboratory maximum dry unit weight and optimum moisture content, direct shear strength, corrosion analyses, and R-value. A summary of the laboratory test program and the test results are presented in Appendix B. 76980/RDL7R125 I; Page 3 of 32 October 5, 2007 IL Copyright 2007 Kleinfelder West,Inc. • K L E I N F E L D E R Task 4 —Geotechnical Analyses and Report Preparation Field and laboratory findings were evaluated in conjunction with the proposed use project. This report includes conclusions and recommendations regarding the following: ♦ Regional geologic setting, geologic features, and geologic hazards including the potential for ground rupture due to surface faulting, liquefaction potential, and other seismically induced hazards ♦ Subsurface materials encountered within the exploratory borings, anticipated groundwater levels and excavation characteristics of these materials • Expansion and corrosion potential of the near surface soils • Seismic design criteria including recommended Acceleration Response Spectra curves • Bridge and retaining wall foundation design and construction ♦ Evaluation of gross and surficial stability of proposed embankment slopes • Asphalt concrete pavement • Guidelines for earthwork including embankment construction and retaining wall backfill ems} ate. 76980/RDL7R125 Jage 4 of 32 October 5, 2007 I, Copyright 2007 Kleinfelder West,Inc. WNW 1 1 K L E I N F E L D E R 3.0 GEOLOGY AND SEISMICITY 3.1 REGIONAL AND LOCAL GEOLOGY The project site is located along the southern flank of the San Bernardino Mountains of the eastern Transverse Ranges geomorphic province. The Transverse Ranges province is characterized by roughly east-west trending compressional (folding and thrust faulting) structural features in contrast to the predominant northwest-southeast structural trend of the other geomorphic provinces in California. The San Bernardino Mountains extend from the Cajon Pass area on the west to the Pinto Mountains on the east, followed by the Mojave Desert Province on both the north and east. The San Bernardino Mountains predominately consist of Mesozoic age "granitic" rocks that have intruded older metamorphic rocks. The mountain range has been uplifted by tectonic activity associated with the San Andreas fault and the northern frontal thrust fault systems on the southern and northern sides of the mountains, respectively. Locally, the site is located within Waterman Canyon near the southern base of the San Bernardino Mountains. Geologic units within the study area include recent cobble- boulder stream alluvium within the axis of Waterman Canyon Creek, older alluvium and terrace deposits within Waterman Canyon, and gneissic metamorphic rock beneath the alluvial deposits and mountain ridges. General geologic conditions are shown on Plate 4. 3.2 GEOLOGIC HAZARDS 3.2.1 Faulting and Seismicity The project site is located in a seismically-active region. Some northwest-southeast and east-west trending fault zones which have a history of seismic activity exist in the vicinity of the project site. A significant geologic hazard to the project is the potential for moderate to strong ground shaking resulting from earthquakes generated on the faults in the vicinity of the site. The nearest faults are the central and southern segments of the San Andreas fault (San Andreas/C and San Andreas/S), which are located at a distance of approximately 1.7 km southwest of the site. The San Andreas/C and San Andreas/S faults are strike-slip Ii 76980/RDL7R125 Page 5 of 32 October 5,2007 { Copyright 2007 Kleinfelder West,Inc. r al r,l ii a 4 a K L E I N F E L D E R faults capable of generating earthquakes with a maximum credible earthquake (MCE) magnitude of 8 and 7.75, respectively. Based on Mualchin and Jones (1992) • attenuation relationships and verified by Sadigh et al. (1997) attenuation relationships, the San Andreas/C fault is capable of generating a peak bedrock acceleration of 0.73g at the proposed project site. Therefore, we consider the San Andreas/C fault as the controlling fault for the design of the proposed bridge replacement project. As shown on Plate 5, the proposed bridge site does not lie within an Alquist-Priolo Earthquake Fault Zone (Hart and Bryant, 1997). No active faults are known to transect the project site. Therefore, the possibility of primary surface rupture or deformation at the site is considered low. The closest distance from the site to the closest ten (10) active major faults, type of faults, their maximum moment magnitudes, and peak bedrock accelerations are presented in the following Table 1, Fault Parameters. Table 1 presents parameters for the faults based on Caftans Seismic Hazard Map and Report (CSHM, Mualchin, 1996 with errata dated November 2004). The faults in the near vicinity of the site are shown on Plate 6, Fault and PBA Map. Recommended seismic design criteria for the project are presented in Section 5.1 of this report. 76980/RDL7R125 Page 6 of 32 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. I ?'+ 1 4 „. K L E I N F E L D E R Table 1 Fault Parameters Peak Bedrock Fault Site Type of Maximum Acceleration Mean Fault Name Code Distance Displacement Magnitude (g) (Z) (km) (1) (2) (3) (4) San Andreas/C SAC 1.7 ST 8 0.73 0.71 San Andreas/S SAS 1.7 ST 7.75 0.71 0.70 Waterman Canyon WCN 3.5 XX 6.75 0.5 0.67 San Jacinto SJO 9 ST 7.5 0.45 0.45 Arrastre Canyon ACN 9.5 XX 7.75 0.48 0.56 Rialto-Colton- RCC 15 XX 6.75 0.26 0.30 Claremont Grafton Hills CRH 18 XX 6.50 0.19 0.22 Indian Hill - IHC 21 RE 7.00 0.21 0.25 Cucamonga Red Hill- RHE 21 XX 7.00 0.21 0.25 Etiwanda Avenue San Antonio SAT 34 XX 6.00 0.07 0.07 Notes: (1) ST-strike slip, RE-reverse including thrust, NO-normal-oblique, NL-normal,XX-not known (2) Mualchin (1996, with errata dated November 2004) (3) Mualchin & Jones (1992, 1996) (4) Sadigh et al. (1997 Rock). For XX faults more conservative reverse/thrust attenuation fault relationship used. 3.2.2 Natural Slope Stability The majority of the project elements are located within or adjacent to the active stream channel associated with Waterman Canyon Creek. Steep natural slopes are also located westerly and adjacent to the proposed southern bridge abutment. These slopes ascend up to approximately 2,800 feet above mean sea level to the west and southwest at an overall 1.5:1 (H:V) slope gradient. These slopes are underlain by gneissic metamorphic rock and colluvial (slope wash) materials. The colluvial soils are subject to erosion and surficial instability, especially during and following periods of intense rainfall. Although evidence of majority instability , was not observed, the bedrock slopes may also be subject to landsliding. 76980/RDL7R125 Page 7■ f 32 October 5, 2007 ,, t Copyright 2007 Kleinfelder West,Inc. 41 j i i I F K L E I N F E L D E R According to Figure S-7 of the San Bernardino General Plan (San Bernardino, 2005), the site is located within an area of high relief and low to moderate landslide susceptibility. In addition, Figure S-7 indicates the site lies within the vicinity of previous landslide activity. Based on the results of our literature review, field exploration, and analysis performed to-date, it is our opinion that the potential for natural slope instability adjacent to the project site is considered to be moderate. 3.2.3 Liquefaction and Seismic Induced Settlement Soil liquefaction is a phenomenon in which saturated, cohesionless soils lose their strength due to the build-up of excess pore water pressure during cyclic loading such as that induced by earthquakes. The primary factors affecting the liquefaction potential of a soil deposit are: 1) intensity and duration of earthquake shaking, 2) soil type and relative density, 3) overburden pressures, and 4) depth to groundwater. Soils most susceptible to liquefaction are clean, loose, uniformly graded, fine-grained sands, and non-plastic silts that are saturated. Silty sands have also been proven susceptible to liquefaction. Our research indicates that the project site falls within an area designated as having high liquefaction susceptibility as identified in Figure S-5 of the City of San Bernardino General Plan (San Bernardino, 2005). Groundwater was observed in both of our borings excavated for this investigation at depths of approximately 15 feet and 23 feet below the existing grade. These depths correlate to approximate groundwater elevations of 2000 feet and 1989 feet, respectively above mean sea level (MSL). We performed a preliminary analysis of the potential for liquefaction below the proposed bridge site. Our assessment was based on a design earthquake magnitude of 8.0, a peak acceleration of 0.7g, an estimated groundwater elevation of 2000 feet above MSL, and an assumed bottom of bridge footing elevation of 1,998 feet above MSL. Our analysis was performed using the procedures developed by Youd and Idriss, et al. (2001) and Tokimatsu and Seed (1987) and in general accordance with the 1996 NCEER and 1998 NCEER/NSF workshops on liquefaction. The results of our analysis indicate that the potential for liquefaction below the proposed bridge abutment footings is low due to the density of the subsurface soils and the anticipated depth to bedrock. However, it is our opinion that there is a potential for 76980/RDL7R125 Page 8 of 32 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. . r a� K L E I N F E L D E R localized liquefaction within the near-surface creek bed soils that could result in moderate slope deformations during a design level seismic event. 3.2.4 Scour It is our understanding that scour potential at the proposed bridge location is being evaluated by West Consultants, Inc. One bulk sample of the creek embankment soils was collected during our field exploration and returned to our laboratory for sieve analysis. The sample was collected by hand at a location downstream of the existing bridge. The location where the sample was collected is shown on the attached Plate 2, Boring Location Map. The results of the sieve analysis are presented in Appendix B. 1, 76980/RDL7R125 Page 9 of 32 October 5, 2007 4. Copyright 2007 Kleinfelder West,Inc. It J :� :t K L E I N F E L D E R 4.0 SUBSURFACE CONDITIONS 4.1 STRATIGRAPHY 4.1.1 Artificial Fill Artificial fill soils are likely present in the vicinity of the existing bridge abutments. However, due to the nature of the Becker hammer drilling method, the presence of artificial fill soils could not be readily confirmed in our exploratory borings advanced at the project site. Artificial fill soils were likely placed during the original construction of the existing bridge. 4.1.2 Alluvium Alluvial soils were encountered in both of the exploratory borings advanced at the v project site to depths of approximately 21 and 23 feet below the existing grade. The alluvial materials encountered generally consist of sand with silt (SP-SM), sand with gravel (SP), and gravel with sand (GP) with numerous cobbles and boulders. Based on observation within the creek, the boulders could range up to 4 to 5 feet in diameter locally. 4.1.3 Bedrock Gneissic bedrock was encountered in both of our borings below the alluvial soils beginning at depths of approximately 21 and 23 feet below the existing grade and extending to the maximum depths explored. In general, the gneissic rock is light to medium gray and green-gray in color, highly to moderately weathered, and weak to very strong. The locations of our exploratory borings are shown on the attached Plate 2, Boring Location Map. Detailed descriptions of the subsurface conditions encountered during , our field investigation are presented on the Logs of Borings provided in Appendix A. OP 1 76980/RDL7R125 Page 10 of 32 , October 5,2007 'Copyright 2007 Kleinfelder West,Inc. :+ !1 j f;ai t 1 K L E I N F E L D E R 4.2 GROUNDWATER Groundwater was encountered within both of the borings excavated for this study. Based on the visual observation of the soils retrieved from the borings and water level measurements, the groundwater elevation at the project site at the time of our investigation ranged from approximately 2,000 feet above MSL on the north side of the existing bridge to approximately 1,989 feet above MSL on the south side of the existing bridge. Water was observed flowing in Waterman Canyon Creek at the time of our field exploration. The creek is a perennial stream that typically flows year round. Fluctuations of the groundwater level, localized zones of perched water, and soil moisture content should be anticipated during and following the rainy season. Irrigation of landscaped areas on or immediately adjacent to the site can also cause a fluctuation of local groundwater levels. 4.3 CORROSION CONDITIONS To evaluate corrosion potential of the on-site soils, one soil sample collected during our field investigation was tested for pH, resistivity, sulfate and chloride concentrations in accordance with Caltrans Standard Test Methods 532, 643, 417, and 422. Testing was performed by AP Engineering and Testing, Inc. in Pomona, California. The test results are presented in Appendix B. In accordance with Section 4.1 of the "Corrosion Guidelines" prepared by the Corrosion Technology Branch, Ca{trans Office of Engineering and Testing Services (September 2003), a corrosive area is defined as an area where the soil and/or water contains more than 500 ppm of chlorides, more than 2,000 ppm of sulfates, or has a pH of less than 5.5. In general, a minimum resistivity for soil and/or water less than 1,000 ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Based on the laboratory test results and Caltrans criteria, the project site soils may generally be considered as non-corrosive. We have provided the corrosion tests as requested, and these tests should be considered as only an indicator of soil corrosivity for the samples tested. Other soils found on site may be more, less, or of a similar corrosive nature. Kleinfelder does not 7 980/RDL7R125 Page 11 of 32 I, October 5, 2007 Cyright 2007 Kleinfelder West,Inc. + h�E r!., t ti K L E I N F E L D E R practice corrosion engineering. If desired by the client, Kleinfelder can recommend a corrosion engineer to evaluate the corrosion potential of the site soils to concrete and buried metals, to recommend further testing as required, and to provide specific corrosion mitigation methods appropriate for the project. 4.4 EXPANSIVE SOILS Based on our field exploration and the results of our laboratory testing, it is our opinion that soils within the upper portion of the project site have a low potential for expansion. Testing of the final subgrade soils after completion of grading should be conducted to evaluate their expansion potential and confirm or modify the recommendations presented herein. tee, 769 /RDL7R125 Page 12 of 32 I October 5, 2007 Copyright 2007 Kleinfelder West,Inc. , I4 1 Wx K L E I N F E L D E R • 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 SEISMIC DESIGN CRITERIA Based on the results of our literature review and subsurface field investigation, the bridge site is underlain by sand with silt, gravel, and boulder deposits which in-turn are underlain by Gneissic bedrock. Groundwater was encountered at approximately 15 feet below the existing ground surface in Boring B-1 and 23 feet below the existing ground surface in Boring B-2. According to Table B.1 of Caltrans Seismic Design Criteria (SDC) Version 1.4 (2006), the site can be classified as Soil Profile Type C for preliminary design purposes. The controlling fault for this bridge is the San Andreas/C fault. In accordance with CSHM (Mualchin, 1996 with errata dated November 2004), the site is within the 0.6g peak bedrock acceleration (PBA) contour. However, based on an earthquake magnitude of 8.0 and a site distance of approximately 1.7 km from the fault, the PBA at the site is approximately 0.73 g according to Mualchin and Jones (1992) attenuation relationship and 0.71g according to Sadigh et al. (1997 for rock) attenuation relationship. Based on the above information, we believe that the base ARS curve can be estimated from the ARS curves presented in Figure B.6 of the SDC for an associated PBA value of 0.7g. The following seismic design parameters may be used for the preliminary design of the proposed Waterman Canyon Bridge replacement project in San Bernardino, California. These values were estimated using the CSHM (Mualchin, 1996 with errata dated November 2004), procedures outlined in Caltrans Seismic Design Criteria (SDC) Version 1.4 (2006) and Caltrans Guidelines for Structures Foundations Reports (CGSFR) (March 2006). 76980/JDL7R125 Page 13 of 32 October 5, 2007 CopyrigPlti2007 Kleinfelder West,Inc. 1 1 K L E I N F E L D E R Table 2 Seismic Design Parameters Causative Fault(Type of Fault) San Andreas/C Fault (Strike-Slip) MCE1 Magnitude 8.0 Distance to Fault 1.7 km Design PBA2 0.7g SDC Soil Profile Type Type C ARS Curve Recommendation3 SDC ARS Figures B.6 (2004) and modified for directivity effects and scaled to design PBA Notes: 0. 1MCE=Maximum Credible Earthquake. 2Design PBA=Design Peak Bedrock Acceleration, Based on Caltrans Seismic Hazard Map(1996) and verified by attenuation relationships by Sadigh et al.(1997). 'Modified for directivity and verified using the attenuation relationship by Sadigh et al. (1997). The directivity and PBA modifications are based on Caltrans SDC(2006)and Caltrans Guidelines for Structures Foundations Reports(2006). , According to the guidelines presented in Section 6.1.2.1 of the SDC and Section 2.5.1 of the CGSFR, for bridges located within 15 km of a fault, the ARS curve needs to be adjusted to account for fault rupture directivity effects. According to these criteria, the ARS curve needs to be increased by 20 percent for periods greater than 1 second. In addition, the ARS curve needs to be increased by linear interpolation between 0 and 20 percent for periods between 0.5 and 1.0 second. No increase is needed for periods less than 0.5 second. Based on the above, the base and modified ARS curves (both spectral acceleration and displacement) are presented on Plate 7, Recommended ARS Curves. The base and modified spectral acceleration and displacement values are also listed in the following Table 3. 76980/RQL7R125 Page 14 of 32 October 5, 2007 Copyright 20p7 Kleinfelder West,Inc. li. 1 11 w' 4 K L E I N F E L D E R Table 3 Recommended ARS Values Base ARS Curve Modified ARS Curve No. Period Spectral Spectral Spectral Spectral (sec) Acceleration Displacement Acceleration Displacement (9) (inch) (g) (inch) 1 0.010 0.7004 0.0007 0.7004 0.0007 2 0.020 0.7034 0.0028 0.7034 0.0028 3 0.030 0.7075 0.0062 0.7075 0.0062 4 0.050 0.9173 0.0224 0.9173 0.0224 5 0.075 1.1273 0.0621 1.1273 0.0621 6 0.100 1.3051 0.1277 1.3051 0.1277 7 0.120 1.4156 0.1995 1.4156 0.1995 8 0.150 1.5508 0.3415 1.5508 0.3415 9 0.170 1.6135 0.4564 1.6135 0.4564 10 0.200 1.6978 0.6647 1.6978 0.6647 11 _ 0.240 1.8008 1.0153 1.8008 1.0153 12 0.300 1.8244 1.6071 1.8244 1.6071 13 0.400 1.8041 2.8252 1.8041 2.8252 14 0.500 1.7503 4.2829 1.7503 4.2829 15 0.750 1.4918 8.2133 1.6410 9.0346 16 1.000 1.2521 12.2547 1.5025 14.7056 17 1.500 0.8527 18.7781 1.0232 22.5337 18 2.000 0.6274 24.5630 0.7529 29.4756 19 3.000 0.3817 33.6250 0.4581 40.3501 20 4.000 0.2569 40.2311 0.3083 48.2773 5.2 BRIDGE ABUTMENT FOUNDATIONS 5.2.1 General We understand that the proposed bridge will be supported by conventional shallow foundations at both abutments. Based on our review of a foundation plan prepared for the project by LAN Engineering, the abutment footings will be rectangular in shape, measure approximately 41 feet long by 11 feet wide, and have a bottom of footing elevation of approximately 1,998 feet above MSL. It is also our understanding that construction of the proposed bridge will include placement of a Portland Cement concrete slab below the bridge at the creek bed 76980/RDL7,F 125 Page 15 of 32 October 5, 2007 Copyright 20071 Kleinfelder West,Inc. t+ 1 1 4 K L E I N F E L D E R elevation that serves to reduce scour around the bridge foundations. Scour protection will also be provided upstream and downstream of this slab to prevent undermining of the slab and foundations. 5.2.2 Allowable Bearing Pressure We recommend that the bridge abutment footings be founded on competent native soils or compacted fill as evaluated by the project geotechnical engineer or geologist. It is recommended that the project geotechnical engineer or engineering geologist visually evaluate the soil conditions exposed at the bottom of the overexcavation in foundation areas for presence of soft or otherwise unsuitable soil deposits. If the soil encountered at the overexcavation bottom is considered to be unsuitable by the project geotechnical engineer or geologist, this material should be additionally overexcavated and replaced with soil compacted to 95 percent relative compaction. Soil placed as engineered fill below foundations should be compacted to at least 95% relative compaction per ASTM D 1557 and prepared as described in Section 6.1. Foundation excavations should be performed such that abutment footings are founded entirely in competent native soils or entirely in engineered fill to reduce the potential for differential settlement due to dissimilar soil types. The depth of footing embedment will likely be controlled by the results of the scour analysis. However, at a minimum we recommend that foundations be embedded at least 2 feet below the lowest adjacent final grade. An allowable bearing pressure of 3,500 pounds per square foot (psf) may be used for design of the abutment foundations designed and constructed as described in this report. The allowable bearing pressure provided above is a net value; therefore, the weight of the foundation (which extends below grade) may be neglected when computing dead loads. The allowable bearing pressure applies to dead plus live loads. This value may be increased by 1/3 for short-term loading due to wind or seismic forces. 5.2.3 Estimated Settlement Based on the foundation dimensions described herein and anticipated loads, we estimate the maximum total settlement of foundations designed and constructed in f accordance with the preceding recommendations to be on the order of 1 inch or less. 76980/RDL7R125 Page 16 of 32 October 5, 2007 Copyright 2007 Kiejnfelder West,Inc. G+ flq ,!i?.: t KLEI NFELDER Differential settlement due to static loading between similarly loaded adjacent footings should be approximately 'h-inch over a distance of 40 feet, provided footings are founded on similar materials. Differential settlement of footings founded on dissimilar materials may approach and/or exceed the maximum estimated settlement of 1 inch. Due to the granular nature of the on site soil materials, the settlement of foundations is expected to occur relatively short during construction and should be essentially complete shortly after initial application of the loads. 5.3 RETAINING WALLS 5.3.1 General The project will include construction of 4 new cantilever retaining walls with a maximum height on the order of 16 feet. The retaining walls will be placed on both sides of each bridge abutment and will be constructed parallel with the centerline of Old Waterman Canyon Road. 5.3.2 Allowable Bearing Pressure for Retaining Walls Footings A maximum allowable bearing pressure of 3,000 psf may be used for the design of retaining wall footings founded on compacted fill. This allowable bearing pressure applies to foundations in level ground conditions. Foundations in sloping ground should be evaluated on a case-by-case basis after preliminary retaining wall foundation plans have been prepared. The minimum footing embedment should be 2 feet below the lowest adjacent grade. Due to the limited number of borings and potential for variable soil conditions at the project, our recommendations are based on the assumption that wall foundations will be underlain by compacted fill. For wall heights of less than 10 feet, we recommend that 2 feet of soil below the bottom of the footing should be recompacted to 95% relative compaction per ASTM D 1557. For walls equal to or greater than 10 feet, but less than 16 feet in height, we recommend a minimum of 3 feet of soil below the bottom of the footing should be removed and recompacted to 95% relative compaction as per ASTM D 1557. 76980/RDL7R14 Page 17 of 32 I; October 5,2007 Copyright 2007 Kieinfelder West,Inc. 4. 1 1 K L E I N F E L D E R Kleinfelder should observe the foundation excavations to evaluate if competent soils are present at the foundation level. Kleinfelder may re-evaluate the removal and recompaction requirements or recommend deeper overexcavation and recompaction in localized areas where loose or unsuitable soils are encountered at the foundation depth. 5.3.2.1 Settlement Total and differential settlements on the order of less than 1 inch and 1/2 inch, respectively are anticipated for retaining walls less than 16 feet in height and constructed as recommended above. If higher walls retaining new fill soils are proposed, settlement can be evaluated after wall profile and grading plans are available. 5.3.3 Static Lateral Earth Pressures The following lateral earth pressure values for level backfill are provided for walls backfilled with drainage materials and suitable existing on-site soils. Retaining walls or structures should be designed for an active soil pressure equivalent to a fluid density of 35 pounds per cubic foot (pcf). The active lateral earth pressures are for horizontal backfills using the on-site native soils on walls that are free to rotate at least 0.2 percent of the wall height. Walls, which are restrained against movement or rotation at the top, should be designed for a soil pressure equivalent to a fluid density of 55 pcf. The recommended lateral earth pressures assume that drainage is provided behind the walls to prevent the buildup of hydrostatic pressures. Walls should be provided with drains to reduce the potential for the buildup of hydrostatic pressure. The drainage system may be designed in accordance with current Caltrans Standard Plans. Commercially available drainage panels could be used as an alternative. The product manufacturer's recommendations should be followed in the installation of a drainage panel. If sufficient drainage is not provided, walls should be designed to resist equivalent fluid pressures of 80 pcf and 90 pcf for the active and at-rest cases, respectively. The above values are applicable if the on-site soils are used for backfill behind the walls. The recommended values do not include compaction or truck-induced wall pressures. Care must be taken during the compaction operation not to overstress the 76980/RDL7R125 ,, Page 18 of 32 ,, October 5, 2007 Copyright 2007 Kleinfelder West,Inc. K L E I N F E L D E R wall. Light equipment should be used during backfill compaction to minimize possible overstressing of the wall. Heavy construction equipment should be maintained a distance of at least 3 feet away from the walls while the backfill soils are being placed. Soils placed as engineered fill behind the walls should be compacted to at least 95 percent relative compaction per ASTM D 1557. 5.3.4 Seismic Lateral Earth Pressure In general, walls designed for static lateral earth pressures only have performed satisfactorily in past earthquakes. If required, seismic wall pressures may be estimated using the method of Mononabe-Okabe for cantilever walls (Seed and Whitman, 1970; and Whitman and Christian, 1990). In this method, the additional loads are estimated by a lateral seismic pressure coefficient that is some fraction of the peak ground acceleration. Based on this method, we recommend an additional lateral soil pressure equivalent to a fluid unit weight of 33 pounds per cubic foot. This dynamic pressure should be added to the static earth pressure, and the resultant of the dynamic component may be applied as a horizontal force at a height of 0.6 times the wall height above the base of the wall. 5.3.5 Lateral Resistance We recommend an ultimate sliding friction coefficient of 0.4 between soil and concrete. The ultimate passive pressure available in engineered fill may be taken as equivalent to the pressure exerted by a fluid weighing 350 pcf. The passive resistance may be increased by one-third when considering loads of short duration including wind or seismic loads. The lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied to these values for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project structural engineer. • The upper 1-foot of soil should not be considered when calculating passive pressure unless confined by overlying asphalt concrete pavement or Portland cement concrete slab. The passive resistance of the subsurface soils will diminish or be non-existent if trench sidewalls slough, cave, or are overwidened during or following excavations. If this condition is encountered, our firm should be notified to review the condition and provide remedial recommendations, if warranted. 76980/RDL7R125 p Page 19 of 32 It October 5, 2007 Copyright 2007 Kleinfelder WWst, Inc. fi r'1� 14. j j '� K L E I N F E L D E R 5.4 EMBANKMENT FILL SLOPES 5.4.1 General The results of our slope stability analysis are based upon the results of our field investigation for this project and strength parameters evaluated by laboratory testing of the representative soils encountered during our field investigation. Appropriate slope • setbacks for foundations and structures should be provided in accordance with local, Caltrans, or CBC requirements. 5.4.2 Slope Stability Global and surficial slope stability analyses were performed for the proposed embankment slopes with a maximum inclination of 1.5:1 (H:V) below the design high water level elevation (2,011 feet above MSL) and a maximum inclination of 2:1 (H:V) above the design high water level elevation. For our analysis, we assumed that the maximum height of the proposed slopes will be approximately 18 feet. Using the software program XSTABL, version 5.1, we have evaluated that slopes constructed under such conditions are anticipated to have a minimum static factor of safety against failure of at least 1.5. Our pseudo-static analysis indicates the proposed embankment slope configuration possesses an adequate factor of safety against failure during seismic loading assuming no liquefaction takes place. However, it is our opinion that there is a potential for localized liquefaction within the near-surface creek bed soils that could result in moderate slope deformations during a design level seismic event. 5.4.3 Fill Slope Construction Where fill slopes will be constructed against native slopes, a series of level benches should be provided to seat the compacted fill. The benches should be a minimum of 5 feet in width and be constructed at approximately 4 feet vertical intervals or as dictated by topographic conditions. Fill slopes should be overfilled laterally by a minimum of 1 foot during construction and then cut back to expose a fully compacted soil. Compacted fill should be placed at near 76980/RDL7R125 Id Page 20 of 32 Jctober 5, 2007 Copyright 2007 Kleinfelder Wesf,41 Inc. ie. 1 KLEINFELDER optimum moisture content and compacted to a minimum 90 percent of the maximum dry unit weight, per ASTM D 1557. We recommend that all exposed cut slopes be observed by a geologist from Kleinfelder prior to fill placement during grading to assess the in-situ soil and bedrock conditions encountered and evaluate if any changes are necessary to the recommendations presented above. Embankment slopes should also constructed with appropriate slope protection in order to minimize the potential for scour. Slope protection should be designed and constructed in accordance with the recommendations of the scour engineering consultant. 5.4.4 Embankment Fill Settlement The weight of the fill embankments will induce settlement in the underlying soils. The proposed embankments are estimated to settle on the order of 1 inch or less assuming the slopes are designed and constructed as described in this report. Since the subsurface soils at the site are generally granular, this settlement is anticipated to occur during construction or shortly thereafter. 5.5 PRELIMINARY PAVEMENT DESIGN The appropriate pavement design section depends primarily on the shear strength of the subgrade soil exposed after grading and anticipated traffic over the useful life of the pavement. Pavement sections provided in the following section are based on the soil conditions encountered during our field investigation, laboratory testing, and our assumptions regarding final site grades. We recommend representative roadway subgrade samples be obtained during grading and R-Value tests performed. Should the results of these tests indicate a significant difference, the design pavement sections provided above may need to be revised. To reduce potential settlement, excess soil material, and/or fill material removed during any footing or utility trench excavation, should not be spread or placed over compacted finished grade soils unless subsequently compacted to at least 95 percent of the maximum dry unit weight, as evaluated by ASTM D 1557 test procedure, and at near optimum moisture content, if placed under areas designated for pavement. Pavement 76980/RDL7R125 Page 21 of 32 Octpber 5, 2007 Copyright 2007 Kleinfelder West,1n4 qq+ IA r.iIA h If K L E I N F E L D E R sections provided below assume that heavy construction traffic will not be allowed on finished pavement sections. The following asphalt concrete (flexible) pavement sections are based on a minimum R-Value of 60 for subgrade soil, R-Value of 78 for base materials, current Caltrans design procedures, and assumed traffic indices. The traffic indices assumed should be reviewed by the project Owner and/or Civil Engineer to evaluate their suitability for this project. Changes in the traffic indices will affect the corresponding pavement section. Table 4 Asphalt Concrete Pavement Sections Asphalt Concrete Aggregate Base Traffic Index Thickness Thickness (in.) (in.) 6.0 3.5 4.0 7.0 4.0 4.0 8.0 5.0 4.0 . 9.0 5.5 4.0 • Pavement should be underlain by at least 18 inches of engineered fill compacted to at least 90 percent relative compaction (ASTM D 1557). The top 12 inches of engineered fill measured from the finished subgrade elevation should be compacted at least 95% relative compaction. • Subgrade soils should be in a stable, non-pumping condition at the time aggregate base materials are placed and compacted. • Asphalt concrete paving, aggregate base materials, and placement methods should conform to the latest edition of the Standard Specification for Public Works referred to as the Green Book or current Caltrans Specifications. • Asphalt concrete and aggregate base materials should be compacted to at least 95 percent relative compaction (ASTM D 1557). • Within the structural pavement section areas, positive drainage (both surface and subsurface) should be provided. In no instance should water be allowed to pond on the pavement. Roadway performance depends greatly on how well runoff water drains from the site. This drainage should be maintained both during construction and over the entire life of the project. 76980/RDL7R125 Page 22 of 32 OctoOr 5, 2007 Copyright 2007 Kleinfelder West,Inc. c Id. t= l y[[[ 4 K L E I N F E L D E R 6.0 CONSTRUCTION CONSIDERATIONS 6.1 SITE PREPARATION All site preparation and earthwork operations should be performed in accordance with applicable codes, safety regulations, and other local, state, or federal specifications. All references to maximum unit weight should be established in accordance with the current ASTM Standard Test Method D 1557 and may supercede references cited herein. 6.1.1 Stripping and Grubbing Prior to general site grading, existing pavement, vegetation, organic topsoil, existing fill soils, and debris shall be stripped and disposed of outside the construction limits. Deeper stripping or grubbing may be required where concentrations of fill debris, organic soils, existing trees, or thick root mats are encountered during site grading. Stripped topsoil (less any debris) may be stockpiled and reused for landscape purposes elsewhere on the project; however, this material should not be incorporated into any engineered fill. In areas where existing trees will be removed, care should be taken to remove the root- ball, roots exceeding 1-inch diameter, and remaining organics, and to backfill the excavations with compacted engineered fill. We strongly recommend having a representative of Kleinfelder present during tree removal in areas to receive fill or beneath foundations to observe removal of large roots and subsequent scarification and recompaction. Engineered fill should be placed and compacted in accordance with recommendations provided below. 6.1.2 Scarification and Compaction Following site stripping and any required remedial grading, we recommend areas to receive engineered fill be scarified a minimum of 6 inches, uniformly moisture- conditioned to near the optimum moisture content, and recompacted to at least 90 percent of the maximum density as determined by ASTM D 1557. 76980/RDL7R125 1; Page 23 of 32 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. ;4 K L E I N F E L D E R 6.1.3 Temporary Excavations All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing the information below solely as a service to our client. Under no circumstances should the information provided be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. Near-surface soils encountered during our field investigation consisted predominantly of sand with silt and gravel (SP-SM), sand with gravel (SP), and gravel with sand (GP). In our opinion, these soils would be considered a Type "C" soil with regard to the OSHA regulations. For this soil type, OSHA requires a maximum slope inclination of 1.5:1 (horizontal:vertical) or flatter for excavations 20 feet or less in depth. Steeper cut slopes may be utilized for excavations less than 5 feet deep, depending on the strength, moisture content, and homogeneity of the soils as observed during construction. Loose or running soils may require flatter slope inclinations. 6.1.4 Erosion Control -, To reduce the potential for surface erosion and scour, all cut and fill slopes along the creek embankment slopes should be surfaced with scour protection such as rip-rap material. The engineering firm providing scour analysis for the project should be consulted to evaluate the appropriate scour protection measures. 6.1.5 On-site Materials The on-site soils encountered during our investigation, excluding organics, debris, oversize materials and/or other deleterious materials, are considered suitable for use as engineered fill. When adequately compacted at an appropriate moisture content, these materials can be expected to possess suitable bearing and settlement characteristics for the proposed project. However, oversize materials will likely be encountered within the on-site soils and may require special handling. Oversize materials (ie. cobbles, boulders, etc.) are defined as having a maximum particle dimension greater than 76980/RDL7R125 Page 24 of 32 October 5 I200 Copyright 2007 Kleinfelder West,Inc. 1 KLEINFELDER 6 inches. Materials with a maximum dimension of 6 inches or less may be included in engineered fill placed for embankments. Engineered fill placed below structure foundations or behind retaining walls should have a maximum dimension of 3 inches. In fill soils where material with a maximum particle dimension of 6-inches or less will be placed, the material should be mixed with native soils such that a soil/rock fill is created. A soil/rock fill is defined as a fill containing rock fragments with a sufficient matrix of soil to allow for proper compaction of the soil fill. Rock should be buried within compacted soil such that voids surrounding the rock are filled with compacted fill and "point to point" contact between rock fragments is minimized. Oversize material generated during earthwork operations but not suitable for use in engineered fill may be stockpiled for future use as landscaping or possibly for use as rip-rap subject to the recommendations of the scour engineering consultant. 6.1.6 Import Materials All import fill soils should be free from deleterious material and debris. Import materials, if required, should have a "very low" to "low" expansion potential, i.e. have an expansion index of less than 50. All imported fill should be compacted to the general recommendations provided for compacted fill. We recommend that the contractor be responsible to verify that all import soil be documented to be free of environmentally regulated substances including petroleum or petroleum by-products, chemicals, and harmful materials. 6.1.7 Compaction Criteria Soils used for engineered fill shall be uniformly moisture-conditioned to near optimum moisture content, placed in horizontal lifts less than 8-inches in loose thickness, and compacted to at least 90 percent relative compaction (ASTM D 1557). Fills placed below structure foundations or behind retaining walls shall be compacted to at least 95 percent relative compaction. Disking and/or blending may be required to uniformly moisture-condition soils used for engineered fill. 76980/RDL7R125 I, Page 25 of 32 October 5, 2097 Copyright 2007 Kleinfelder West,Inc. al hid E. IT K L E I N F E L D E R 6.2 EXCAVATION CHARACTERISTICS • The borings advanced within the project area were advanced with moderate effort using Becker hammer drilling methods. Conventional construction and earth moving equipment should be capable of performing most of the excavations proposed for site development. However, oversize material with a maximum particle dimension greater than 6 inches (ie. cobbles, boulders, etc.) will likely be encountered and may require special handling. Prior to any excavation and earthwork operations, the contractor should notify Underground Service Alert to locate and clear any existing utility lines that may be affected during construction. 0 6.3 TEMPORARY DEWATERING Groundwater was encountered in both of the borings excavated during our field exploration. Since groundwater may be encountered during construction, a dewatering plan should be prepared for excavation and construction in the event that dewatering is required. The goal of the plan should be to identify an effective means of temporarily removing water from the trench excavation. As such, the plan should include identifying groundwater elevations relative to excavation or construction elevations, the horizontal and vertical permeability of soils needing to be dewatered, the area and volume of material needing to be dewatered, and the appropriate means to do so. Since temporary dewatering will impact and be dependent on construction methods and scheduling, we recommend the contractor be solely responsible for the design, installation, maintenance, and performance of all temporary dewatering systems. The following suggestions are provided to aid the contractor in preparing an acceptable dewatering plan. Prior to initiating any dewatering operations, the contractor should conduct at least the following assessments. 0 • Identify groundwater elevations based on information provided by the City of San Bernardino or other agencies, and other information obtained independently by the contractor. Groundwater levels can fluctuate depending on rainfall, runoff conditions, or other factors. Therefore, water levels presented in this report may not be representative of those encountered at the time of construction. 76980/RDL7R125 Page 26 of 32 October 5, 20071,, Copyright 2007 Kleinfelder West,Inc. • 11 r x a ----- -- --- _� —_--- K L E I N F E L D E R • Identify specific soil types and their associated vertical and horizontal permeability. • Identify depth of dewatering based on soil types and depth of construction. • Identify dewatering methods suitable to soil types and excavation type and depth. Given the type and setting of the project, the contractor may also need to accommodate for the following logistical issues. • Discharge: Water removed from the excavations needs to be discharged remotely to avoid reinfiltration into the excavation. Water discharge should follow all local, state, and federal regulatory laws. • Operations: Active construction and excavation sites often damage dewatering wellheads, power lines, discharge lines, and collection lines. As such, the final dewatering system needs to be designed and operated for this type of environment. Depending on the depth of excavation below groundwater, soil conditions encountered along the excavation face and slope inclination, caving or sloughing of excavation slopes is possible within the vicinity of a dewatering system. Sloughing or caving of excavation slopes could endanger personnel working within or adjacent to the excavation as well as nearby equipment, structures, or other existing improvements. The contractor should be aware of the potential for caving and take appropriate precautions to ensure the safety of site personnel as well as the integrity of the excavation slopes and any existing nearby structures or other improvements. 76980/RDL7R125 I i Page 27 of 32 October 5, 2007 I, Copyright 2007 Kleinfelder West, Inc. t al r,l J t f' C ! K L E I N F E L D E R 7.0 ADDITIONAL SERVICES AND LIMITATIONS 7.1 ADDITIONAL SERVICES The review of plans and specifications, and the observation and testing by Kleinfelder of earthwork and foundation related construction activities, are an integral part of the conclusions and recommendations made in this report. If Kleinfelder is not retained for these services, the client will be assuming our responsibility for any potential claims that may arise during or after construction. The recommended tests, observations, and consultation by Kleinfelder during construction include, but are not limited to: ♦ A review of preliminary plans and specifications ♦ Observation of site clearing, undocumented fill removal, and subgrade preparation • Engineered fill placement and compaction ♦ Construction observation and density testing of fill material placement, trench backfill, and subgrade preparation • Observation of bridge and retaining wall foundation footing construction These services may be performed in accordance with our current fee schedule. 7.2 LIMITATIONS Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that soil conditions vary between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We FP` have not reviewed the final grading plans or foundation plans for the project. 76980/RDL7R125 Page 28 of 32 October 5, 2007 1, Copyright 2007 Kleinfelder West,Inc. + 11 14, WPI - --- KLEINFELDER Our corrosion recommendations are preliminary. Kleinfelder is not a corrosion engineering consultant. Specific recommendations for corrosion protection should be obtained from a corrosion specialist. Our evaluation of subsurface conditions at the site has considered subgrade soil and groundwater conditions present at the time of our investigation. The influence(s) of post-construction changes to these conditions such as introduction of water into the subsurface will likely influence future performance of the proposed project. Whereas our scope of services addresses present groundwater conditions; future irrigation, broken water pipelines, etc. may adversely influence the project and should be addressed and mitigated, as needed, by specialized slab and flooring system designers having local knowledge. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the authors of this report, are only mentioned in the given standard; they are not incorporated into it or "included by reference", as the latter term is used relative to contracts or other matters of law. We have strived to present the findings, conclusions and recommendations in this report in a manner consistent with the standards of care and skill ordinarily exercised by members of this profession practicing under similar conditions in the City of San Bernardino, California, and at the time the services were performed. No warranty, express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by Kleinfelder during the construction phase in order to evaluate compliance with our recommendations. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land use, site conditions (both on site and off site) or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from 76980/RDL7R125 Pag ft 29 of 32 October 5,2007 Copyright 2007 Kleinfelder West,Inc. r,�4 K L E I N F E L D E R any liability resulting from the use of this report by any unauthorized party, and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non-compliance. The scope of our geotechnical services did not include any environmental site assessment for the presence or absence of hazardous/toxic materials. Kleinfelder will assume no responsibility or liability whatsoever for any claim, damage, or injury which results from pre-existing hazardous materials being encountered or present on the project site, or from the discovery of such hazardous materials. wit 76980/RDL7R125 Page q0 of 32 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. r I �i: fia IE, KLEINFELDER 8.0 REFERENCES American Society for Testing and Materials (ASTM), Annual Book of ASTM Standards. Blake, Thomas F., 2000, EQFAULT: "A Computer Program for the Deterministic Prediction of Peak Horizontal Accelerations from Digitized California Faults." Bowles, J.E., (1996), Foundation Analysis and Design, Fifth Edition, McGraw-Hill Book Company. California Building Standards Commission, 2001 California Building Code. Caltrans, Guidelines for Foundation Investigation and Reports, Version 2.0, March 2006. Caltrans, Highway Design Manual, July 2004. Caltrans, Seismic Design Criteria, Version 1.4, 2006. Caltrans Standard Plans, July 2002. Dept. of the Navy, 1986, NAVFAC DM 7.02: Foundations and Earth Structures,. Naval Facilities Engineering Command, Alexandria, Virginia. Division of Mines and Geology, June 2002, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Landslide Hazards in California, ASCE Geotechnical Group/Southern California Earthquake Center. Harder, Leslie F. and Seed, Harry B., 1986, Determination of Penetration Resistance for Coarse-Grained Soils Using the Becker Hammer Drill, Earthquake Engineering Research Center, University of California, Berkeley, College of Engineering, UCB/EERC-86106, May 1986. Hart, E.W., 1994, Fault-Rupture Hazard Zones in California, California Division of Mines and Geology, Special Publication 42. 76980/RDL7R 125 Page 31 of 32 October 5, 2007 ;I { Copyright 2007 Kleinfelder West,Inc. r;a 14. , K L E I N F E L D E R Hart, Earl W., and Bryant William A, 1997, Fault Rupture Hazard Zones in California, Division of Mines and Geology, Special Publication 42, Supplement No. 1 dated May 1, 1998. http://www.consry.ca.gov/dmg/shezp/fltindex.html International Conference of Building Officials, 1998, Maps of Known Active Fault Near- Source Zones in California and Adjacent Portions of Nevada, for the 1997 Uniform Building Code. Occupational Safety and Health Standards - Excavations, Final Pub., 1989. Maulchin, L.M. and Jones, A.L., 1992, Peak Acceleration From Maximum Credible Earthquakes in California (Rock and Stiff Soil Sites), Open File Report OFR 92-1, California Division of Mines and Geology. Maulchin, L. (1996), California Seismic Hazard Map 1996: Based on Maximum Credible Earthquake (MCE): Department of Transportation, State of California, July 1996, Revision 1. Maulchin, L. (1996), A Technical Report to Accompany the Caltrans California Seismic Hazard Map 1996 (Based on Maximum Credible Earthquakes): Department of Transportation, State of California, July 1996. San Bernardino, 2005, City of San Bernardino General Plan, dated November 1, 2005. Standard Specifications for Public Works Construction, 2006 Edition. Tokimatsu, K. and Seed, H.B., August 1987, "Evaluation of Settlements in Sands Due to Earthquake Shaking," Journal of Soil Mechanics and Foundation Engineering, ASCE, Vol. 113, No. 8. United States Geological Survey, 1996, 7-1/2 Minute Series, San Bernardino North, California Quadrangle. Youd, T.L., and Idriss, I.M., et al_, October 2001, "Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils." 76980/RDL7R125 Page 32 of 82 October 5, 2007 i Copyright 2007 Kleinfelder West,Inc. 'Y! KLEINFELDER PLATES • -...r ten. s ...- F..--177"-.. ...�..-.w+� "�ir t 1 4 , s t1 \ ) I f t re•t'*; 7 t r r3.+ "•-ki� :...\'''.-:$ 3E'k-.. , 1.,! M `,� a�l.• jt. 1 r,a'I ,�•If�� *'.x =.." 4..- –'4,... — , '.- . .'.:S.fr,- ..-- ._ , --, . ' ; .\-' -' ,/ -2.--(-=`r '., -,:ii.„4..' '----, a. , ; a t O,,-, . • ' tit; ` ' {`_ .tip r _ f ' A 1rii c.r �7 � ✓ fr • r 1 e c_ ...-.-,-� A t -- t ' 1 �i a r 1f 1 . i >- 1 A- t ;Nyty ey +test/ t r ♦ -- oint' 1 yi. ii . SV4 J ` I.I ,, y, p ties bit t .�s i n• r t zt� t it !. ' :• .:_,.....,..;. .!' .. �., V ty }, t,k•:. , t aM Ali fj S . t.;;�i ..k _,1 ! ; . et`' 1 ead fit ` t " } w ` > .�.. .„-..I. ?: Itttan P 1. ' • so A i} a ....$4,..0....., y,y. r11 .. . i ' t .p '�° xc7 V. rs ' ' fy f ! t '✓'y•L O ♦ + )" ,:. a... .ir a� A" ..V ' wt` 5 ,st.- *"n a if • - l) ° r 3 • . � • . . Z ...J t t. x / f rr :— f C • r\ -- 'jam .. ` 'i , : r ! � BM*r;r Rrj ; :',4;;;;.,.. �t� t pa C3 = f l9d0 r=fin �`.a.. S r% . � �; x Ii, ' = x� ♦r r r Percolation t it: ! �. 1 K *Meal 8asms • Ft LL 1[t kr - 0 0 f 'I o.°fir. f 1" 0 0) U 0 FEET 2,000 J 7 SOURCE: U.S.G.S. 7.5' topographic series, San Bernardino, California �I��I � quadrangle dated 1967, photorevised 1968. w E 6. K L E I N F E L D E R SITE LOCATION MAP DRAWN BY: D.FAHRNEY iw REVISED BY: D.FAHRNEY w A 1220 Research Drive,Suite B CHECKED BY: S.LAWSON 1 X U Redlands,CA 92374 PLATE o O f PH.(909)793-2691 FAX.(909)792-1704 PROPOSED BRIDGE REPLACEMENT J U U OLD WATERMAN CANYON ROAD MM. 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N F E L D E R REVISED BY: D.FAHRNEY 1220 Research Drive,Suile B i 1 CHECKED BY: S.LAWSON PROPOSED BRIDGE REPLACEMENT Redlands,CA 92374 DATE: APPROVED BY: OLD WATERMAN CANYON ROAD PH.(909)793.2691 FAX.(909)792-1704 10105/07 SAN BERNARDINO,CALIFORNIA www.klein�Ider.com -- PROJECT NO. 76960/001 FILE NAME: 6871sh1.dwp PLOTTED: 06 Oct 2007,5:32pm,diahmey \ w CI v\ \ M v I t� m Q I . :•� I 1 • I 1 �� X7�, p c OM • 1. i^. �: 1 . lO 7 1I� s 1j ' 1 � 03 i 1 1 •■• L_II.1• it l ., 11 ,. ■ \,'. iI ' • ' • , V •—c '�. 11-r \.'- 3 1 1 rJ -1 1 v •• •.1 m iU . m • .> 51,,,_.* .o.m v �•)vl \ � mot. U i C •I OW ' Y pti 1' 11 W V1 1 't h\ . L 1 1 m`/ 1• O _J.._ I+ I.<C 7 I_V ;;r li pV� 0) 1 / w La •,,-r--I, k: N -j Z ' ` h I . 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' ,..'"-:''' '- ', - - I''''',,..t * ,' _„gin 1 j;;,, ; JI' �: { t I - . ;00'14,—t. 'l -11 + . a, �]?+� : �" 'YX�Yr•Kn,r r s„ 'I ry is w.r' ,r 1 ''':` 'Z' / / 4,,,,,,., i..a '. / q/ . -'1N, . ,It .,...,. -...-,' '' ,:\... i uoi it. P Y , r o 7 `_ -r to y-., A 7� , a 4 �� • � { A o EXPLANATION F Og — ALLUVIAL GRAVEL AND SAND OF STREAM CHANNELS Qoa — OLDER ALLUVIAL FAN GRAVEL AND SAND OF LOWER TERRACES °y gn — GNEISS J W p., J R LL oc i7 SOURCE: U.S.G.S. 7.5' topographic series, San Bernardino North, California 0 FEET 2.000 co U quadrangle dated 1967, photorevised 1988. I DIBBLEE, 2004 (DF-127) . c DRAWN BY: D.FAHRNEY to E KLEINFELDER GENERAL GEOLOGIC MAP REVISED BY: D.FAHRNEY ed wai 011-04 Q 1220 Research Drive,Suite B CHECKED BY: ESCANDON _X¢ Redlands,CA 92374 PLATE C1 C1121 FZ PH.(909)793-2691 FAX.(909)792-1704 PROPOSED BRIDGE REPLACEMENT OLD WATERMAN CANYON ROAD U(=Ja www.kleinfelder.com SAN BERNARDINO,CALIFORNIA 4 J „,c Q o DRAWN: 11/05/07 APPROVED BY PROJECT NO. 76980 FILE NAM 76980•'.dw• 'tit. rdt J 1 r ` / titi � �;-.*..t,-"'�; t ,'. .>��', '•tfyI.j• 1v• I. !' *' ,e e r, ,•�f., /y'r \k' m'.. •.t t. y y ,, . /af l" 4 .y�x ;\ IV{ f f ( /,�,, f r t, ''� 1k J P •itr;f f `t . I. ^,r2 , r /1' •f ..; � �44,'-�t��/ 1� "`� p`�;ti"I �� ri �'>,� R� �l , .,#Ix qP'�y ,, tt �r1 410-k,u !,r%'('c. J� tt 1 ' '�•'' . '�f, !, •(f tl+ ,�:�' � �'" \ �i�) � s`� t .+cy� :t�� .8`t� � /ate. •.•+ � ,r.. .tom *. I ",r \,,,\::,' h ,♦, r. , { , t� A •r. t _, � 1fi t i . �, tom /met `i t 'Irlt}a� ii .4r ♦ •;.."7,..—k. t �I p— -�� kt y�`♦-i` ;W y, . tI gr"r f , ▪ Y�` ''", 1>t ',t'-,4'N,ftt,itt; Pte• ly�� ``t.`/i a X�it"riti 'y.w Y ,y ti,5-0.......-' r ,, , rte }Ir r r i' i•t• ��x_. ti.l` 111• `awl t L 47'j{ t , , /// it, •t4 j .,� f,(,.` -i Y ►/�•f. G�t`y`. "}.•'fit CiloP.;1 k'N' �fi.! 1yi'6'(;s1 � ,±' •• 1/` 4 1. .`S14( ' 1 `'� ., f` S:•y y11 {tJ{ r� � r7� ' y{���J} t r rt ,�� f , _t j 3� � s J w``,++r r J art•I r J \'� -�-...1,• 1► ,,�I I ���1j��P �;I ( j."\,"` !7 „fM i .7 y.' t A 'r w,•, t 1.k'?;{yt ,llv//,((yr,''y.itr.1.1+ Iv 's,.`'`, !' I , '�'1 � (t 4.s..) r x',*�! '..ii; . 4.14.s., e�'/��'�'F" R`'`•` (4;1'7 I''''4,U7 ,♦ '7, ft?! •4,'HY 4's -e ,,) 4::','‘').,70 li �'.i•\ d ('y-` V � I t.r r•r.-r,' `''`141, i., ',) r ';1I) 1; ! *R`► rFl L,/ '‘`•'T�,i f�` ' *k '' . e . Itl� z,_ � ��Fg 1 t h„' +a fr, .� `�", �+,' f, ! k 'S � l{♦ \�" ' .' `r ail • ` "' t `:., �1t 1 a 4 ✓,- , r k '' 'u y,. `� 1 iv e F' 4,4• '4,1 .fry„-1,* 40, t, i'l.,, ,,, .., .1 ,,,, l l .��'re� r• " t4• 't /J tt, •. ',•14?—14,42.' y , \\" � k' ti � (1r7 f •s . -,�'i �r�l e s�R ` _ j. 11lk.); fi t!`d .,?Y. 24 i 4'i r.._ .,..4�' ` ,y.,'=`•- '"�or••• �( r y,J k,.* -: '''') l'?;e0 --o '' ' 1 ) - 41431Magitri gr, g W 1 '''. :••'k..„..,, 1 Y. 2.i' '.,,,, '.,,tr.",r , . ,. Uk'' 11 '..1". ''S"....4.1,10'. J.... .- I.%ot i ' '1....... ? III%., 01 .,,.d;.., r ,4 ',....-,...,,4,. ,.. ..fii-f!.."-,..A4.,,w, ,,,..)-,,,zw2.7... N. ..'1414 , - , ,,! , , A '''-4 ' ..... , . ...., ,,. , is: •,,s1 No:,,,,,„ ,,:„. ,,,,,,:`,),,.(2,0,1r. • Cs . ,,!,•,,,:4„/„.,,.. , , , 1-'" ...,•11'..g r j, 4 :. :: ', 1 411;p:.., ^ -J■j1-�>`L - '`�_ t* — '%�(� i. '1' .•l '1� .. � s! *.p/� a. , •.t .'A•� gggggg 1 r 1, ' ,/4 f M„ a0 • .,,,tr\ f:. 1 1 7. 4 ':. ' ■ab'jr. 11 4,41...-4‘'' 1 * ;'N4.*A ,,, , ,,, t ''‘ . 464 i:Z- . ' ,..,• • 4.*::, i : 4): ,,,,t:t: : .4:1;41 Cl}.-: :"''''' i —11 j ' .17: l' - P l'eV r•• 4.4 t ek. ---- - ''` 'et'',It '''” -1,, :\14k trf r■- • r, ' t IA' /....,\o. m r i 1 _sr" "�a1f {�',t,�..` a� �J 1f,... „,,,,,,7 ; . ,_.04 ,, ii i U ' , 4--_ �Y 1 •. ,' •Igohfrirt` ti, ' _ 7 ff , , O { i.. 1. +. '... • ,,^� '-.i , ”.o r.,. ., i' , ,, rte.., •. , of ' Ihe N.,,. rrs,.',sr,. , .... .... rr,I c. J 1 tfi J + I E .. ! f - ' • is •/ra .---i a , ` • ! - I- , rn w - b. �., SOURCE: U.S.G.S. 7.5' topographic series, San Bernardino, California co U quadrangle dated 1974. 0 FEET 2,000 I "SPECIAL STUDIES ZONES" 1g . E ALQUIST-PRIOLO DRAWN BY: D.FAHRNEY K L E I N F E L D E R i 46410 EARTHQUAKE REVISED BY: D.FAHRNEY owa 1220 Research Drive,Suite B FAULT ZONE MAP X Redlands,CA 92374 CHECKED BY: ESCANDON Ca w 1Z PH .(909)793-2691 FAX.(909)792-1704 PROPOSED BRIDGE REPLACEMENT PLATE Lu=2o www.kleinfelder.com OLD WATERMAN CANYON ROAD SAN BERNARDINO,CALIFORNIA 5 o DRAWN: 10/04107 APPROVED BY PROJECT NO. 76980 FILE NAME:A 76980p1.• • 4 _.. .. _ ■ .....* '\ "..-••„,..,:NN,NN -.'" .,-- , ..).", .. .. . -\- \ •,..j. , , •,.„. . .. : • . , . r - ...>)) • ....04 . • '0 4.?r,'• ; • /A • -.' r-.. s ,...- . • i : . ,.. „......_,4.....ivi.7.._,_....:.,,,,,,., :„ii,90, as,..._ 18:1i,..sdigeS: I -•="4- . -..)" -• • . ! 4) C1A1, -•N 1 .:;: . • -......, .., \\, .. ._,__,. ...,__ .._, -,:-- .,, ., „ ... \ ■ .- , .., -.., -1," \, ' .. ..t• •,.. •,... , - ...,. .. . • 6) , . . - \ • -. . • .,. .. . .. ., „,., - . -.. •. . ..... ., , ....._ ,, ,, . -- \\:... . .- .-; 'I.\ • -- '‘. • '-:'.\ .\\ ."e .' . •.. ., . ., . • \ ,. „ . . . , '... .. ,. • .I., 0 50 100 km ■•••••••110011 !INI kgKLEINFELDER Fault and PBA Map PLATE Proposed Bridge Replacement Old Waterman Canyon Road 6 San Bernardino,CA Project Number 76980 p P -i il fl 1 . : 4 ' 4 i ' — ... ... - Spectral Acceleration Curve : , 20 CD 1 8 ,- 1 , 1 -. C 16 I . 1 L-- ...-- 0 I 1 4 - i.- i I— I ca f ‘. -1----1------f—Base—Modified F-- • 1 0 .• ---- -----------■ .1. - < 06 -----r---- - - +.. 0 0 4 0 0 05 10 1.5 20 25 30 35 40 45 SOIL PROFILE TYPE C Period (sec) MAGNITUDE 8.0 PA=0.7g 5%dam ping km, ------------ Spectral Displacement Curve ,. 50 , tf$,, s 45 4-. 40 - ....,. ........./'° .. c _ E OS ix 25 – _ _.____....._ , ..,_ ' 40 -- 15 CI ---- _ - — ——Base —Modified CU ----- , ' CD CL 7 0) 00 05 10 15 20 25 3.0 35 40 45 Period (sec) SOIL PROFILE TYPE C kkik-- MAGMTUDE 8.0 PBS.=0.7g 5%dam ping km- _. PLATE , k9 KLEINFELDER Recommended ARS Curves Proposed Bridge Replacement Old Waterman Canyon Road 7 San Bernardino, CA Project Number 76980 .„, 1; !i i il -:14. 'IA t . it . 1 it KLEIN FEEDER APPENDIX A FIELD EXPLORATION The subsurface exploration program consisted of excavating and logging 2 borings using a Becker Hammer Drill rig. The borings extended to depths of approximately 50 feet and 35 feet, respectively below the existing grade. The borings were drilled using a Becker Hammer Drill rig equipped with an open-ended drill bit. The Becker Hammer Drill (BHD) consists of advancing a double-walled casing into the subsurface material with a double-action diesel pile hammer. Using an open-ended drill bit, air is forced through the annulus of the casing system to the drive bit and the soil. The soil dislodged by the pile driving hammer, is lifted through the inner casing to the surface and collected in a cyclone. Using correlations originally developed by the University of California, Berkeley (Harder & Seed, 1986), the blows necessary to advance the Becker casing can be corrected and converted to approximate equivalent Standard Penetration Test (SPT) blows. SPT blowcounts are commonly used in geotechnical engineering to evaluate several engineering properties, such as relative density, bearing capacity, settlement, and others. Plate 2 shows the approximate locations of the exploratory borings. The specific boring locations were established from current landmarks, pacing, and rough measurements. The described locations should be considered accurate only to the degree implied by the method of measurement used. A legend to the logs is presented as Plate A-1. The logs of borings are presented as Plates A-2 and A-3. The logs describe the earth materials encountered, indicate the locations of the samples obtained, and show field and laboratory tests performed. The excavations were logged by a staff geologist from this firm using methods outlined in the Unified Soil Classification System (USCS) and general procedures established in ASTM D 2488. The boundaries between soil and rock types shown on the logs are approximate because the transition between different soil and rock layers may be gradual. Bulk and in-place samples of representative earth materials were obtained from the borings prior to and during drilling operations. 76980/RDL7R125 Page A-1 October 5, 2007 Copyright 2007 Kleinfekler West,Inc. It r 14. K L E I N F E L D E R Since an open-ended drill bit was utilized for the borings, attempts were made to collect in-place soil samples using a California-type sampler (3-inch O.D., 2.4 inches I.D.) driven a total of 18-inches (or until practical refusal) into the undisturbed soil at the bottom of the boring. The soil sampled by the California-type sampler was returned to our laboratory for testing. The sampler was driven using a 140 pound hammer falling 30 inches. The total number of hammer blows required to drive the California-type sampler the final 12 inches is termed the blow count and is recorded on the Logs of Borings under the column heading "Additional Tests & Remarks". Summaries of the BHD blow counts measured per foot are shown on the Logs of Borings under the column heading "Blows per Foot". Both borings were backfilled with the soil cuttings. Bulk samples of the soils were retrieved from the cyclone during drilling operations or collected by hand near the surface prior to drilling. One bulk sample of the surface soils from the creek embankment was collected by hand downstream of the existing bridge. The location of this sample is shown on the attached Plate 2 and is labeled as "Grab Sample". 76980/RDL7R125 Page A-2 October 5,2007 Copyright 2007 Kleinfelditi West,Inc. f tiji 4 as UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISION LTR ID DESCRIPTION MAJOR DIVISION LTR ID DESCRIPTION GW iD U I Weil-graded gravels, -- ft:mink"St and very en gravel-sand mixtures SILTS ML rock flour,silty or GRAVEL ? fine sands V 0 I Poorly.grMdadm�e, AND > of sow to AND GP amid-send CLAYS CLeby : clays, GRAVELLY C Silty gravels, 7%f GM gravel-sand-silt mixtures LL a 50 i risen clays SOILS $ Organic silts and organic COARSE .�, Clayey gravels, FINE OL sift-clays of low plasticity GC /I gravel-sand.clay mixtures GRAINED GRAINED !.✓ Inorganic its,micaceous or . Well-graded sands, SOILS SILTS MH diatomaceous fine sands•SOILS SW.•.`.' gravelly sands _ AND or silts,elastic silts SAND Poorly-graded sands CH Inorganic clays of medium •• • and gravelly sands CLAYS to high plasticity AND _ . '- —_ Silty sands, LL a 50 , �%j Organic clays of medium SANDY SM sand-silt mixture /.rt to high plasticity �_� SOILS i/ Clayey sands, HIGHLY Pt j7-7.:::: Peat, muck and other SC sand-clay mixture ORGANIC SgLS _= highly organic soils Y. Approximate water level observed in boring following drilling SOIL SAMPLE ADDITIONAL TESTS Bulk Sample CN - Consolidation r;; Drive Sample - California Sample COR - Corrosion Potential CP - Collapse Potential IIIShelby Tube Sample DS - Direct Shear LAI EI - Expansion Potential i- Standard Penetration Test (SPT) Sample MAX - Maximum Dry Density SG - Specific Gravity PI - Plasticity Index RV - R-Value SE - Sand Equivalent GS - Grain Size Distribution NOTES: "Blows per foot"represents the number of blows to advance a Becker hammer drill casing 12 inches. California sample blow counts represent the number of blows of a 140-pound hammer falling 30 inches required to drive a sampler through the last 12 inches of an 18-inch penetration,unless otherwise noted. The lines separating strata on the logs represent approximate boundaries only.The actual transition may be gradual.No warranty is provided as to the continuity of soil strata between borings.Logs represent the soil section observed at the boring location on the date of drilling only. KLEINFELDER PLATE 1220 Research Drive, Suite B LEGEND TO LOGS A-1 Redlands,California Project No. 76980 rt 1 ra 1 4 ill 4 Date Drilled 11/17/06 Water Depth: 15 feet (approx.) Drilled By: Layne Christensen Drilling Date Measured: 11/17/06 Drilling Method: Becker Hammer Drill Elevation: 2015 feet (approx.) Logged By: J. Peny Datum: MSL 0 o o. GEOTECHNICAL DESCRIPTION 3�' AND a a; a U CI V. a ti r- a a a c CLASSIFICATION • ia ` � L C�A U m �U < _ o Fro 24 74 ; : a SP- Sand with Silt:brown,slightly moist,fine to coarse grained,some - — SM gravel 2 - r. .0* ..-25 (Q SP Sand with Gravel: slightly moist,fine to coarse grained sand 18 r Q matrix with coarse gravel,cobbles,and boulders –2010 5— 18 H!JiIfl cr Cal sample , a 6 blowcount: 61 P -- boulder 50/1" - — p (No sample 44 0 a. -- light tan recovery) ° ,4 .D -- cobbles/boulders P .: rew 24 s 0 '2005 10— r 21 `•e' — sub-rounded cobbles "°" ►4' -- slightly moist to moist 18 o o MAX,DS . 44 • a 53 -moo]5— `,• Groundwater encountered at approximately 15 feet 1- 47 Cal sample blowcount: $ 70 ,1 GP Gravel with Sand:dark gray,wet,subrounded gravel, fine to 50/1" a- •1). coarse graind sand,cobbles and boulders A 87 • • °`_ — S ,r,, 1 129 •'. 54 • 199520— •'• ' t07 59 a• m- a 47 •�• . s _ 68 • i. _ �1 Bedrock:Gneiss,blue-green,moderately hard to hard 0 137 i,• rs 1 M K L E I N F E L D E R Proposed Bridge Replacement PLATE Old Waterman Canyon Road San Bernardino,California A-2a a PROJECT NO. 76980 LOG OF BORING B-1 !!; Legend to Logs on Plate A-I Note:The boundaries Lctwecn soil types shown on the logs arc approximate as the transition between different soil layers ma be gradual. • o 2 O. p O O GEOTECHNICAL DESCRIPTION =a 0 3 0 ..l " AND i ° 1-3 h ° CLASSIFICATION 5 v 0.4 0. o rn al rn t? a (Continued From Previous Page) Q ..F...4.7 u ¢F- 3 162 131k>� (Gneissic bedrock continued) Cal sample blowcount: -- green,weathered,trace iron staining 5013" 120 ��- 103 //j 136 4/17? 133 �19s530-- 4 171 l \#/■ - blue-green 240 et — 138 106 r 109j -isso35— / Cal sample 137 I blowcount: — �/� 50/2" 233 Zo, (No sample ''.,7°. recovery) 159 194 A 148 170 /,'� -197540.-- /%" 167 0% 247 ";� 250 (0 — 194 /�/. w-197045^ r :11 Cal sample 212 ��,;.�'`e/ blowcount: z_ - 50/3" A 208 Vitfr (No sample recovery) $ 168 0 I60 l,, It 192 / O-196550— Boring terminated at 50 feet. I Groundwater was encountered at approximately 15 feet. Borehole backflled using soil from cuttings. R 1 g Proposed Bridge Replacement PLATE lU K L E I N F E L D E R Old Waterman Canyon Road P San Bernardino,California Li A-2b i PROJECT NO. 76980 LOG OF BORING B-1 F,� Legend to Logs on Plate A-1 Note:The boundaries betwe4 soil types shown on the logs are approximate as the transition between different soil layers may be gradual. Date Drilled 11/17/06 Water Depth: 23 feet (approx.) Drilled By: Layne Christensen Drilling Date Measured: 11/17/06 Drilling Method: Becker Hammer Drill Elevation: 2012 feet (approx.) Logged By: J. Perry Datum: MSL 0. p o GEOTECHNICAL DESCRIPTION rl fb 7 U. T O N o z ti I- - u AND $ o a o - o. x ? 0. CLASSIFICATION ? Y L'-1 C) co C] to L .D7 C o o O 7 -. y 12 w 12 Sp- Sand with Silt: light brown,dry,fine to medium coarse grained, -2010 i SM some gravel 13 GS,RV,COR • X 16 X E ; =' 15 X 13 I00 8.4 Cal sample blowcount: 18 81 -2005 DS 22 23 Q SP Sand with Gravel:slightly moist,fine to coarse grained sand 7 matrix with coarse gravel,cobbles,and boulders 8y' 31 el 11 o O• 320 , -- boulders 743 gyp, " ` -2000 Cr Q 80 • Q 83 )o. 101 4s• 1S 2 , . 1 160 •/GP Gravel with Sand: gravel,cobbles,and boulders in a fine to coarse Cal sample •111• grained sand matrix blowcount: 6 180 !y 1 50/4" ci-1995 0•I a 183 • i ,. $ 212 •'i •4- 255 20 ••i 109 0`•4 ge 0 60 '.07 -1990 # Bedrock:Gneiss,green,weathered - �4 i Groundwater encountered at approximately 23 feet 30 62 /' , wo KIKLEINFELDER proposed Bridge Replacement PLATE Old Waterman Canyon Road San Bernardino,California ", A-3a § PROJECT NO. 76980 LOG OF BORING B-2 Legend to Logs on Plate A-1 Note:The boundaries between soktypes shown on the logs are approximate as the transition between different soil layers may be gradiat 0 0 c 4 a GEOTECHNICAL DESCRIPTION ..- 3 z : ; 13 AND ,_ o o . o �' CLASSIFICATION 5 y U o V) m co o � (Continued From Previous Pare) A-z S •¢ c ..1-1''Sy (Gneissic bedrock continued) Cal sample 73 blowcount: 50/3" — 77 / (No sample • --1955 recovery) 95 /�� 85 0 135 ' -- blue-green to gray 30— 74 1% 81 /� —l9so — 76 0 89 0 -- gneissic metamorphic rock fragments,blue-gray to dark gray Cal sample 3$— 3 123 Iil,l ` i blowcount: - 50/3" Boring terminated at 35 feet. Groundwater was encountered at approximately 23 feet. Borehole backfilled using soil from cuttings. t" D 33 O K 041 -$ g iiii K as 2 O r1a 0 i W H 1 0 O'm t` kg K L E I N F E L D E R Proposed Bridge Replacement PLATE f Old Waterman Canyon Road San Bernardino,California 6 A-3b PROJECT NO. 76980 LOG OF BORING B-2 Legend to Logs on Plate A-1 11 Note:The boundaries between soil ty�ns shown on the logs are approximate as the transition between different soil layers may be gradual. •i r,li t :t4. . 1 et . S w W = —t i ## n —1.191 °Ioa ioi WWe~ W pk 9 Va"i ° °zoo ig ..s!1 z 1:!!_z 8'--4,4 m°r <00_ W ads a z R 82 till g,TS1 w°W °O 4 C. g 62% 7 .,� 23P32 w°,§�so <y� Q z cp mw �'3�wz a oo i 2 ` P $yg wumw ,.-', oy VP-! y - O re m� w g z - r a ¢ h'.18 W �� n I.® qi toil th 4i-ig ! II 'a5 N1 •0 cl $ i L : 1 Q • t b8 s __ i in I 1 1 I. $ #e N H d i ! 1 Pi II i kfl,11 1 2I lj` +his S op: 1, �� T m� ,,�,r....r.....11..3.2:-- 1�m...6RR111Fa R1? .n It . .�.` - ° _ . g. .� I Fn � � u G � b i ii1�I �IIi ��\ , c�• �.� pq1 e� 8 c e d # Y I o— ill:: i : WL \9 � A 1 x.q,, s 1 i 11 I� i I 'I € s$ si sj _ j11 J .1 11 .. sH 1 1 1 I I 1 1 1 �Si a d a v1 T KI,r7 1 Ire o Pialmu t.aCl!lGiaa1F131CR61a1C1A?Ogax9: 1116 1 1R6^ 111 tit�� Iz = L gigs liii ji i 1 iiii i i4ii i4 iii( j i i*i I 1"7", ; 1 }} 1 P I P YP ml U' y rat A 1 l 4 K LEI N FILDER APF'ENDIX� LABORATORY TEST RESULTS K L E I N F E L D E R APPENDIX B LABORATORY TESTING Laboratory tests were performed on drive and bulk soil samples to estimate engineering characteristics of the various earth materials encountered. Testing was performed in general accordance with procedures outlined by the American Society for Testing and Materials, the California Department of Transportation, or other accepted procedures. IN-SITU MOISTURE CONTENT AND DRY UNIT WEIGHT One in-situ moisture content and dry unit weight test was performed on a sample that could be recovered in a relatively undisturbed condition. Moisture content was evaluated in general accordance with ASTM Test Method D 2216; dry unit weight was evaluated using procedures similar to ASTM Test Method D 2937. The results are presented on the Logs of Borings. GRAIN SIZE DISTRIBUTION Sieve analyses were performed on two soil samples to evaluate the gradation of the material and to aid in soil classification. Tests were performed in general accordance with ASTM Standard Test Method D 422. The results of these tests are presented on Plate B-1. IRV 76980/RDL7R125 Page B-1 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. 14. i� 1 KLEINFELDER MAXIMUM DRY UNIT WEIGHT/OPTIMUM MOISTURE CONTENT TEST One maximum dry unit weight/optimum moisture content test was performed on a selected bulk sample of the on-site soil to determine compaction characteristics. The test was performed in accordance with ASTM Standard Test Method D 1557. The test results are presented in the following table. Maximum Dry Unit Weight/Optimum Moisture Content Test Results Maximum Dry Optimum Depth USCS Soil Unit Weight Moisture Location (ft) Type (ASTM D 1557) Content (Pct) (%) Without rock correction: 128.5 B-1 10-15 SP-SM 8.0 With rock correction*: 140 *ASTM D 4718 DIRECT SHEAR TEST Two direct shear strength tests were performed on representative drive soil samples to evaluate the drained shear strength of the soils. The samples were tested in a near- saturated condition in general accordance with ASTM Test Method D 3080 (consolidated, drained). The results of these tests are presented in the table below. Direct Shear Test Results Dry Unit Angle of Location Depth USCS Soil Internal Cohesion Weight Friction (psf) (ft) Type (pcf) (degrees) B-1 10-15 SP-SM 116* 47 0 B-2 5 SP-SM 100 37 60 *Remolded Sample (90% maximum dry unit weight-ASTM D 1557) 76980/RDL7R125 Page B-2 October 5, 2007 pi Copyright 2007 Kleinfelder West,Inc. }'i 1-1 h1c ti 1 'S j 9991 ' K L E I N F E L D E R CORROSIVITY TESTS Chemical analyses were performed on a selected sample of the near surface soil to estimate pH, resistivity, soluble sulfate, and chloride contents in general accordance with Caltrans Standard Test Methods 532 (pH), 643 (resistivity), 417 (sulfates), and 422 (chlorides). Results of this test are presented in the table below. Corrosion Test Results Minimum Sulfate Chloride Location Depth (ft) Resistivity pH Content Content (Ohm-cm) (%) (Y0) B-2 1-8 8,300 8.0 0.0005 0.0062 R-VALUE TEST One resistance value (R-value) test was performed on a bulk soil sample to evaluate pavement support characteristics of the near-surface on-site soils. R-value testing was performed in accordance with Caltrans Standard Test Method 301. The test result is presented in the table below. R-Value Test Result Location Depth USCS Soil Type R-Value (ft) B-2 1-8 SP-SM 80 76980/RDL7R125 Page B-3 October 5, 2007 Copyright 2007 Kleinfelder West,Inc. r, 3 I SIEVE ANALYSIS I HYDROMETER I U.S.STANDARD SIEVE SIZES 3" 1.5" 314" 318" #4 #10 #16 #30 #60 #100 #200 J I , I I t -0 1 100' 1 90 0 80 - -- - - ._ - 20 70 _ 30 60 , -40 0 w z 0 z z z 0 50 –—50 w I- I—. F z 0 40 - 60 0 CL w III a CL r1 J Q Q F 0 30 70 0 20 80 10 90 0 _ 10 1 0.1 0.01 0.001 GRAIN SIZE(mm) GRAVEL SAND SILT CLAY coarse I fine coarse I medium fine — _ Symbol Sample Depth(feet) Description Classification ® B-2 4 Sand with Silt SP-SM IX] Hand Grab 1 Gravel with Sand GW i _.t 1 Prop_ased Bridge Replacement PLATE Old-Waterman Canyon Road iltil K L E I N F E L D E R San Bernardino,Catifornia GRAIN SIZE DISTRIBUTION B-1 PROJECT NO. 76980 f , tj 1 VI ic.E 1 y 1 CALIFORNIA DEPARTMENT OF TRANSPORTATION ( CALTRANS ) STANDARDS 2006 STANDARD PLAN A73C 6=g y x g ♦ cc ti E t? CIE W a a ," N — `'.,.3,.,_„ P H )3 O x at J N WW a1E a lc n • • 3° Z •� YE .O_ 0 L L O Dn rL itt,=.� m iliic.: a i;O O D Z \° �a6 R rX u m z z m Z O m °c n n °L 1�FEO'E pa•+° -a F ° S � i_ p6 & < tcmUO 18 ' OQ -rcZ ° +n Cm .` d tW •D, - ° a Z a J WWO-r Y Y a 8m o ormL.s N°D W 4 0.O' 4O8 o f O )TULO OL- C l00 mv .9 V O mN+ Ug 2om C z H +C Qp + m L- a J F w v w .° III -n 3 c�C.14 n °141 W 0 O , Z .2 w n v . . 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All work is to be performed by a person or under the supervision of a person authorized to practice Land Surveying(refer to Sub-section 6-1.10 "SURVEYING SERVICE" of these Special Provisions). All new and replaced survey ties shall be by transit method. The following regarding public works construction in the Public Right of Way is extracted from letter from the above agencies, dated April 13, 2007: NEW & RECONSTRUCTION PROJECTS A. PRIOR TO CONSTRUCTION (1.) The survey crew shall diligently search for all survey monuments of record and on the surface of the road. It is suggested (that) the search (sh)ould include the use of a metal detector. When the detector indicates the possibility of a buried survey monument,then digging below the surface to uncover the monument within 2"of the road surface is recommended. (2.) The survey crew shall properly reference all found survey monuments, which may be disturbed or covered during construction, to stable surface points. (3.) The authorized surveyor shall properly complete a Corner Record or Record of Survey for the monuments noted in(I)tem(2.), above. Prior to the start of any construction work, the original or a print of the Corner Record or Record of Survey shall be submitted to the County Surveyor for review, signature and filing. B. AFTER CONSTRUCTION AND PRIOR TO RECORDING NOTICE OF COMPLETION 1. All covered and disturbed monuments shall be reset with the same or more durable type of monument as the original, in the surface of the construction. Key monuments shall be a minimum 1" inside diameter iron pipe of appropriate length. 2. A monument box or other protective structure is recommended to be placed around key monuments (section corners, quarter section corners). 3. The authorized surveyor shall properly complete a Corner Record of Record of Survey for all set monuments with a change in character, including tag number, and submit it to the County Surveyor for review, signature and filing. NOTE: Parentheses above indicate changes to original text. AMENDMENTS TO THE CALTRANS STANDARD SPECIFICATIONS AMENDMENT ISSUE DATE: 10-19-12 AMENDMENTS ISSUE DATE: 10-19-12 SECTION 0 GLOBAL REVISIONS (Issued 01-20-12) 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 AC HMA 1. Where AC means asphalt concrete 2. Except where existing AC is described Asphalt concrete Hot mix asphalt Except where existing asphalt concrete is described Class 1 concrete Concrete containing not less -- than 675 pounds of cementitious material per cubic yard Class 2 concrete Concrete containing not less -- than 590 pounds of cementitious material per cubic yard Class 3 concrete Concrete containing not less -- than 505 pounds of cementitious material per cubic yard Class 4 concrete Concrete containing not less -- than 420 pounds of cementitious material per cubic yard Clause providing an option to use either a class Use minor concrete -- concrete or minor concrete Clause referring to a delay as a right-of-way Delay under Section 8-1.09, -- delay "Delays" Contact joint Construction joint -- Controlling operation Controlling activity -- Engineer's Estimate Verified Bid Item List -- Engineering fabrics Geosynthetics -- LNotice to Contractors _Notice to Bidders _ -- Partial payments Progress payments Except in Section 9- 1.07D,"Mobilization" PCC pavement Concrete pavement Except where existing PCC pavement is described Portland cement concrete pavement Concrete pavement Except where existing portland cement concrete pavement is described Project information Supplemental project Except in"Contract information Project Information Signs" Reference to a working day or non—working day Working day as defined in -- under Section 8-1.06,"Time of Completion" Section 1-4.02,"Glossary" Section 9-1.015 Section 9-1.01C -- Section 86,"Signal,Lighting and Electrical Section 86,"Electrical Systems" -- Systems" Section 86-2.08, "Conductors" Section 86-2.08, "Conductors -- and Cables" ection 86-5.01A(5), "Installation Details" Section 86-5, A(4), -- if.. "Installation Details" Section 86-6.05,"Sign Lighting Fixtures— Section 86-6.05,"Induction Sign -- Mercury" Lighting Fixtures" Time extension due to an unanticipated event Non–working day -- not caused by either party or an issue involving a third party under Section 8-1.07, "Liquidated Damages" Time extension due to an act of the Engineer or Time adjustment under Section -- of the Department not contemplated by the 8-1.09B,"Time Adjustments" contract Weakened plane joint Contraction joint -- AAAAA AAAAAAA AAAAA A AAA A AAAA AAA AA AAA AA AAAA SECTION 1 DEFINITIONS AND TERMS (Issued 06-20-12) Replace Section 1 with: SECTION 1 GENERAL 1-1 GENERAL 1-1.01 GENERAL Section 1 includes general rules of interpretation. The Department is gradually standardizing the style and language of the specifications. The new style and language includes: 1. Use of: 1.1. Imperative mood 1.2. Introductory modifiers 1.3. Conditional clauses 2. Elimination of 2.1. Language variations 2.2. Definitions for industry-standard terms low 2.3. Redundant specifications 2.4. Needless cross-references The use of this new style does not change the meaning of a specification not yet using this style. Sections 1 through 9 include general specifications applicable to every contract unless specified as applicable under certain conditions. Sections 10 through 15 include specifications for general construction applicable to every contract unless specified as applicable under certain conditions. The specifications are written to the Bidder before award and the Contractor after. Before award, interpret sentences written in the imperative mood as starting with"The Bidder must" and interpret"you" as "the Bidder" and "your" as "the Bidder's." After award, interpret sentences written in the imperative mood as starting with "The Contractor must" and interpret"you" as"the Contractor" and"your" as"the Contractor's." Omission of"a," "an," and "the" is intentional. These articles have been omitted in some specifications for streamlining purposes. Unless an object or activity is specified to be less than the total, the quantity or amount is all of the object or activity. A plural term includes the singular. All items in a list apply unless the items are specified as choices. "i � Headings are included for the purposes of organization and referencing. Inclusion of a heading with no related content, "Reserved," or "Not Used" does not indicate that no specification exists for that subject; applicable specifications may be covered in a general or referenced specification. 1-2 REFERENCES 1-2.01 REFERENCES Where Standard Specifications refer to the special provisions to describe the work, interpret the reference as a reference to the Bid Item List,the special provisions,or both. Interpret a reference to a section of the Standard Specifications as a reference to the Standard Specifications as revised by any amendment,special provision,or both. A reference within parentheses to a law or regulation is included in the contract for convenience only and is not a comprehensive listing of related laws and regulations. Lack of a reference does not indicate no related laws or regulations exist. Where the version of a referenced document is not specified, use the current version in effect on the date of Notice to Bidders. A reference to a subsection includes the section's general specifications of which the subsection is a part. A code not specified as a Federal code is a California code. d •ttCf j g 1-3 ABBREVIATIONS AND MEASUREMENT UNITS 1-3.01 ABBREVIATIONS Abbreviations Abbreviation Meaning AAN American Association of Nurserymen AASHTO American Association of State Highway and Transportation Officials AISC American Institute of Steel Construction AISI American Iron and Steel Institute AMA archaeological monitoring area ANSI American National Standards Institute APHA American Public Health Association API American Petroleum Institute AREMA American Railway Engineering and Maintenance-of-Way Association ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials AWG American Wire Gage AWPA American Wood-Preservers'Association AWS American Welding Society AWWA American Water Works Association CIH Certified Industrial Hygienist DBE Disadvantaged Business Enterprise DVBE Disabled Veteran Business Enterprise EIA Electronic Industries Alliance ESA environmentally sensitive area ETL Electrical Testing Laboratories (F) final pay item FHWA Federal Highway Administration IEEE Institute of Electrical and Electronics Engineers ITE Institute of Transportation Engineers NEC National Electrical Code NETA National Electrical Testing Association,Inc. NEMA National Electrical Manufacturers Association PLAC permit,license,agreement,certification,or any combination of these RFI request for information SSPC The Society for Protective Coatings TIA time impact analysis UL Underwriters'Laboratories Inc. a., 1-3.02 MEASUREMENT UNITS Measurement Units Symbols as used Symbols as used in in the Meaning the specifications Bid Item List A amperes ACRE acre CF cubic foot CY cubic yard EA each g -- gram ksi -- kips per square inch GAL gallon h H hour LB pound LS lump sum LF linear foot LNMI lane mile MFBM thousand foot board measure MI mile MSYD thousand station yard S2 ohm pcf -- pounds per cubic foot s second STA 100 feet SQFT square foot SQYD square yard TAB tablet ton TON 2,000 pounds V -- volt W watt WDAY working day 1-4 DEFINITIONS 1-4.01 GENERAL Interpret terms as defined in the contract documents. A construction-industry term not defined in the contract documents has the meaning defined in Means Illustrated Construction Dictionary, Condensed Version, Second Edition. 1-4.02 GLOSSARY aerially deposited lead: Lead primarily from vehicle emissions deposited within unpaved areas or formerly unpaved areas. archaeological monitoring area: Area within, near, or straddling the project limits where access is allowed, but work is subject to archaeological monitoring. archaeological resources: Remains of past human activity, including historic and prehistoric material (e.g., tools and tool fragments,hearth and food remains, structural remains,and human remains). acceptance: Formal written acceptance by the Director of an entire contract that has been completed in all respects in accordance with the plans and specifications and any modifications to them previously approved. base: Layer of specified material of planned thickness placed immediately below the pavement or surfacing. basement material: Material in excavation or embankments underlying the lowest layer of subbase, base, pavement,surfacing,or other specified layer to be placed. bid item: Specific work unit for which the bidder provides a price. Bid Item List: List of bid items and the associated quantities. Bid ' `m List, verified: Bid Item List with verified prices. The C ",ttract Proposal of Low Bidder at the �• `.artment's Web site is the verified Bid Item List. 4f . If bridge: Structure, with a bridge number, that carries a utility facility, or railroad,highway, pedestrian or other traffic,over a water course or over or under or around any obstruction. building-construction contract: Contract that has "building construction" on the cover of the Notice to Bidders and Special Provisions. business day: Day on the calendar except Saturday or holiday. California Manual on Uniform Traffic Control Devices: The California Manual on Uniform Traffic Control Devices for Streets and Highways(California MUTCD) is issued by the Department of Transportation and is the Federal Highway Administration's MUTCD 2003 Edition,as amended for use in California. Certified Industrial Hygienist: Industrial hygienist certified in comprehensive practice by the American Board of Industrial Hygiene. conduit: Pipe or tube in which smaller pipes,tubes,or electrical conductors are inserted or are to be inserted. contract: Written and executed contract between the Department and the Contractor. contract bonds: Security for the payment of workers and suppliers furnishing materials, labor, and services and for guaranteeing the Contractor's work performance. contract item: Bid item. Contractor: Person or business or its legal representative entering into a contract with the Department for performance of the work. culvert: Structure, other than a bridge, that provides an opening under a roadway for drainage or other purposes. day: 24 consecutive hours running from midnight to midnight;calendar day. deduction: Amount of money permanently taken from progress payment and final payment. Deductions are not retentions under Pub Cont Code § 7107. Department: Department of Transportation as defined in St & Hwy Code § 20 and authorized in St & Hwy Code § 90; its authorized representatives. N" detour: Temporary route for traffic around a closed road part. A passageway through a job site is not a detour. Director: Department's Director. Disabled Veteran Business Enterprise: Business certified as a DVBE by the Office of Small Business and a DVBE Services,Department of General Services. Disadvantaged Business Enterprise: Disadvantaged Business Enterprise as defined in 49 CFR 26.5. divided highway: Highway with separated traveled ways for traffic,generally in opposite directions. Engineer: Department's Chief Engineer acting either directly or through properly authorized agents;the agents acting within the scope of the particular duties delegated to them. environmentally sensitive area: Area within, near, or straddling the project limits where access is prohibited or limited to protect environmental resources. Federal-aid contract: Contract that has a Federal-aid project number on the cover of the Notice to Bidders and Special Provisions. fixed costs: Labor, material, or equipment cost directly incurred by the Contractor as a result of performing or supplying a particular bid item that remains constant regardless of the item's quantity. frontage road: Local street or road auxiliary to and located generally on the side of an arterial highway for service to abutting property and adjacent areas and for control of access. grading plane: Basement material surface on which the lowest layer of subbase,base,pavement,surfacing,or other specified layer is placed. highway: Whole right of way or area that is reserved for and secured for use in constructing the roadway and its appurtenances. holiday: 1. Every Sunday 2. January 1st,New Year's Day 3. 3rd Monday in January,Birthday of Martin Luther King,Jr. 4. February 12th, Lincoln's Birthday 5. 3rd Monday in February,Washington's Birthday 6. March 31st,Cesar Chavez Day 7. Last Monday in May,Memorial Day 8. July 4th,Independence Day 9. 1st Monday in September,Labor Day " ` 10. 2nd Monday in October,Columbus Day 11. November 11th, Veterans Day 12. 4th Thursday in November,Thanksgiving Day 13. Day ,fter Thanksgiving Day 14. Deg4 Eber 25th,Christmas Day If January 1st, February 12th, March 31st, July 4th, November 11th, or December 25th falls on a Sunday, the Monday following is a holiday. If November 11th falls on a Saturday, the preceding Friday is a holiday. Interpret"legal holiday" as"holiday." idle equipment: Equipment: 1. On the job site at the start of a delay 2. Idled because of the delay 3. Not operated during the delay informal-bid contract: Contract that has "Informal Bid Authorized by Pub Cont Code §10122" on the cover of the Notice to Bidders and Special Provisions. Information Handout: Supplemental project information furnished to bidders as a handout. laboratory: Laboratory authorized by the Department to test materials. liquidated damages: Amount prescribed in the specifications, pursuant to the authority of Pub Cont Code § 10226, to be paid to the State or to be deducted for each day's delay in completing the whole or any specified portion of the work beyond the time allowed in the specifications. listed species: Any species listed as threatened or endangered under (1) Federal Endangered Species Act of 1973, 16 USC §1531 et seq., (2) California Endangered Species Act, Fish&Game Code §§ 2050-2115.5, (3)or both. material shortage: Shortage of raw or produced material that is area-wide and caused by an unusual market condition,except if any of the following occurs: 1. Shortage relates to a produced,nonstandard material 2. Supplier's and the Contractor's priority for filling an order differs 3. Event outside the U.S. for a material produced outside the U.S. median: Portion of a divided highway separating the traveled ways for traffic in opposite directions including inside shoulders. mobilization: Preparatory work that must be performed or costs incurred before starting work on the various items on the job site(Pub Cont Code § 10104). Notice to Bidders: Document that provides a general work description, bidder and bid specifications, and the time and location the Department receives bids. paleontological resources: Fossils and the deposits they are found in. Fossils are evidence of ancient life preserved in sediments and rock. Examples of paleontological resources are remains of(1) animals, (2) animal tracks, (3) plants, and (4) other organisms. Archaeological resources are not paleontological and fossils found within an archaeological resource are generally considered archaeological resources, not paleontological resources. pavement: Uppermost layer of material placed on the traveled way or shoulders. This term is used interchangeably with surfacing. permitted biological activities: Monitoring,surveying, or other practices that require a take permit and project specific permission from U.S. Fish and Wildlife Service or NOAA Fisheries or a take permit or Memorandum of Understanding with Department of Fish and Game. plans: Official project plans and Standard Plans, profiles, typical cross sections, working drawings and supplemental drawings, or reproductions thereof, approved by the Engineer, which show the location, character, dimensions and details of the work to be performed. These documents are to be considered as a part of the plans. In the above definition,the following terms are defined as follows: Standard Plans: Standard Plans issued by the Department. project plans: Specific details and dimensions peculiar to the work supplemented by the Standard Plans insofar as the same may apply. protective radius: Minimum distance between construction activities and regulated species. regulated species: Any species protected by one or any combination of the following: 1. Federal Endangered Species Act of 1973, 16 USC §1531 et seq. 2. California Endangered Species Act,Fish&Game Code§§2050-2115.5 3. Fish&Game Code§§1600-1616 4. National Environmental Policy Act,42 USC §4321 et seq. 5. California Environmental Quality Act,Pub Res Code § 21000 et.seq. 6. Other 1 yv or regulation that governs activities that affect species or their bitats. , _ i 14 'ui roadbed: Area between the intersection of the upper surface of the roadway and the side slopes or curb lines. The roadbed rises in elevation as each increment or layer of subbase,base, surfacing or pavement is placed. Where the medians are so wide as to include areas of undisturbed land, a divided highway is considered as including 2 separate roadbeds. roadway: Highway portion included between the outside lines of sidewalks,or curbs,slopes,ditches,channels, waterways, and including all the appertaining structures, and other features necessary to proper drainage and protection. routine biological activities: Biological monitoring, surveying, or other activity that does not require a take permit from the U.S. Fish and Wildlife Service or NOAA Fisheries or a take permit or Memorandum of Understanding with Department of Fish and Game. service-approved biologist: Biologist whose activities must be approved by a state or federal agency as provided in PLACs. shoulder: Roadway portion contiguous with the traveled way for accommodation of stopped vehicles, for emergency use,and for lateral support of base and surface courses. small tool: Tool or piece of equipment not listed in Labor Surcharge and Equipment Rental Rates that has a replacement value of$500 or less. special provisions: Specific clauses setting forth conditions or requirements peculiar to the work and supplementary to these Standard Specifications. The Department's publication titled"Labor Surcharge And Equipment Rental Rates" is part of the special provisions. specifications: Directions, provisions, and requirements contained in these Standard Specifications, Amendments to the Standard Specifications, and the special provisions. Where the term "these specifications" or "these Standard Specifications" is used in this book, it means the provisions set forth in this book. State: State of California, including its agencies, departments, or divisions, whose conduct or action is related to the work. Structure Design: Offices of Structure Design of the Department. `" subbase: Layer of specified material of planned thickness between a base and the basement material. subgrade: Roadbed portion on which pavement, surfacing, base, subbase, or a layer of any other material is placed. , substructure: Bridge portions below the bridge seats, tops of piers, haunches of rigid frames, or below the spring lines of arches. Backwalls and parapets of abutments and wingwalls of bridges are portions of the substructure. superstructure: Bridge portion except the bridge substructure. supplemental project information: Information relevant to the project, specified as supplemental project information,and made available to bidders. surfacing: Uppermost layer of material placed on the traveled way, or shoulders. This term is used interchangeably with pavement. take: Legal definition regarding harm to listed species as defined in 16 USC §1532 and Fish & Game Code § 86. take permit: Permit granted by the US Fish and Wildlife Service or by the NOAA Fisheries that allows take of r federal listed species under 16 USC §1539 or by the Department of Fish& Game that allows take of state listed species under to Fish&Game Code§ 2081. traffic lane: Portion of a traveled way for the movement of a single line of vehicles. , traveled way: Portion of the roadway for the movement of vehicles,exclusive of shoulders. total bid: Sum of the item totals as verified by the Department;original contract price. withhold: Money temporarily or permanently taken from progress payment. Withholds are not retentions under Pub Cont Code§ 7107. work: All the work specified, indicated, shown or contemplated in the contract to construct the improvement, including all alterations, amendments, or extensions to it made by contract change order or other written orders of the Engineer. working day: Time measure unit for work progress. A working day is any day except: 1. Saturdays and holidays 2. A day when you cannot perform work on the controlling activity for at least 50 percent of the day with at '"" least 50 percent of the normal labor and equipment due to any of the following: 2.1. Adverse weather-related conditions that cause you to dismiss the crew k , 2.2. M . taining traffic under the contract ii i ��, t.: .ix .1X.. 2.3. The Engineer's direction to suspend the controlling activities for reasons unrelated to your performance 2.4. An unanticipated event not caused by either party such as: 2.4.1. Act of God(Pub Cont Code§ 7105) 2.4.2. Act of a public enemy 2.4.3. Epidemic 2.4.4. Fire 2.4.5. Flood 2.4.6. Governor-declared state of emergency 2.4.7. Landslide 2.4.8. Quarantine restriction 2.5. An issue involving a third-party,including: 2.5.1. Industry or area-wide labor strike 2.5.2. Material shortage 2.5.3. Freight embargo 2.5.4. Jurisdictional requirement of a law enforcement agency 2.5.5. Workforce labor dispute of a utility or non-highway facility owner resulting in a utility or non-highway facility reconstruction not described and not solely for the Contractor's convenience AAAAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 4 SCOPE OF WORK (Issued 06-05-09) Add to Section 4-1.01: Nothing in the specifications voids the Contractor's public safety responsibilities. Add: 4-1.015 PROJECT DESCRIPTION Construct the work described in the special provisions and on project plans and by the bid items. The special provisions,project plans,and bid item descriptions set forth the specifications that apply. AAAAAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 12 CONSTRUCTION AREA TRAFFIC CONTROL DEVICES (Issued 11-07-08) In Section 12-1.01 in the 2nd paragraph,replace the 1st sentence with: Attention is directed to Part 6 of the California MUTCD. Replace Section 12-2.01 with: 12-2.01 FLAGGERS Flaggers while on duty and assigned to traffic control or to give warning to the public that the highway is under construction and of any dangerous conditions to be encountered as a result thereof, shall perform their duties and shall be provided w. the necessary equipment in conformance with Part 6 of theme alifornia MUTCD. The equipment shall be 'shed and kept clean and in good repair by the Contractor at the Id tractor's expense. All flaggers shall wear safety apparel meeting the requirements of ANSI/ISEA 107-2004 for Class 2 or 3 garment and complying with 71 Fed Reg 67792. In Section 12-3.01 replace the 1st paragraph with: In addition to the requirements in Part 6 of the California MUTCD, all devices used by the Contractor in the performance of the work shall conform to the provisions in this Section 12-3. In Section 12-3.06 in the 1st paragraph,replace the 2nd sentence with: Construction area signs are shown in or referred to in Part 6 of the California MUTCD. In Section 12-3.06 in the 4th paragraph,replace the 1st sentence with: All construction area signs shall conform to the dimensions, color and legend requirements of the plans, Part 6 of the California MUTCD and these specifications. In Section 12-3.06 in the 8th paragraph,replace the 1st sentence with: Used signs with the specified sheeting material will be considered satisfactory if they conform to the requirements for visibility and legibility and the colors conform to the requirements in Part 6 of the California MUTCD. AAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 51 CONCRETE STRUCTURES (Issued 08-05-11) In Section 51-1.05 in the 11th paragraph,replace the 1st sentence with: Form panels for exposed surfaces shall be furnished and placed in uniform widths of not less than 3 feet and in uniform lengths of not less than 6 feet, except at the end of continuously formed surfaces where the final panel length required is less than 6 feet. In Section 51-1.06A(3)in the 1st paragraph,replace items E and F with: E. When timber members are used to brace falsework bents which are located adjacent to roadways or railroads,all connections for the timber bracing shall be of the bolted type using 5/8-inch diameter or larger bolts or coil rod with a root diameter equal to that of the shank of a 5/8-inch diameter bolt. F. Falsework member clearances must be at least those shown in the following table: Clearances Falsework To railing members,barriers,and To unanchored member anchored temporary railings temporary railings Footings 0'-3" 2'-0" Piles 1'-0" 2'-9" Other members 2'-0" 2'-9" In Section 51-1.06C in the 11th paragraph,replace the 1st sentence with: Falsework for box culverts and other structures with decks lower than the roadway pavement and with span lengths of 14 feet or less shall not be released until the last placed concrete has attained a compressive strength of "we' 1,600 psi,provided that curing of the concrete is not interrupted. E In Section 51-1.11 replace the 6th paragraph with: Construction methods and equipment employed by the Contractor shall conform to the provisions in Section 7- 1.02,"Load Limitations." In Section 51-1.13 replace the 2nd,3rd,and 4th paragraphs with: Surfaces of fresh concrete at horizontal construction joints shall be thoroughly consolidated without completely removing surface irregularities. Additionally, surfaces of fresh concrete at horizontal construction joints between girder stems and decks shall be roughened to at least a 1/4-inch amplitude. Construction joint surfaces shall be cleaned of surface laitance, curing compound, and other foreign materials using abrasive blast methods before fresh concrete is placed against the joint surface. Construction joint surfaces shall be flushed with water and allowed to dry to a surface dry condition immediately before placing concrete. In Section 51-1.135 replace the 1st paragraph with: Mortar shall be composed of cementitious material, sand, and water proportioned and mixed as specified in this Section 51-1.135. In Section 51-1.135 replace the 3rd paragraph with: The proportion of cementitious material to sand, measured by volume, shall be 1 to 2 unless otherwise specified. In Section 51-1.17 in 4th paragraph,replace the 3rd sentence with: The surfaces shall have a profile trace showing no high points in excess of 0.25 inch, and the portions of the surfaces within the traveled way shall have a profile count of 5 or less in any 100 foot section. Add: 51-1.17A Deck Crack Treatment The Contractor shall use all means necessary to minimize the development of shrinkage cracks. The Contractor shall remove all equipment and materials from the deck and clean the surface as necessary for the Engineer to measure the surface crack intensity. Surface crack intensity will be determined by the Engineer after completion of concrete cure,before prestressing,and before the release of falsework. In any 500 square foot portion of deck within the limits of the new concrete deck, should the intensity of cracking be such that there are more than 50 feet of cracks whose width at any location exceeds 0.02 inch, the deck shall be treated with a high molecular weight methacrylate (HMWM) resin system. The area of deck to be treated shall have a width that extends for the entire width of new deck inside the concrete barriers and a length that extends at least 5 feet beyond the furthest single continuous crack outside the 500 square foot portion, measured from where that crack exceeds 0.02 inch in width,as determined by the Engineer. Deck crack treatment shall include furnishing, testing, and applying the HMWM resin system, with sand and absorbent material. If grinding is required,deck crack treatment shall take place before grinding. 51-1.17A(1) Submittals Submit a HMWM resin system placement plan. When HMWM resin is to be applied within 100 feet of a residence,business,or public space including sidewalks under a structure, also submit a public safety plan. Submit plans under Section 5-1.02, "Plans and Working Drawings," of the Standard Specifications. The review time is 15 days. The HMWM resin system placement plan must include: 1. Schedule of work and testing for each bridge 2. Description of equipment for applying HMWM resin 3. Range of gel time and final cure time for HMWM resin 4. Absorbent material to be used 5. Description of eq 'rment for applying and removing excess sand and absorbent mate -.1 6. Procedure for rem ng HMWM resin from the deck,including equipment �1�• �L�r. 7. Storage and handling of HMWM resin components and absorbent material 8. Disposal of excess HMWM resin and containers The public safety plan must include: 1. A public notification letter with a list of delivery and posting addresses. The letter must state HMWM resin work locations, dates, times,and what to expect. Deliver the letter to residences and businesses within 100 feet of HMWM resin work locations and to local fire and police officials at least 7 days before starting work. Post the letter at the job site. 2. An airborne emissions monitoring plan prepared and executed by a certified industrial hygienist (CIH) certified in comprehensive practice by the American Board of Industrial Hygiene. The plan must have at least 4 monitoring points including the mixing point, application point, and point of nearest public contact. Monitor airborne emissions during HMWM resin work and submit emissions monitoring results after completing the work. 3. An action plan for protection of the public when airborne emissions levels exceed permissible levels. 4. A copy of the CIH's certification. If the measures proposed in the safety plan are inadequate to provide for public safety associated with the use of HMWM resin, the Engineer will reject the plan and direct the Contractor to revise the plan. Directions for revisions will be in writing and include detailed comments. The Engineer will notify the Contractor of the approval or rejection of a submitted or revised plan within 15 days of receipt of that plan. 51-1.17A(2) Quality Control and Assurance Submit samples of HMWM resin components 15 days before use under Section 6-3, "Testing," of the Standard Specifications. Notify the Engineer 15 days before delivery of HMWM resin components in containers over 55 gallons to the job site. Complete a test area before starting work. Results from airborne emissions monitoring of the test area must be submitted to the Engineer before starting production work. The test area must: 1. Be approximately 500 square feet 2. Be placed within the project limits outside the traveled way at an approved location 3. Be constructed using the same equipment as the production work 4. Replicate field conditions for the production work 5. Demonstrate proposed means and methods meet the acceptance criteria 6. Demonstrate production work will be completed within the time allowed 7. Demonstrate suitability of the airborne emissions monitoring plan The test area will be acceptable if 1. The treated deck surface is tack free and non-oily 2. The sand cover adheres and resists brushing by hand 3. Excess sand and absorbent material has been removed 4. The coefficient of friction is at least 0.35 when tested under California Test 342 51-1.17A(3) Materials HMWM resin system consists of a resin, promoter, and initiator. HMWM resin must be low odor and comply with the following: HMWM Resin Property I Requirement Test Method Volatile Content' 30 percent,maximum ASTM D 2369 Viscosity 25 cP,maximum, ASTM D 2196 (Brookfield RVT with UL adaptor, 50 RPM at 77°F) Specific Gravity' 0.90 minimum,at 77°F ASTM D 1475 Flash Point* 180°F,minimum ASTM D 3278 Vapor Pressure 1.0 mm Hg,maximum, ASTM D 323 at 77°F Tack-free Time 400 minutes, Specimens prepared maximum,at 25°C per California Test 551 PCC Saturated 3.5 MPa,minimum at California Test 551 Surface-Dry Bond 24 hours and 21 + 1°C Strength 'Test must be performed before adding initiator. Sand for abrasive sand finish must: 1. Be commercial quality dry blast sand 2. Have at least 95 percent pass the No. 8 sieve and at least 95 percent retained on the No. 20 sieve when tested under California Test 205 Absorbent material must be diatomaceous earth, abrasive blast dust,or substitute recommended by the HMWM resin supplier and approved by the Engineer. 51-1.17A(4) Construction HMWM resin system applied by machine must be: 1. Combined in volumetric streams of promoted resin to initiated resin by static in-line mixers 2. Applied without atomization HMWM resin system may be applied manually. Limit the quantity of resin mixed for manual application to 5 gallons at a time. Prepare the area to be treated by abrasive blasting. Curing compound, surface contaminants, and foreign material must be removed from the bridge deck surface. Sweep the deck surface clean after abrasive blasting and blow loose material from cracks using high-pressure air. The deck surface must be dry when abrasive blast cleaning is performed. When abrasive blast cleaning within 10 feet of public traffic,remove dust and residue from abrasive blast cleaning using a vacuum attachment operating concurrently with blasting equipment . If the deck surface becomes contaminated before placing HMWM, abrasive blast clean the contaminated area and sweep the deck clean. The deck must be dry before applying HMWM resin. The concrete surface must be at least 50 degrees F and at most 100 degrees F. Relative humidity must be expected to be at most 85 percent during the work shift. Thoroughly mix all components of the HMWM resin system. Apply HMWM resin to the deck surface within 5 minutes of mixing at approximately 90 sq ft per gallon. The Engineer determines the exact application rate. The resin gel time must be between 40 and 90 minutes. HMWM resin that thickens during application is rejected. Spread the HMWM resin system uniformly. Completely cover surfaces to be treated and fill all cracks. Redistribute excess resin using squeegees or brooms within 10 minutes of application. For textured or grooved deck surfaces,excess resin must be removed from the texture indentations. Apply the abrasive sand finish of at least 2 pounds per square yard or until saturation as determined by the Engineer no sooner than 20 minutes after applying resin. Apply absorbent material before opening lane to traffic. Remove excess sand and absorbent material by vacuuming or power sweeping. Traffic or equipment will be allowed on the overlay after the Engineer has determined: 1. The treated deck surface, s tack free and non-oily 2. The sand cover adheres «:1 resists brushing by hand It 3. Excess sand and absorbent material has been removed 4. No material will be tracked beyond limits of treatment by traffic In Section 51-1.18C replace the 2nd paragraph with: When Class 2 surface finish (gun finish) is specified, ordinary surface finish shall first be completed. The concrete surfaces shall then be abrasive blasted to a rough texture and thoroughly washed down with water. While the washed surfaces are damp,but not wet,a finish coating of machine applied mortar,approximately 1/4 inch thick, shall be applied in not less than 2 passes. The coating shall be pneumatically applied and shall consist of either(1) sand, cementitious material, and water mechanically mixed prior to its introduction to the nozzle, or(2) premixed sand and cementitious material to which water is added prior to its expulsion from the nozzle. The use of admixtures shall be subject to the approval of the Engineer as provided in Section 90, "Portland Cement Concrete." Unless otherwise specified, supplementary cementitious materials will not be required. The proportion of cementitious material to sand shall be not less than one to 4, unless otherwise directed by the Engineer. Sand shall be of a grading suitable for the purpose intended. The machines shall be operated and the coating shall be applied in conformance with standard practice. The coating shall be firmly bonded to the concrete surfaces on which it is applied. In Section 51-1.18C replace the 5th paragraph with: When surfaces to be finished are in pedestrian undercrossings, the sand shall be silica sand and the cementitious material shall be standard white portland cement. In Section 51-1.23 add: Full compensation for deck crack treatment, including the public safety plan, shall be considered as included in the contract price paid per cubic yard for structural concrete,bridge,and no additional compensation will be allowed therefor. AAAAAA AAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 52 REINFORCEMENT (Issued 06-05-09) In Section 52-1.08B(1)replace the 1st paragraph with: Mechanical splices to be used in the work shall be selected from the Department's Pre-Qualified Products List. In Section 52-1.08B(1)in the 2nd paragraph,replace the table with: Reinforcing Bar Number Total Slip 4 0.020-inch 5 0.020-inch 6 0.020-inch 7 0.028-inch 8 0.028-inch 9 0.028-inch 10 0.036-inch 11 0.036-inch 14 0.048-inch k& 18 0.060-inch In Section 52-1.08B(1),in the 6th paragraph,delete item C. In Section 52-1.08B(2)in the 6th paragraph,replace the subparagraph with: The minimum preheat and interpass temperatures shall be 400°F for Grade 40 bars and 600°F for Grade 60 bars. Immediately after completing the welding, at least 6 inches of the bar on each side of the splice shall be covered by an insulated wrapping to control the rate of cooling. The insulated wrapping shall remain in place until the bar has cooled below 200°F. Replace Section 52-1.08B(3)with: 52-1.08B(3) Resistance Butt Welds Shop produced resistance butt welds shall be produced by a fabricator who is selected from the Department's Pre-Qualified Products List. A Certificate of Compliance conforming to the provisions in Section 6-1.07, "Certificates of Compliance," shall be furnished for each shipment of splice material. The Certificate of Compliance shall include heat number, lot number and mill certificates. In Section 52-1.08C replace the 3rd paragraph with: Testing on prequalification and production sample splices shall be performed at an approved independent testing laboratory. The laboratory shall not be employed or compensated by any subcontractor, or by other persons or entities hired by subcontractors who will provide other services or materials for the project. The independent testing laboratory shall be selected from the Depai talent's Pre-Qualified Products List. In Section 52-1.08C replace the 5th paragraph with: Prequalification and production sample splices and testing shall conform to California Test 670 and these specifications. In Section 52-1.08C delete the 6th paragraph. In Section 52-1.08C replace the 8th paragraph with: Each sample splice, as defined herein, shall be identified as representing either a prequalification or production test sample splice. In Section 52-1.08C in the 10th paragraph,delete the last sentence. Replace Section 52-1.08C(1)with: 52-1.08C(1) Splice Prequalification Report Before using any service splices or ultimate butt splices in the work, the Contractor shall submit a Splice Prequalification Report. The report shall include the following: A. A copy of the manufacturer's product literature giving complete data on the splice material and installation procedures. B. Names of the operators who will be performing the splicing. C. Descriptions of the positions, locations,equipment,and procedures that will be used in the work. D. Certifications from the fabricator for prequalification of operators and procedures based on sample tests performed no more than 2 years before submitting the report. Each operator shall be certified by performing 2 sample splices for each bar size of each splice type that the operator will be performing in the work. For deformation-dependent types of splice devices, each operator shall be certified by performing 2 additional samples for each bar size and deformation pattern that will be used in the work. Prequalification sample splices shall be tested by an approved independent testing laboratory and shall conform to the appropriate production test criteria and slip requirements specified herein. When epoxy-coated reinforcement is required, resistance butt welded sample splices shall have the weld flash removed by the same procedure as will be used in the work, before coating and testing. The Splice Prequalification Report shall include the certified test results for all prequalification sample slices. • if if The QCM shall review and approve the Splice Prequalification Report before submitting it to the Engineer for approval. The Contractor shall allow 2 weeks for the review and approval of a complete report before performing any service splicing or ultimate butt splicing in the work. In Section 52-1.08C(2)(a)replace the 1st,2nd,3rd,4th,and 5th paragraphs with: Production tests shall be performed by an approved independent testing laboratory for all service splices used in the work. A production test shall consist of testing 4 sample splices prepared for each lot of completed splices. The samples shall be prepared by the Contractor using the same splice material, position, operators, location, and equipment,and following the same procedure as used in the work. At least one week before testing, the Contractor shall notify the Engineer in writing of the date and location where the testing of the samples will be performed. The 4 samples from each production test shall be securely bundled together and identified with a completed sample identification card before shipment to the approved independent testing laboratory. The card will be furnished by the Engineer. Bundles of samples containing fewer than 4 samples of splices shall not be tested. Before performing any tensile tests on production test sample splices, one of the 4 samples shall be tested for, and shall conform to, the requirements for total slip in Section 52-1.08B(1), "Mechanical Splices." Should this sample not meet the total slip requirements,one retest,in which the 3 remaining samples are tested for total slip,will be allowed. Should any of the 3 remaining samples not conform to the total slip requirements, all splices in the lot represented by this production test will be rejected. If 3 or more sample splices from a production test conform to the provisions in this Section 52-1.08C(2), "Service Splice Test Criteria,"all splices in the lot represented by this production test will be considered acceptable. Replace Section 52-1.08C(2)(b)with: 52-1.08C(2)(b) Quality Assurance Test Requirements for Service Splices In addition to the required production tests,the Contractor shall concurrently prepare 4 service quality assurance sample splices for: A. The first production test performed. B. One of every 5 subsequent production tests,or fraction thereof,randomly selected by the Engineer. These service quality assurance sample splices shall be prepared in the same manner as specified herein for service production sample splices. The service quality assurance sample splices shall be shipped to the Transportation Laboratory for quality assurance testing. Each set of 4 sample splices shall be securely bundled together and identified by location and contract number with weatherproof markings before shipment. Bundles containing fewer than 4 samples of splices will not be tested. Sample splices not accompanied by the supporting documentation required in Section 52-1.08B(1), "Mechanical Splices," for mechanical splices, or in Section 52-1.08B(3), "Resistance Butt Welds," for resistance butt welds, will not be tested. Quality assurance testing will be performed in conformance with the requirements for service production sample splices in Section 52-1.08C(2)(a), "Production Test Requirements for Service Splices." Replace Section 52-1.08D with: A Production Test Report for all testing performed on each lot shall be prepared by the approved independent testing laboratory performing the testing and submitted to the QCM for review and approval. The report shall be signed by an engineer who represents the laboratory and is registered as a Civil Engineer in the State of California. The report shall include, as a minimum, the following information for each test: contract number, bridge number, lot number and location, bar size, type of splice, length of mechanical splice, length of test specimen, physical condition of test sample splice, any notable defects, total measured slip, and ultimate tensile strength of each splice. In addition, the report shall include location of visible necking area and largest measured strain for ultimate butt splices. The QCM must review, approve, and forward each Production Test Report to the Engineer for review before the splices represented by the report are encased in concrete. The Engineer will have 3 working days to review each Production Test Report and respond in writing after a complete report has been received. Should the Contractor elect to encase any splices before rece• g notification from the Engineer, it is expressly understood i at the Contractor will not be relieved of the onsibility for incorporating material in the work that confo L. o the fk'! ik requirements of the plans and specifications. Material not conforming to these requirements will be subject to rejection. Quality assurance test results for each bundle of 4 samples of splices will be reported in writing to the Contractor within 3 working days after receipt of the bundle by the Transportation Laboratory. In the event that more than one bundle is received on the same day, 2 additional working days shall be allowed for providing test results for each additional bundle received. A test report will be made for each bundle received. Should the Contractor elect to encase splices before receiving notification from the Engineer, it is expressly understood that the Contractor will not be relieved of the responsibility for incorporating material in the work that conforms to the requirements of the plans and specifications. Material not conforming to these requirements will be subject to rejection. AAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 72 SLOPE PROTECTION (Issued 07-20-12) In Section 72-4.04 replace the 6th paragraph with: Pervious backfill material, if required by the plans, shall be placed as shown. A securely tied sack containing one cubic foot of pervious backfill material shall be placed at each weep hole and drain hole. The sack material shall conform to the requirements for filter fabric in Section 88-1.02,"Filtration." Replace Section 72-5.05 with: 72-5.05 Measurement Concreted-rock slope protection is measured by the ton or cubic yard. Quantities of concreted-rock slope protection to be paid for by the cubic yard will be determined from the dimensions shown on the plans or the dimensions directed by the Engineer, and concreted-rock slope protection placed in excess of these dimensions will not be paid for. Quantities of concreted-rock slope protection to be paid for by the ton will be determined from the weight of the rock in conformance with the provisions in Section 9-1.01, "Measurement of Quantities." AAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 83 RAILINGS AND BARRIERS (Issued 07-01-11) In Section 83-1.02 replace the 7th paragraph with: Mortar shall conform to the provisions in Section 51-1.135,"Mortar," and shall consist of one part by volume of cementitious material and 3 parts of clean sand. In Section 83-1.02B in the 24th paragraph in the 8th subparagraph,replace the 1st sentence with: Anchor cable shall be 3/4 inch preformed, 6 x 19, wire strand core or independent wire rope core (IWRC), galvanized in conformance with the requirements in Federal Specification RR-W-410, right regular lay, manufactured of improved plow steel with a minimum breaking strength of 23 tons. In Section 83-2.02D(1)replace the 5th paragraph with: When concrete barriers are to be constructed on existing structures, the dowels shall be bonded in holes drilled in the existing concrete. Drilling of holes and bonding of dowels shall conform to the following: 44 44 jt. 1. The bonding materials shall be either magnesium phosphate concrete, modified high alumina based , concrete or portland cement based concrete. Magnesium phosphate concrete shall be either single component (water activated) or dual component (with a prepackaged liquid activator). Modified high alumina based concrete and portland cement based concrete shall be water activated. Bonding materials shall conform to the following requirements: Property Test Method Requirements Compressive Strength at 3 hours,MPa California Test 551 21 min. at 24 hours,MPa California Test 551 35 min. Flexure Strength at 24 hours,MPa California Test 551 3.5 min. Bond Strength: at 24 hours SSD Concrete,MPa California Test 551 2.1 min. Dry Concrete,MPa California Test 551 2.8 min. Water Absorption,% California Test 551 10 max. Abrasion Resistance at 24 hours,grams California Test 550 25 max. Drying Shrinkage at 4 days,% ASTM Designation: 0.13 max. C 596 Soluble Chlorides by weight,% California Test 422 0.05 max. „ . Water Soluble Sulfates by weight,% California Test 417 0.25 max. 2. Magnesium phosphate concrete shall be formulated for minimum initial set time of 15 minutes and minimum final set time of 25 minutes at 70°F. The materials, prior to use, shall be stored in a cool, dry environment. 3. Mix water used with water activated material shall conform to the provisions in Section 90-2.03,"Water." 4. The quantity of water for single component type or liquid activator(for dual component type)to be blended with the dry component, shall be within the limits recommended by the manufacturer and shall be the least amount required to produce a pourable batter. 5. Addition of retarders, when required and approved by the Engineer, shall be in conformance with the manufacturer's recommendations. 6. Before using concrete material that has not been previously approved, a minimum of 45 pounds shall be submitted to the Engineer for testing. The Contractor shall allow 45 days for the testing. Each shipment of concrete material that has been previously approved shall be accompanied by a Certificate of Compliance as provided in Section 6-1.07,"Certificates of Compliance." 7. Magnesium phosphate concrete shall not be mixed in containers or worked with tools containing zinc, -, cadmium, aluminum or copper metals. Modified high alumina based concrete shall not be mixed in containers or worked with tools containing aluminum. 8. The surface of any dowel coated with zinc or cadmium shall be coated with a colored lacquer before installation of the dowel. The lacquer shall be allowed to dry thoroughly before embedment of the dowels. 9. The holes shall be drilled by methods that will not shatter or damage the concrete adjacent to the hole. The diameter of the drilled hole shall be 1/2 inch larger than the nominal diameter of the dowels. 10. The drilled holes shall be clean and dry at the time of placing the bonding material and the steel dowels. Bonding material and dowel shall completely fill the drilled hole. The surface temperature shall be 40°F or above when the bonding material is placed. 11. After bonding, dowels shall remain undisturbed for a minimum of 3 hours or until the bonding material has reached a strength sufficient to support the dowels. Dowels that are improperly bonded, as determined by the Engineer, shall be removed. The holes shall be cleaned or new holes shall be drilled and the dowels replaced and securely bonded to the concrete. Removing, redrilling and replacing improperly bonded dowels shall be performed at the Contractor's expense. Modified high alumina based concrete and portland cement based concrete shall be cured in conformance with the provisions in Section 90-7.01 B, "Curing Compound Method," of the Standard Specifications. Magnesium phosphate concrete shall not be cured. In Section 83-2.02D(1)replace the 8th paragraph with: Granular material for backfill between the 2 walls of concrete barrier (Types 50E, 60F, 60GE and 60SF), as shown on the plans,shall be placed without co i .action. ' romp 4 'ij1F ��' Z. t WIr dl t In Section 83-2.02D(2)in the 1st paragraph,replace item b with: b. If the 3/8-inch maximum size aggregate grading is used to construct extruded or slip-formed concrete barriers,the cementitious material content of the minor concrete shall be not less than 675 pounds per cubic yard. In Section 83-2.04 replace the 3rd paragraph with: The contract prices paid per linear foot for concrete barrier of the type or types listed in the Engineer's Estimate shall include full compensation for furnishing all labor,materials,tools,equipment and incidentals,and for doing all the work involved in constructing the concrete barriers, complete in place, including bar reinforcing steel, steel dowels and drilling and bonding dowels in structures, hardware for steel plate barrier, miscellaneous metal, excavation, backfill (including concrete paving for, and granular material or concrete slab used as backfill in Type 50E,Type 60F,Type 60GE, and Type 60SF concrete barrier), and disposing of surplus material and for furnishing, placing, removing and disposing of the temporary railing for closing the gap between existing barrier and the concrete barrier being constructed, as shown on the plans, as specified in these specifications and the special provisions,and as directed by the Engineer. AAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 88 ENGINEERING FABRICS (Issued 01-20-12) Replace Section 88 with: SECTION 88 GEOSYNTHETICS 88-1.01 GENERAL 88-1.O1A Summary Section 88 includes specifications for geosynthetics. Geosynthetics are used for: 1. Filtration 2. Drainage 3. Reinforcement 4. Water pollution control 5. Channel and shore protection 6. Pavement interlayer 7. Separation and stabilization 88-1.O1B Submittals Submit: 1. Certificate of Compliance under Section 6-1.07,"Certificates of Compliance" 2. Samples representing each lot 3. Minimum average roll values(MARV) Label submittals with the manufacturer's name and product information. 88-1.O1C Quality Control and Assurance Treat geosynthetics to resist degradation from exposure to sunlight. Using covers, protect geosynthetics from moisture,sunlight,and shipping and storage damage. t. 4 88-1.04 REINFORCEMENT 88-1.04A Geotechnical Subsurface Reinforcement General Geosynthetic used for geotechnical subsurface reinforcement must be either of the following: 1. Geotextile 2. Geogrid Geotextile permittivity must be at least 0.05 sec' determined under ASTM D 4491. Geogrid must have a regular and defined open area. The open area must be from 50 to 90 percent of the total grid area. Long Term Design Strength Long Term Design Strength (LTDS) of geosynthetic reinforcement is the ultimate tensile strength in the primary strength direction divided by reduction factors. Calculate the LTDS from the guidelines in Geosynthetic Research Institute(GRI) Standard Practice GG4a,GRI GG4b,or GRI GT7. The product of the appropriate reduction factors must be at least 1.30. Determine the reduction factor for creep ,.. using a 75-year design life for permanent applications and a 5-year design life for temporary applications. Determine the installation damage reduction factor based on the characteristics of the backfill materials used. - If test data is not available, use default values of reduction factors in the GRI Standard Practice to calculate LTDS. Submit the LTDS and its supporting calculations at least 15 days before placing geosynthetic reinforcement. Do not install before the Engineer's approval. The LTDS must be signed by an engineer who is registered as a civil engineer in the State. 88-1.05 WATER POLLUTION CONTROL Geosynthetics used for water pollution control must comply with: } Water Pollution Control Geosynthetics Application Silt Fence Sediment Filter Bag Gravel- Temporary Cover Filled Bags Woven Non- Woven Non- Woven Non- Property ASTM woven woven woven Grab breaking load, f- inch grip,lb minimum in each D 120 120 200 250 205 200 200 direction 4632 Apparent elongation, percent minimum,in each D 15 50 10 50 -- 15 50 direction 4632 Water flow rate, gallons per minute/square foot minimum and D 10- 100 100- 150 100-200 75 -200 80- 150 4- 10 80- 120 maximum average 4491 roll value Permittivity,sec I minimum D 0.05 1.1 1.0 1.0 0.2 0.05 1.0 4491 Apparent opening size, inches maximum average D 0.023 0.012 0.023 0.012 0.016 0.023 0.012 roll value 4751 J1 Ili • Ultraviolet resistance, percent minimum retained D 70 70 70 70 70 70 70 grab breaking 4355 load,500 hr. 88-1.06 CHANNEL AND SHORE PROTECTION 88-1.06A Rock Slope Protection Rock slope protection (RSP) fabric must be a permeable, nonwoven, needle-punched geotextile. RSP fabric consists of 1 of the following: 1. Polyester 2. Polypropylene 3. Combined polyester and polypropylene Polymers must be either virgin compounds or clean reworked material. Do not subject virgin compounds to use or processing other than required for initial manufacture. Clean reworked material must be previously processed material from the processor's own production that has been reground, pelletized, or solvated. RSP fabric must not consist of more than 20 percent by weight of clean reworked material. Do not use recycled materials from either post-consumer or post-industrial sources. Class 8 or Class 10 RSP fabric must comply with Rock Slope Protection Fabric Property ASTM Specification Class 8 Class 10 Weight,oz/yd2 minimum D 5261 7.5 9.5 Grab breaking load,lb 1-inch grip, mm. in each direction D 4632 200 250 Apparent elongation,percent min.,in each direction D 4632 50 50 Permittivity,sec`, minimum D 4491 1.0 0.70 Apparent opening size,U.S. Standard sieve size minimum and maximum D 4751 70- 100 70- 100 Ultraviolet resistance,percent minimum retained grab breaking load, 500 hr. D4355 70 70 88-1.09 PAYMENT The Department measures and pays for geosynthetics under the specifications requiring their use. AAAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 90 PORTLAND CEMENT CONCRETE (Issued 08-05-11) Replace Section 90 with: SECTION 90 PORTLAND CEMENT CONCRETE ��' 00 dir 90-1 GENERAL 90-1.01 DESCRIPTION Portland cement concrete shall be composed of cementitious material, fine aggregate, coarse aggregate, admixtures if used,and water,proportioned and mixed as specified in these specifications. The Contractor shall determine the mix proportions for concrete in conformance with these specifications. Minor concrete shall contain not less than 505 pounds of cementitious material per cubic yard unless otherwise specified in these specifications or the special provisions. Unless otherwise designated on the plans or specified in these specifications or the special provisions, the amount of cementitious material used per cubic yard of concrete in structures or portions of structures shall conform to the following: Use Cementitious Material Content (Pounds/CY) Concrete designated by compressive strength: Deck slabs and slab spans of bridges 675 min., 800 max. Roof sections of exposed top box culverts 675 min., 800 max. Other portions of structures 590 min., 800 max. Concrete not designated by compressive strength: Deck slabs and slab spans of bridges 675 min. Roof sections of exposed top box culverts 675 min. Prestressed members 675 min. Seal courses 675 min. Other portions of structures 590 min. Concrete for precast members 590 min.,925 max. Except for minor structures, the minimum required compressive strength for concrete in structures or portions of structures shall be the strength specified,or 3600 pounds per square inch at 28 days,whichever is greater. Except for when a modulus of rupture is specified, the minimum required compressive strength for concrete be the strength specified, or 2,500 pounds per square inch, whichever is greater. Concrete shall be proportioned such that the concrete will attain the minimum required compressive strength. If the specified 28-day compressive strength is 3,600 pounds per square inch or greater, the concrete is designated by compressive strength. For concrete with a 28-day compressive strength greater than 3,600 pounds per square inch,42 days will be allowed to obtain the specified strength. For concrete not designated by compressive strength, the Engineer may test the concrete for compressive strength. The concrete will be accepted if the compressive strength at 28 days attains 85 percent or more of the minimum required compressive strength. Concrete shall be proportioned to conform to the following shrinkage limitations when tested in conformance with the requirements of AASHTO Designation: T 160,modified as follows: Condition Maximum Shrinkage of Laboratory Cast Specimens at 28 days Drying(average of 3,%) Paving and approach slab concrete 0.050 Bridge deck concrete 0.045 Note: Shrinkage requirement is waived for concrete that is used for precast elements. Shrinkage tests shall be either: A. Performed by a laboratory accredited to perform AASHTO Designation: T 160,or B. Performed by a laboratory that maintains a current rating of 3 or better for the Cement and Concrete Reference Laboratory(CCRL)concrete proficiency sample program. Laboratory cast specimens shall have a 4" x 4" cross section. Specimens shall be removed from the molds 23 ± 1 hours after mixing the concrete and placed in lime water at 73 ±3 °F to 7 days age. A comparator reading shall be taken at 7 days age and recorded as the initial reading. Specimens then shall be stored in a humidity controlled room maintained at 73 ±3 °F and 50±4 percent relative humidity for the remainder of the test. Subsequent readings shall be taken at 7, 14, 21,and 28 days drying. Test data verifying conformance to the shrinkage lim' ;ions shall be submitted with the mix design. Shrinkage Atesting data accepted by the Engineer no more than 3 y t. prior to the first working day of this contract will be u E " acceptable for this entire contract, provided the data was for concrete with similar proportions and the same materials and material sources to be used on this contract. Concrete shall be considered to have similar proportions if, when compared to concrete to be used on this project, no more than 2 mix design elements are varied. Varied mix design elements shall fall within the tolerances in the following table: Mix Design Element I Tolerance(±) Water to cementitious material ratio 0.03 Total water content 5 Coarse aggregate(weight per cubic yard) 10% Fine aggregate(weight per cubic yard) 10% Supplementary cementitious material content 5% Admixture(as originally dosed) 25% Note:Admixtures must be of the same brand. Before using concrete or in advance of revising the mix proportions, the Contractor shall submit in writing to the Engineer a copy of the mix design. Compliance with cementitious material content requirements will be verified in conformance with procedures described in California Test 518 for cement content. For testing purposes, supplementary cementitious material (SCM) shall be considered to be cement. Batch proportions shall be adjusted as necessary to produce concrete having the specified cementitious material content. If any concrete has a cementitious material, portland cement, or SCM content that is less than the minimum required, the concrete shall be removed. However, if the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and the Contractor shall pay to the State $0.25 for each pound of cementitious material, portland cement, or SCM that is less than the minimum required. The Department may deduct the amount from any moneys due, or that may become due, the Contractor under the contract. The deductions will not be made unless the difference between the contents required and those actually provided exceeds the batching tolerances permitted by Section 90-5, "Proportioning." No deductions will be made based on the results of California Test 518. The requirements of the preceding paragraph shall not apply to minor concrete. 90-2 MATERIALS 90-2.01 CEMENTITIOUS MATERIALS Unless otherwise specified, cementitious material shall be either a combination of Type II or Type V portland cement and SCM, or a blended cement. No cementitious material shall be used in the work unless it is on the Department's Pre-Qualified Products List at the time of mix design submittal. Information regarding cementitious material qualification and placement on the Department's approved list can be obtained at the Transportation Laboratory. Cementitious materials used in cast-in-place concrete for exposed surfaces of like elements of a structure shall be from the same sources and of the same proportions. Cementitious materials shall be protected from moisture until used. Sacked cementitious materials shall be piled to permit access for tallying,inspecting,and identifying each shipment. Facilities shall be provided to ensure that the various cementitious materials meeting this Section 90-2.01 are kept separate from each other and from other cementitious materials. A storage silo containing a cementitous material shall be emptied before using that silo for a different cementitious material. Blended cements with a percentage of SCM differing by more than 2 percentage points are considered different cementitious materials. Sampling cementitious materials shall be in conformance with California Test 125. The Contractor shall furnish a Certificate of Compliance for cementitious materials in conformance with the provisions in Section 6-1.07, "Certificates of Compliance." The Certificate of Compliance shall indicate the source by name and location (including country, state, and city). If cementitious material is delivered directly to the job site,the Certificate of Compliance shall be signed by the cementitious material supplier. If the cementitious material is used in ready-mixed concrete or in precast concrete products purchased as such by the Contractor,the Certificate of Compliance shall be signed by the manufacturer of the concrete or product. If blended cement is used, the Certificate of Compliance shall include a statement signed by the blended cement supplier that indicates the actual percentage,by weight, of SCM in the blend. Weight of SCM shall be by weighing device conforming to Section 9- 1.01,"Measurement of Quantities," or as determined by chemical analysis. !fr if 90-2.01A Cement Portland cement shall conform to the requirements in ASTM Designation: C 150 except the C3S content of Type II cement shall not exceed 65 percent. Blended cement shall conform to the requirements for Portland Blast-Furnace Slag Cement, Type IS (MS) or Portland-Pozzolan Cement,Type IP(MS) in AASHTO Designation: M 240,except that the maximum limits on the pozzolan content shall not apply. Blended cement shall be comprised of Type II or Type V cement and SCM produced by intergrinding portland cement clinker and granulated blast furnace slag,ground granulated blast furnace slag (GGBFS), or pozzolan; by blending portland cement and either GGBFS or finely divided pozzolan; or by a combination of intergrinding and blending. In addition,Type II portland cement and Type V portland cement shall conform to the following requirements: A. The cement shall not contain more than 0.60-percent by mass of alkalies, calculated as the percentage of Na2O plus 0.658 times the percentage of K2O, when determined by methods as required in AASHTO Designation: T 105; and B. The autoclave expansion shall not exceed 0.50-percent Type III portland cement shall be used only as specified or with the approval of the Engineer. Type III portland cement shall conform to the additional requirements listed above for Type II portland cement. The Contractor may use Type III portland cement in the manufacturing of precast concrete. 90-2.O1B Supplementary Cementitious Materials Each supplementary cementitious material shall conform to one of the following: "" A. Fly ash conforming to the requirements in AASHTO Designation: M 295, Class F, and these specifications. The available alkali, as sodium oxide equivalent, shall not exceed 1.5 percent when determined in conformance with the requirements in ASTM Designation: C 311 or the total alkali, as sodium oxide equivalent, shall not exceed 5.0 percent when determined in conformance with the requirements in AASHTO Designation: T 105. B. Ultra fine fly ash(UFFA) conforming to the requirements in AASHTO Designation: M 295, Class F, and ,may the following chemical and physical requirements: Chemical Requirements Percent Sulfur Trioxide(SO3) 1.5 max. Loss on ignition 1.2 max. Available Alkalies(as Na2O)equivalent 1.5 max. Physical Requirements Percent Particle size distribution Less than 3.5 microns 50 Less than 9.0 microns 90 Strength Activity Index with portland cement 7 days 95 (minimum%of control) 28 days 110(minimum%of control) Expansion at 16 days when testing job materials in 0.10 max. conformance with ASTM C 1567* * In the test mix,Type H or Type V portland cement shall be replaced with at least 12%UFFA by weight. C. Raw or calcined natural pozzolans conforming to the requirements in AASHTO Designation: M 295,Class N. and the following requirements and these specifications. The available alkali, as sodium oxide equivalent, shall not exceed 1.5 percent when determined in conformance with the requirements in ASTM Designation: C 311 or the total alkali, as sodium oxide equivalent, shall not exceed 5.0 percent when determined in conformance with the requirements in AASHTO Designation: T 105. D. Metakaolin conforming to the requirements in AASHTO Designation: M 295, Class N, and the following chemical and physical requirements: 4 Chemical Requirements ( Percent Silicon Dioxide(SiO2)+Aluminum Oxide(Al2O3) 92.0 min. Calcium Oxide(CaO) 1.0 max Sulfur Trioxide(SO3) 1.0 max. Loss on ignition 1.2 max. Available Alkalies(as Na2O)equivalent 1.0 max. Physical Requirements I Percent Particle size distribution 95 Less than 45 microns Strength Activity Index with portland cement 7 days 100(minimum%of control) 28 days 100(minimum%of control) E. Ground Granulated Blast Furnace Slag (GGBFS) conforming to the requirements in AASHTO Designation: M 302,Grade 100 or Grade 120. F. Silica Fume conforming to the requirements of AASHTO Designation: M 307, with reduction in mortar expansion of 80 percent,minimum,using the cement from the proposed mix design. Commingling of fly ash from different sources at uncontrolled ratios is permissible only if the following criteria are satisfied: A. Sources of fly ash to be commingled shall each produce fly ash that conforms to the requirements in AASHTO Designation: M 295,Class F. B. Testing of the commingled product is the responsibility of the fly ash supplier. C. Each fly ash's running average of relative density shall not differ from any other by more than 0.25 at the time of commingling. D. Each fly ash's running average of loss on ignition shall not differ from any other by more than one percent at the time of commingling. E. The final product of commingled fly ash shall conform to the requirements in AASHTO Designation: M 295,Class F. 90-2.O1C Required Use Of Supplementary Cementitious Materials General The amount of portland cement and SCM used in portland cement concrete shall conform to the minimum cementitious material content provisions in Section 90-1.01, "Description," or Section 90-4.05, "Optional Use of Chemical Admixtures," and these specifications. The SCM content in portland cement concrete shall conform to one of the following: A. Any combination of portland cement and at least one SCM, satisfying Equations(1)and(2): Equation(1) (25 x UF)+ (12.x FA)+(10 x FB)+(6 x SL) >_X MC Where: OF = Silica fume, metakaolin, or UFFA, including the amount in blended cement, pounds per cubic yard. FA = Fly ash or natural pozzolan conforming to the requirements in AASHTO Designation: M 295, Class F or N with a CaO content up to 10 percent, including the amount in blended cement,pounds per cubic yard. FB = Fly ash or natural pozzolan conforming to the requirements in AASHTO Designation: M 295, Class F or N with a CaO content greater than 10 percent and up to 15 percent,including the amount in blended cement,pounds per cubic yard. ■ SL =GGBFS, including the amount in blended cement,pounds per cubic yard. MC =Minimum amount of cementitious material specified,pounds per cubic yard. X = 1.8 for innocuous aggregate, 3.0 for all other aggregate. Equation(2) MC—MSCM-PC >0 Where: MC =Minimum amount of cementitious material specified,pounds per cubic yard. MSCM=The minimum sum of SCMs that satisfies Equation(1)above,pounds per cubic yard. PC =The amount of portland cement,including the amount in blended cement,pounds per cubic yard. B. 15 percent of Class F fly ash with at least 48 ounces of LiNO3 solution added per 100 pounds of portland . cement. CaO content of the fly ash shall not exceed 15 percent. Precast Concrete The SCM content in precast portland cement concrete shall conform to one of the following: A. Any combination of portland cement and SCM,satisfying the following equation: Equation(3) (25 x UF)+(12 x FA)+(10 x FB)+(6 x SL) >X TC Where: "' OF = Silica fume, metakaolin, or UFFA, including the amount in blended cement, pounds per cubic yard. �„. FA = Fly ash or natural pozzolan conforming to the requirements in AASHTO Designation: M 295, Class F or N with a CaO content up to 10 percent, including the amount in blended cement,pounds per cubic yard. FB = Fly ash or natural pozzolan conforming to the requirements in AASHTO Designation: M 295, Class F or N with a CaO content greater than 10 percent and up to 15 percent, including the amount in blended cement,pounds per cubic yard. SL =GGBFS, including the amount in blended cement,pounds per cubic yard. TC =Total amount of cementitious material used in the mix,pounds per cubic yard. X = 0.0 if precast members are constructed with portland cement concrete using aggregate that is "innocuous" in conformance with the provisions in Section 90-2.02, "Aggregates." X =3.0 for all other aggregate. B. 15 percent of Class F fly ash with at least 48 ounces of LiNO3 solution added per 100 pounds of portland cement. CaO content of the fly ash shall not exceed 15 percent. C. Any combination of supplementary cementitious material and portland cement may be used if the expansion of cementitious material and aggregate does not exceed 0.10 percent when tested in conformance with the requirements in ASTM C 1567. Test data shall be submitted with each mix design. Test data t accepted by the Engineer no more than 3 years prior to the first working day of this contract will be acceptable for this entire contract,provided the data was for the same concrete mix and the same materials and material sources to be used on this contract. 90-2.02 AGGREGATES To be considered innocuous, aggregate must be on the Department's approved list, "Innocuous Aggregates for use in Concrete." Information regarding aggregate qualification and placement on the Department's approved list » _ ca e .e obtained at the Transportation Laboratory. • Both coarse and fine aggregate must be on the approved list for the aggregate used in concrete to be considered innocuous. Aggregates shall be free from deleterious coatings, clay balls, roots, bark, sticks, rags, and other extraneous material. The Contractor shall provide safe and suitable facilities, including necessary splitting devices for obtaining samples of aggregates, in conformance with California Test 125. Aggregates shall be of such character that it will be possible to produce workable concrete within the limits of water content provided in Section 90-6.06,"Amount of Water and Penetration." Aggregates shall have not more than 10 percent loss when tested for soundness in conformance with the requirements in California Test 214. The soundness requirement for fine aggregate will be waived,provided that the durability index,Df, of the fine aggregate is 60 or greater when tested for durability in conformance with California Test 229. If the results of any one or more of the Cleanness Value, Sand Equivalent, or aggregate grading tests do not meet the requirements specified for "Operating Range" but all meet the "Contract Compliance" requirements, the placement of concrete shall be suspended at the completion of the current pour until tests or other information indicate that the next material to be used in the work will comply with the requirements specified for "Operating Range." If the results of either or both the Cleanness Value and coarse aggregate grading tests do not meet the requirements specified for "Contract Compliance," the concrete that is represented by the tests shall be removed. However, if the Engineer determines that the concrete is structurally adequate, the concrete may remain in place, and the Contractor shall pay to the State $3.50 per cubic yard for paving concrete and $5.50 per cubic yard for all other concrete for the concrete represented by these tests and left in place. The Department may deduct the amount from any moneys due,or that may become due,the Contractor under the contract. If the results of either or both the Sand Equivalent and fine aggregate grading tests do not meet the requirements specified for"Contract Compliance," the concrete which is represented by the tests shall be removed. However, if the Engineer determines that the concrete is structurally adequate, the concrete may remain in place, and the Contractor shall pay to the State $3.50 per cubic yard for paving concrete and $5.50 per cubic yard for all other concrete for the concrete represented by these tests and left in place. The Department may deduct the amount from any moneys due,or that may become due,the Contractor under the contract. The 2 preceding paragraphs apply individually to the"Contract Compliance" requirements for coarse aggregate and fine aggregate. When both coarse aggregate and fine aggregate do not conform to the "Contract Compliance" requirements, both paragraphs shall apply. The payments specified in those paragraphs are in addition to any payments made in conformance with the provisions in Section 90-1.01,"Description." No single Cleanness Value, Sand Equivalent, or aggregate grading test shall represent more than 300 cubic yards of concrete or one day's pour,whichever is smaller. When the source of an aggregate is changed, the Contractor shall adjust the mix proportions and submit in writing to the Engineer a copy of the mix design before using the aggregates. 90-2.02A Coarse Aggregate Coarse aggregate shall consist of gravel, crushed gravel, crushed rock, reclaimed aggregate, crushed air-cooled iron blast furnace slag or combinations thereof. Crushed air-cooled blast furnace slag shall not be used in reinforced or prestressed concrete. Reclaimed aggregate is aggregate that has been recovered from plastic concrete by washing away the cementitious material. Reclaimed aggregate shall conform to all aggregate requirements. Coarse aggregate shall conform to the following quality requirements: California Tests Test Requirements Loss in Los Angeles Rattler(after 500 211 45%max. revolutions) Cleanness Value Operating Range 227 75 min. Contract Compliance 227 71 min. In lieu of the above Cleanness Value requirements, a Cleanness Value "Operating Range" limit of 71, minimum, and a Cleanness Value "Contract Compliance" limit of 68, minimum, will be used to determine the acceptability of the coarse aggregate if the Contractor furnishes a Certificate of Compliance, as provided in Section 6-1.0 `.l'Certificates of Compliance," certifying that: 0 ilii, - it , ,,,, , . , , . A. Coarse aggregate sampled at the completion of processing at the aggregate production plant had a Cleanness Value of not less than 82 when tested in conformance with the requirements in California Test 227;and B. Prequalification tests performed in conformance with the requirements in California Test 549 indicated that the aggregate would develop a relative strength of not less than 95 percent and would have a relative shrinkage not greater than 105 percent,based on concrete. 90-2.02B Fine Aggregate Fine aggregate shall consist of natural sand, manufactured sand produced from larger aggregate or a combination thereof. Manufactured sand shall be well graded. Fine aggregate shall conform to the following quality requirements: California Test Test Requirements Organic Impurities 213 Satisfactory' Sand Equivalent: Operating Range 217 75,min. Contract Compliance 217 71,min. a Fine aggregate developing a color darker than the reference standard color may be accepted if 95%relative mortar strength is achieved when tested in conformance with ASTM C87. In lieu of the above Sand Equivalent requirements,a Sand Equivalent"Operating Range" limit of 71,minimum, and a Sand Equivalent "Contract Compliance" limit of 68, minimum, will be used to determine the acceptability of the fine aggregate if the Contractor furnishes a Certificate of Compliance, as provided in Section 6-1.07, "Certificates of Compliance," certifying that: A. Fine aggregate sampled at the completion of processing at the aggregate production plant had a Sand Equivalent value of not less than 82 when tested by California Test 217;and B. Prequalification tests performed in conformance with California Test 549 indicated that the aggregate would develop a relative strength of not less than 95 percent and would have a relative shrinkage not greater than 105 percent,based on concrete. 90-2.03 WATER In conventionally reinforced concrete work, the water for curing, for washing aggregates, and for mixing shall be free from oil and shall not contain more than 1,000 parts per million of chlorides as CI, when tested in conformance with California Test 422, nor more than 1,300 parts per million of sulfates as SO4, when tested in conformance with California Test 417. In prestressed concrete work, the water for curing, for washing aggregates, " and for mixing shall be free from oil and shall not contain more than 650 parts per million of chlorides as Cl, when tested in conformance with California Test 422, nor more than 1,300 parts per million of sulfates as SO4, when tested in conformance with California Test 417. In no case shall the water contain an amount of impurities that will cause either of the following results when compared to the same test using distilled or deionized water: 1) a change in the setting time of cement of more than 25 percent when tested in conformance with the requirements in ASTM Designation: C 191 or ASTM Designation: C 266 or 2) a reduction in the compressive strength of mortar at 14 days of more than 5 percent,when tested in conformance with the requirements in ASTM Designation: C 109. In nonreinforced concrete work, the water for curing, for washing aggregates and for mixing shall be free from oil and shall not contain more than 2,000 parts per million of chlorides as Cl, when tested in conformance with California Test 422, or more than 1,500 parts per million of sulfates as SO4, when tested in conformance with California Test 417. In addition to the above provisions, water for curing concrete shall not contain impurities in a sufficient amount to cause discoloration of the concrete or produce etching of the surface. Water reclaimed from mixer wash-out operations may be used in mixing concrete. The water shall not contain coloring agents or more than 300 parts per million of alkalis(Na20+ 0.658 K2O)as determined on the filtrate. The specific gravity of the water shall not exceed 1.03 and shall not vary more than+0.010 during a day's operations. 90-2.04 dmixture Materials Ad ture materials shall be stored and dispensed in liquid form and b form to the following requirements: ik :lY• A. Chemical Admixtures—ASTM Designation: C 494. B. Air-entraining Admixtures—ASTM Designation: C 260. C. Lithium Nitrate shall be in an aqueous solution conforming to the following: 1. Lithium Nitrate(LiNO3)must be 30 percent+/-0.5 percent by weight 2. Sulfate(SO4)must be less than 1000 ppm 3. Chloride(C1)must be less than 1000 ppm 4. Alkalis(Na20+0.658 K20)must be less than 1000 ppm 90-3 AGGREGATE GRADINGS 90-3.01 GENERAL Before beginning concrete work, the Contractor shall submit in writing to the Engineer the gradation of the primary aggregate nominal sizes that the Contractor proposes to furnish. If a primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, the proposed gradation shall consist of the gradation for each individual size, and the proposed proportions of each individual size, combined mathematically to indicate one proposed gradation. The proposed gradation shall meet the grading requirements shown in the table in this section, and shall show the percentage passing each of the sieve sizes used in determining the end result. The Engineer may waive,in writing,the gradation requirements in this Section 90-3.01 and in Sections 90-3.02, "Coarse Aggregate Grading," 90-3.03, "Fine Aggregate Grading," and 90-3.04, "Combined Aggregate Gradings," if, in the Engineer's opinion, furnishing the gradation is not necessary for the type or amount of concrete work to be constructed. Gradations proposed by the Contractor shall be within the following percentage passing limits: Primary Aggregate Nominal Size Sieve Size Limits of Proposed Gradation 1-1/2" x3/4" 1" 19-41 1"xNo.4 3/4" 52 - 85 1" xNo.4 _ 3/8" 15 -38 _ 1/2"x No.4 3/8" 40-78 3/8"x No. 8 _ 3/8" 50-85 Fine Aggregate No. 16 55 -75 Fine Aggregate No. 30 34-46 Fine Aggregate No. 50 16-29 Should the Contractor change the source of supply, the Contractor shall submit in writing to the Engineer the new gradations before their intended use. 90-3.02 COARSE AGGREGATE GRADING The grading requirements for coarse aggregates are shown in the following table for each size of coarse aggregate: Percentage Passing Primary Aggregate Nominal Sizes 1-1/2" x 3/4" 1"x No.4 1/2" x No.4 3/8"x No. 8 Operating Contract Operating Contract Operating Contract Operating Contract Sieve Sizes Range Compliance Range Compliance Range Compliance Range Compliance 2" 100 100 — — — — 1-1/2" 88 - 100 85- 100 100 100 — — 1" X+18 X+25 88 - 100 86- 100 — — — — 3/4" 0- 17 0-20 X+15 X+22 100 100 — 1/2" — — — — 82 - 100 80- 100 100 100 3/8" 0-7 0-9 X+15 X+22 X+15 X+22 X+15 X+20 No.4 — — 0- 16 0- 18 0- 15 0- 18 0-25 0-28 No. 8 — — 0-6 0-7 0-6 0-7 0-6 0-7 In the above table, the symbol X is the gradation that the Contractor proposes to furnish for the specific sieve size as pro ' +ed in Section 90-3.01,"General." ;°, W , Gi ti; fi,i - 1 44 44- Coarse aggregate for the 1-1/2 inch, maximum, combined aggregate grading as provided in Section 90-3.04, "Combined Aggregate Gradings," shall be furnished in 2 or more primary aggregate nominal sizes. Each primary aggregate nominal size may be separated into 2 sizes and stored separately, provided that the combined material conforms to the grading requirements for that particular primary aggregate nominal size. When the one inch, maximum, combined aggregate grading as provided in Section 90-3.04, "Combined Aggregate Gradings," is to be used, the coarse aggregate may be separated into 2 sizes and stored separately, provided that the combined material shall conform to the grading requirements for the 1" x No. 4 primary aggregate nominal size. 90-3.03 FINE AGGREGATE GRADING Fine aggregate shall be graded within the following limits: Percentage Passing Sieve Sizes Operating Range Contract Compliance 3/8" 100 100 • No.4 95 - 100 93 - 100 No. 8 65-95 61 -99 No. 16 X±10 X±13 No. 30 X±9 X±12 No. 50 X±6 X±9 No. 100 2 - 12 1 - 15 No. 200 0-8 0- 10 In the above table, the symbol X is the gradation that the Contractor proposes to furnish for the specific sieve size as provided in Section 90-3.01, "General." In addition to the above required grading analysis, the distribution of the fine aggregate sizes shall be such that the difference between the total percentage passing the No. 16 sieve and the total percentage passing the No. 30 4 sieve shall be between 10 and 40, and the difference between the percentage passing the No. 30 and No. 50 sieves . . shall be between 10 and 40. Fine aggregate may be separated into 2 or more sizes and stored separately,provided that the combined material conforms to the grading requirements specified in this Section 90-3.03. 90-3.04 COMBINED AGGREGATE GRADINGS Combined aggregate grading limits shall be used only for the design of concrete mixes. Concrete mixes shall be designed so that aggregates are combined in proportions that shall produce a mixture within the grading limits for combined aggregates as specified herein. The combined aggregate grading, except when otherwise specified in these specifications or the special provisions, shall be either the 1-1/2 inch, maximum grading, or the 1 inch, maximum grading, at the option of the Contractor. s Grading Limits of Combined Aggregates Percentage Passing ,",,. Sieve Sizes 1-1/2" Max. 1" Max. 1/2"Max. 3/8"Max. 2" 100 — — 1-1/2" 90- 100 100 — _ 1" 50- 86 90- 100 — _ ' 3/4" 45-75 55- 100 100 1/2" — — 90- 100 100 3/8" 38 - 55 45-75 55 -86 50- 100 No.4 30-45 35-60 45 -63 45-63 No. 8 23 -38 27-45 35 -49 35-49 No. 16 17-33 20-35 25 -37 25-37 No. 30 10-22 12-25 15 -25 15-25 No. 50 4- 10 5 - 15 5- 15 5 - 15 No. 100 1 -6 1 -8 1 -8 1 -8 No. 200 i, 0-3 0-4 0-,4 0-4 14 1 i to Changes from one grading to another shall not be made during the progress of the work unless permitted by the Engineer. 90-4 ADMIXTURES 90-4.01 GENERAL Admixtures used in portland cement concrete shall conform to and be used in conformance with the provisions in this Section 90-4 and the special provisions. Admixtures shall be used when specified or ordered by the Engineer and may be used at the Contractor's option as provided herein. Chemical admixtures and air-entraining admixtures containing chlorides as Cl in excess of one percent by weight of admixture,as determined by California Test 415,shall not be used. Admixtures shall be uniform in properties throughout their use in the work. Should it be found that an admixture as furnished is not uniform in properties,its use shall be discontinued. If more than one admixture is used, the admixtures shall be compatible with each other so that the desirable effects of all admixtures used will be realized. Chemical admixtures shall be used in conformance with the manufacturer's written recommendations. The manufacturer's written recommendations shall include a statement that the admixtures are compatible with the types and amounts of SCMs used. 90-4.02 MATERIALS Admixture materials shall conform to the provisions in Section 90-2.04,"Admixture Materials." 90-4.03 ADMIXTURE APPROVAL No admixture brand shall be used in the work unless it is on the Department's current list of approved brands for the type of admixture involved. Information regarding admixture qualification and placement on the Department's list can be obtained at the Transportation Laboratory. If the Contractor proposes to use an admixture of a brand and type on the current list of approved admixture brands, the Contractor shall furnish a Certificate of Compliance from the manufacturer, as provided in Section 6- 1.07, "Certificates of Compliance," certifying that the admixture furnished is the same as that previously approved. If a previously approved admixture is not accompanied by a Certificate of Compliance, the admixture shall not be used in the work until the Engineer has had sufficient time to make the appropriate tests and has approved the admixture for use. The Engineer may take samples for testing at any time, whether or not the admixture has been accompanied by a Certificate of Compliance. 90-4.04 REQUIRED USE OF CHEMICAL ADMIXTURES If the use of a chemical admixture is specified,the admixture shall be used at the dosage specified,except that if no dosage is specified,the admixture shall be used at the dosage normally recommended by the manufacturer of the admixture. 90-4.05 OPTIONAL USE OF CHEMICAL ADMIXTURES The Contractor may use Type A or F, water-reducing; Type B, retarding; or Type D or G, water-reducing and retarding admixtures as described in ASTM Designation: C 494 to conserve cementitious material or to facilitate any concrete construction application subject to the following conditions: A. If a water-reducing admixture or a water-reducing and retarding admixture is used, the cementitious material content specified or ordered may be reduced by a maximum of 5 percent by weight,except that the resultant cementitious material content shall be not less than 505 pounds per cubic yard; and B. When a reduction in cementitious material content is made, the dosage of admixture used shall be no less than the dosage used in determining approval of the admixture. The Contractor may use Type S admixtures conforming to the requirements in ASTM Designation: C 494. Unless otherwise specified, a Type C accelerating chemical admixture conforming to the requirements in ASTM Designation: C 494, may be used in portland cement concrete. Inclusion in the mix design submitted for approval will not be required provided that the admixture is added to counteract changing conditions that contribute to delayed setting of the portland cement concrete, and the use or change in dosage of the admixture is approved in writing by the Engineer. 4S 44t 90-4.06 REQUIRED USE OF AIR-ENTRAINING ADMIXTURES When air-entrainment is specified or ordered by the Engineer, the air-entraining admixture shall be used in amounts to produce a concrete having the specified air content as determined by California Test 504. 90-4.07 OPTIONAL USE OF AIR-ENTRAINING ADMIXTURES When air-entrainment has not been specified or ordered by the Engineer,the Contractor will be permitted to use an air-entraining admixture to facilitate the use of any construction procedure or equipment provided that the average air content, as determined by California Test 504, of 3 successive tests does not exceed 4 percent, and no single test value exceeds 5.5 percent. If the Contractor elects to use an air-entraining admixture in concrete for pavement,the Contractor shall so indicate at the time the Contractor designates the source of aggregate. 90-4.08 BLANK 90-4.09 BLANK 90-4.10 PROPORTIONING AND DISPENSING LIQUID ADMIXTURES Chemical admixtures and air-entraining admixtures shall be dispensed in liquid form. Dispensers for liquid admixtures shall have sufficient capacity to measure at one time the prescribed quantity required for each batch of concrete. Each dispenser shall include a graduated measuring unit into which liquid admixtures are measured to within±5 percent of the prescribed quantity for each batch. Dispensers shall be located and maintained so that the graduations can be accurately read from the point at which proportioning operations are controlled to permit a visual check of batching accuracy prior to discharge. Each measuring unit shall be clearly marked for the type and quantity of admixture. Each liquid admixture dispensing system shall be equipped with a sampling device consisting of a valve located in a safe and readily accessible position such that a sample of the admixture may be withdrawn slowly by the Engineer. If more than one liquid admixture is used in the concrete mix, each liquid admixture shall have a separate measuring unit and shall be dispensed by injecting equipment located in such a manner that the admixtures are not mixed at high concentrations and do not interfere with the effectiveness of each other. When air-entraining admixtures are used in conjunction with other liquid admixtures, the air-entraining admixture shall be the first to be incorporated into the mix,unless it is demonstrated that a different sequence improves performance. When automatic proportioning devices are used, dispensers for liquid admixtures shall operate automatically with the batching control equipment. The dispensers shall be equipped with an automatic warning system in good operating condition that will provide a visible or audible signal at the point at which proportioning operations are controlled when the quantity of admixture measured for each batch of concrete varies from the preselected dosage by more than 5 percent, or when the entire contents of the measuring unit are not emptied from the dispenser into each batch of concrete. Unless liquid admixtures are added to premeasured water for the batch, their discharge into the batch shall be arranged to flow into the stream of water so that the admixtures are well dispersed throughout the batch, except that air-entraining admixtures may be dispensed directly into moist sand in the batching bins provided that adequate control of the air content of the concrete can be maintained. Liquid admixtures requiring dosages greater than one-half gallon per cubic yard shall be considered to be water when determining the total amount of free water as specified in Section 90-6.06, "Amount of Water and Penetration." 90-4.11 BLANK 90-5 PROPORTIONING 90-5.01 STORAGE OF AGGREGATES Aggregates shall be stored or stockpiled in such a manner that separation of coarse and fine particles of each size shall be avoided and the various sizes shall not become intermixed before proportioning. Aggregates shall be stored or stockpiled and handled in a manner that prevent contamination by foreign materials. In addition, storage of aggregates at batching or mixing facilities that are erected subsequent to the award of the contract and that furnish concrete to the project shall conform to the following: A. Interming]i g of the different sizes of aggregates shall be positively preven a. The Contractor shall take the neces ':' measures to prevent intermingling. The preventive measu ma y include, but are not a:C• necessarily limited to,physical separation of stockpiles or construction of bulkheads of adequate length and height;and B. Contamination of aggregates by contact with the ground shall be positively prevented. The Contractor shall take the necessary measures to prevent contamination. The preventive measures shall include,but are not necessarily limited to, placing aggregates on wooden platforms or on hardened surfaces consisting of portland cement concrete,asphalt concrete,or cement treated material. In placing aggregates in storage or in moving the aggregates from storage to the weigh hopper of the batching plant, any method that may cause segregation, degradation, or the combining of materials of different gradings that will result in any size of aggregate at the weigh hopper failing to meet the grading requirements, shall be discontinued. Any method of handling aggregates that results in excessive breakage of particles shall be discontinued. The use of suitable devices to reduce impact of falling aggregates may be required by the Engineer. 90-5.02 PROPORTIONING DEVICES Weighing,measuring,or metering devices used for proportioning materials shall conform to the requirements in Section 9-1.01, "Measurement of Quantities," and this Section 90-5.02. In addition, automatic weighing systems shall comply with the requirements for automatic proportioning devices in Section 90-5.03A, "Automatic Proportioning." Automatic devices shall be automatic to the extent that the only manual operation required for proportioning the aggregates,cement,and SCM for one batch of concrete is a single operation of a switch or starter. For concrete pavement, aggregate and bulk cementitious material must be proportioned by weight by means of automatic proportioning devices. Proportioning devices shall be tested as frequently as the Engineer may deem necessary to ensure their accuracy. Weighing equipment shall be insulated against vibration or movement of other operating equipment in the plant. When the plant is in operation,the weight of each batch of material shall not vary from the weight designated by the Engineer by more than the tolerances specified herein. Equipment for cumulative weighing of aggregate shall have a zero tolerance of±0.5 percent of the designated total batch weight of the aggregate. For systems with individual weigh hoppers for the various sizes of aggregate, the zero tolerance shall be ±0.5 percent of the individual batch weight designated for each size of aggregate. Equipment for cumulative weighing of cement and SCM shall have a zero tolerance of ±0.5 percent of the designated total batch weight of the cement and SCM. Equipment for weighing cement or SCM separately shall have a zero tolerance of±0.5 percent of their designated individual batch weights. Equipment for measuring water shall have a zero tolerance of±0.5 percent of its designated weight or volume. The weight indicated for any batch of material shall not vary from the preselected scale setting by more than the following: A. Aggregate weighed cumulatively shall be within 1.0 percent of the designated total batch weight of the aggregate. Aggregates weighed individually shall be within 1.5 percent of their respective designated batch weights;and B. Cement shall be 99 to 102 percent of its designated batch weight. When weighed individually, SCM shall be 99 to 102 percent of its designated batch weight. When SCM and cement are permitted to be weighed cumulatively, cement shall be weighed first to 99 to 102 percent of its designated batch weight, and the total for cement and SCM shall be 99 to 102 percent of the sum of their designated batch weights When a blended cement is used, the percentages of cement and SCM used for calculating batch weights shall be based on the percentage of SCM indicated in the Certificate of Compliance from the blended cement supplier;and C. Water shall be within 1.5 percent of its designated weight or volume. Each scale graduation shall be approximately 0.001 of the total capacity of the scale. The capacity of scales for weighing cement, SCM, or cement plus SCM and aggregates shall not exceed that of commercially available scales having single graduations indicating a weight not exceeding the maximum permissible weight variation above, except that no scale shall be required having a capacity of less than 1,000 pounds,with one pound graduations. 90-5.03 PROPORTIONING Proportioning shall consist of dividing the aggregates into the specified sizes,each stored in a separate bin, and combining them with cementitious material and water as provided in these specifications. Aggregates shall be proportioned by weight. At the time of batching, aggregates shall have been dried or drained sufficiently to result in a stable moisture content such that no visible separation of water from aggregate will take place during transportation from the proportioning plant to the point of mixing. In no event shall the free moisture content of the fine aggregate at the time of batching exceed 8 percent of its saturated, surface-dry weight. Should separate supplies of aggregate material of the same size group, but of different moisture content or specific gravity or surface characteristics affecting workability, be available at the proportioning plant, withdrawals shall be made from one supply exclusively and the materials therein completely exhausted before starting upon another. Bulk Type IP(MS)or Type IS (MS)cement shall be weighed in an individual hopper and shall be kept separate from the aggregates until the ingredients are released for discharge into the mixer. Bulk cement and SCM may be weighed in separate, individual weigh hoppers or may be weighed in the same weigh hopper and shall be kept separate from the aggregates until the ingredients are released for discharge into the mixer. If the cement and SCM are weighed cumulatively, the cement shall be weighed first. If cement and SCM are weighed in separate weigh hoppers, the weigh systems for the proportioning of the aggregate, the cement, and the SCM shall be individual and distinct from all other weigh systems. Each weigh system shall be equipped with a hopper, a lever system, and an indicator to constitute an individual and independent material-weighing device. The cement and the SCM shall be discharged into the mixer simultaneously with the aggregate. The scales and weigh hoppers for bulk weighing cement, SCM, or cement plus SCM shall be separate and distinct from the aggregate weighing equipment. For batches of one cubic yard or more, the batching equipment shall conform to one of the following combinations: A. Separate boxes and separate scale and indicator for weighing each size of aggregate. B. Single box and scale indicator for all aggregates. C. Single box or separate boxes and automatic weighing mechanism for all aggregates. In order to check the accuracy of batch weights, the gross weight and tare weight of batch trucks, truck mixers, truck agitators, and non-agitating hauling equipment shall be determined when ordered by the Engineer. The equipment shall be weighed on scales designated by the Engineer. 90-5.03A Automatic Proportioning Automatic proportioning devices shall be authorized by the Department. For concrete pavement, the Contractor shall install and maintain in operating condition an electronically actuated moisture meter that will indicate, on a readily visible scale, changes in the moisture content of the fine aggregate as it is batched within a sensitivity of 0.5 percent by weight of the fine aggregate. The batching of cement, SCM, or cement plus SCM and aggregate shall be interlocked so that a new batch cannot be started until all weigh hoppers are empty, the proportioning devices are within zero tolerance, and the discharge gates are closed. The interlock shall permit no part of the batch to be discharged until all aggregate hoppers and the cement and SCM hoppers or the cement plus SCM hopper are charged with weights that are within the tolerances specified in Section 90-5.02, "Proportioning Devices." If interlocks are required for cement and SCM charging mechanisms and cement and SCM are weighed cumulatively,their charging mechanisms shall be interlocked to prevent the introduction of SCM until the weight of cement in the cement weigh hopper is within the tolerances specified in Section 90-5.02, "Proportioning Devices." If concrete is completely mixed in stationary mixers,the SCMs shall be weighed in a separate weigh hopper and the SCM and cement shall be introduced simultaneously into the mixer proportionately with the aggregate. If the Contractor provides certification that the stationary mixer is capable of mixing the cement, SCM, aggregates, and water uniformly before discharge, weighing the SCM cumulatively with the cement is permitted. Certification shall contain the following: A. Test results for 2 compressive strength test cylinders of concrete taken within the first one-third and 2 compressive strength test cylinders of concrete taken within the last one-third of the concrete discharged from a single batch from the stationary mixer. Strength tests and cylinder preparation will be in conformance with the provisions of Section 90-9, "Compressive Strength"; B. Calculations demonstrating that the difference in the averages of 2 compressive strengths taken in the first one-third is no greater than 7.5 percent different than the averages of 2 compressive strengths taken in the last one-third of the concrete discharged from a single batch from the stationary mixer. Strength tests and cylinder prepar ,n will be in conformance with the provisions of Section 90-9„!', ompressive Strength;” and • ik C. The mixer rotation speed and time of mixing before discharge that are required to produce a mix that meets the requirements above. The discharge gate on the cement and SCM hoppers or the cement plus SCM hopper shall be designed to permit regulating the flow of cement, SCM,or cement plus SCM into the aggregate as directed by the Engineer. If separate weigh boxes are used for each size of aggregate, the discharge gates shall permit regulating the flow of each size of aggregate as directed by the Engineer. Material discharged from the several bins shall be controlled by gates or by mechanical conveyors. The means of withdrawal from the several bins,and of discharge from the weigh box,shall be interlocked so that not more than one bin can discharge at a time,and so that the weigh box cannot be tripped until the required quantity from each of the several bins has been deposited therein. Should a separate weigh box be used for each size of aggregate,all may be operated and discharged simultaneously. If the discharge from the several bins is controlled by gates,each gate shall be actuated automatically so that the required weight is discharged into the weigh box,after which the gate shall automatically close and lock. The automatic weighing system shall be designed so that all proportions required may be set on the weighing controller at the same time. 90-6 MIXING AND TRANSPORTING 90-6.01 GENERAL Concrete shall be mixed in mechanically operated mixers, except that when permitted by the Engineer,batches not exceeding 1/3 cubic yard may be mixed by hand methods in conformance with the provisions in Section 90- 6.05,"Hand-Mixing." Equipment having components made of aluminum or magnesium alloys that would have contact with plastic concrete during mixing,transporting,or pumping of portland cement concrete shall not be used. Concrete shall be homogeneous and thoroughly mixed, and there shall be no lumps or evidence of undispersed cementitious material. Uniformity of concrete mixtures will be determined by differences in penetration as determined by California Test 533, or slump as determined by ASTM Designation: C 143, and by variations in the proportion of coarse aggregate as determined by California Test 529. When the mix design specifies a penetration value, the difference in penetration, determined by comparing penetration tests on 2 samples of mixed concrete from the same batch or truck mixer load,shall not exceed 1/2 inch. When the mix design specifies a slump value, the difference in slump, determined by comparing slump tests on 2 samples of mixed concrete from the same batch or truck mixer load, shall not exceed the values given in the table below. Variation in the proportion of coarse aggregate will be determined by comparing the results of tests of 2 samples of mixed concrete from the same batch or truck mixer load and the difference between the 2 results shall not exceed 170 pounds per cubic yard of concrete. Average Slump 1 Maximum Permissible Difference Less than 4" 1" 4"to 6" 1-1/2" Greater than 6" to 9" 2" The Contractor shall furnish samples of the freshly mixed concrete and provide satisfactory facilities for obtaining the samples. 90-6.02 MACHINE MIXING Concrete mixers may be of the revolving drum or the revolving blade type,and the mixing drum or blades shall be operated uniformly at the mixing speed recommended by the manufacturer. Mixers and agitators that have an accumulation of hard concrete or mortar shall not be used. The temperature of mixed concrete,immediately before placing, shall be not less than 50°F or more than 90°F. Aggregates and water shall be heated or cooled as necessary to produce concrete within these temperature limits. Neither aggregates nor mixing water shall be heated to exceed 150°F. If ice is used to cool the concrete,discharge of the mixer will not be permitted until all ice is melted. The batch shall be so charged into the mixer that some water will enter in advance of cementitious materials and aggregates. All water shall be in the drum by the end of the first one-fourth of the specified mixing time. When concrete is delivered in a truck mixer, a portion of the mixing water may be withheld and, if allowed by the Engineer,may be added at t point of delivery as specified under Section 90-6.03,"Transport';;- Mixed Concrete." 4.g 44 Cementitious materials shall be batched and charged into the mixer by means that will not result either in loss of cementitious materials due to the effect of wind, in accumulation of cementitious materials on surfaces of conveyors or hoppers, or in other conditions that reduce or vary the required quantity of cementitious material in the concrete mixture. Stationary mixers shall be operated with an automatic timing device. The timing device and discharge mechanism shall be interlocked so that during normal operation no part of the batch will be discharged until the specified mixing time has elapsed. The total elapsed time between the intermingling of damp aggregates and all cementitious materials and the start of mixing shall not exceed 30 minutes. The size of batch shall not exceed the manufacturer's guaranteed capacity. When producing concrete for pavement or base, suitable batch counters shall be installed and maintained in good operating condition at job site batching plants and stationary mixers. The batch counters shall indicate the exact number of batches proportioned and mixed. Concrete shall be mixed and delivered to the job site by means of one of the following combinations of operations: A. Mixed completely in a stationary mixer and the mixed concrete transported to the point of delivery in truck agitators or in nonagitating hauling equipment(central-mixed concrete). B. Mixed partially in a stationary mixer,and the mixing completed in a truck mixer(shrink-mixed concrete). C. Mixed completely in a truck mixer(transit-mixed concrete). Agitators may be truck mixers operating at agitating speed or truck agitators. Each mixer and agitator shall have attached thereto in a prominent place a metal plate or plates on which is plainly marked the various uses for which the equipment is designed, the manufacturer's guaranteed capacity of the drum or container in terms of the volume of mixed concrete and the speed of rotation of the mixing drum or blades. Truck mixers shall be equipped with electrically or mechanically actuated revolution counters by which the number of revolutions of the drum or blades may readily be verified. When shrink-mixed concrete is furnished, concrete that has been partially mixed at a central plant shall be transferred to a truck mixer and all requirements for transit-mixed concrete shall apply. No credit in the number of revolutions at mixing speed will be allowed for partial mixing in a central plant. 90-6.03 TRANSPORTING MIXED CONCRETE Mixed concrete may be transported to the delivery point in truck agitators or truck mixers operating at the speed designated by the manufacturer of the equipment as agitating speed,or in non-agitating hauling equipment,provided the consistency and workability of the mixed concrete upon discharge at the delivery point is suitable for adequate placement and consolidation in place, and provided the mixed concrete after hauling to the delivery point conforms """ to the provisions in Section 90-6.01,"General." Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capacity and shall maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling. Bodies of nonagitating hauling equipment shall be constructed so that leakage of the concrete mix, or any part thereof, will not occur at any time. Concrete hauled in open-top vehicles shall be protected during hauling against rain or against exposure to the sun for more than 20 minutes when the ambient temperature exceeds 75 °F. No water in excess of that in the approved mix design shall be incorporated into the concrete. If approved by the Engineer, water withheld during batching may be added to the concrete at the delivery point in one operation before the discharge of more than 1/4 cubic yard. Equipment for supplying the water shall conform to Section 90- 6.06, "Amount of Water and Penetration." When water is added at the point of delivery, the drum shall be revolved not less than 30 revolutions at mixing speed after the water is added and before discharged is commenced. The rate of discharge of mixed concrete from a truck mixer or agitator shall be controlled by the speed of rotation of the drum in the discharge direction with the discharge gate fully open. If a truck mixer or agitator is used for transporting concrete to the delivery point, discharge shall be completed within 1.5 hours or before 250 revolutions of the drum or blades,whichever occurs first,after the introduction of the cementitious materials to the aggregates. Under conditions contributing to quick stiffening of the concrete, or if the temperature of the concrete is 85 °F or above, the time allowed may be less than 1.5 hours. If an admixture is used to retard the set time, the temperature of the concrete shall not exceed 85 °F, the time limit shall be 2 hours,and the revolution limitation shall be 300. If nonagitating hauling equipment is used for transporting concrete to the delivery point, discharge shall be completed within one hour a the addition of the cementitious materials to the aggregates, nder conditions 4 ii . contributing to quick stiffening of the concrete, or when the temperature of the concrete is 85 °F or above, the time between the introduction of cementitious materials to the aggregates and discharge shall not exceed 45 minutes. Each load of concrete delivered at the job site shall be accompanied by a weighmaster certificate showing the mix identification number, nonrepeating load number, date and time at which the materials were batched, the amount of water added to the load, and for transit-mixed concrete,the reading of the revolution counter at the time the truck mixer is charged with cement. This weighmaster certificate shall also show the actual scale weights (pounds) for the ingredients batched. Theoretical or target batch weights shall not be used as a substitute for actual scale weights. Weighmaster certificates shall be provided in printed form, or if approved by the Engineer, the data may be submitted in electronic media. Electronic media shall be presented in a tab-delimited format on a CD or DVD. Captured data, for the ingredients represented by each batch shall be "line feed, carriage return" (LFCR) and "one line, separate record" with allowances for sufficient fields to satisfy the amount of data required by these specifications. The Contractor may furnish a weighmaster certificate accompanied by a separate certificate that lists the actual batch weights or measurements for a load of concrete provided that both certificates are imprinted with the same nonrepeating load number that is unique to the contract and delivered to the jobsite with the load. Weighmaster certificates furnished by the Contractor shall conform to the provisions in Section 9-1.01, "Measurement of Quantities." 90-6.04 TIME OR AMOUNT OF MIXING Mixing of concrete in stationary mixers shall continue for the required mixing time after all ingredients,except water and admixture, if added with the water, are in the mixing compartment of the mixer before any part of the batch is released. Transfer time in multiple drum mixers shall not be counted as part of the required mixing time. The required mixing time, in stationary mixers, of concrete used for concrete structures, except minor structures, shall be not less than 90 seconds or more than 5 minutes, except that when directed by the Engineer in writing,the requirements of the following paragraph shall apply. The required mixing time in stationary mixers, except as provided in the preceding paragraph, shall be not less than 50 seconds or more than 5 minutes. The minimum required revolutions at the mixing speed for transit-mixed concrete shall not be less than that recommended by the mixer manufacturer,but in no case shall the number of revolutions be less than that required to consistently produce concrete conforming to the provisions for uniformity in Section 90-6.01,"General." When a high range water-reducing admixture is added to the concrete at the job site, the total number of revolutions shall not exceed 300. 90-6.05 HAND-MIXING Hand-mixed concrete shall be made in batches of not more than 1/3 cubic yard and shall be mixed on a watertight,level platform. The proper amount of coarse aggregate shall be measured in measuring boxes and spread on the platform and the fine aggregate shall be spread on this layer,the 2 layers being not more than one foot in total depth. On this mixture shall be spread the dry cementitious materials and the whole mass turned no fewer than 2 times dry; then sufficient clean water shall be added, evenly distributed, and the whole mass again turned no fewer than 3 times,not including placing in the carriers or forms. 90-6.06 AMOUNT OF WATER AND PENETRATION The amount of water used in concrete mixes shall be regulated so that the penetration of the concrete as determined by California Test 533 or the slump of the concrete as determined by ASTM Designation: C 143 is within the nominal values shown in the following table. When the penetration or slump of the concrete is found to exceed the nominal values listed, the mixture of subsequent batches shall be adjusted to reduce the penetration or slump to a value within the nominal range shown. Batches of concrete with a penetration or slump exceeding the maximum values listed shall not be used in the work. If Type F or Type G chemical admixtures are added to the mix, the penetration requirements shall not apply and the slump shall not exceed 9 inches after the chemical admixtures are added. 44,. 4 :.. Type of Work Nominal Maximum Penetration I Slump Penetration I Slump (inches) (inches) (inches) (inches) Concrete Pavement 0- 1 — 1-1/2 Non-reinforced concrete facilities 0– 1-1/2 — 2 — Reinforced concrete structures Sections over 12 inches thick 0– 1-1/2 — 2-1/2 Sections 12 inches thick or less 0-2 — 3 Concrete placed under water _ 6-8 — 9 Cast-in-place concrete piles 2-1/2–3-1/2 5 -7 4 8 The amount of free water used in concrete shall not exceed 310 pounds per cubic yard,plus 20 pounds for each required 100 pounds of cementitious material in excess of 550 pounds per cubic yard. The term free water is defined as the total water in the mixture minus the water absorbed by the aggregates in reaching a saturated surface-dry condition. If there are adverse or difficult conditions that affect the placing of concrete,the above specified penetration and free water content limitations may be exceeded providing the Contractor is granted permission by the Engineer in writing to increase the cementitious material content per cubic yard of concrete. The increase in water and cementitious material shall be at a ratio not to exceed 30 pounds of water per added 100 pounds of cementitious material per cubic yard. Full compensation for additional cementitious material and water added under these conditions shall be considered as included in the contract price paid for the concrete work involved and no additional compensation will be allowed therefor. The equipment for supplying water to the mixer shall be constructed and arranged so that the amount of water added can be measured accurately. Any method of discharging water into the mixer for a batch shall be accurate within 1.5 percent of the quantity of water required to be added to the mix for any position of the mixer. Tanks used to measure water shall be designed so that water cannot enter while water is being discharged into the mixer and discharge into the mixer shall be made rapidly in one operation without dribbling. All equipment shall be arranged so as to permit checking the amount of water delivered by discharging into measured containers. 90-7 CURING CONCRETE 90-7.01 METHODS OF CURING ow Newly placed concrete shall be cured by the methods specified in this Section 90-7.01 and the special provisions. 90-7.01A Water Method The concrete shall be kept continuously wet by the application of water for a minimum curing period of 7 days after the concrete has been placed. Cotton mats, rugs, carpets, or earth or sand blankets may be used as a curing medium to retain the moisture ,.. during the curing period. If a curing medium consisting of cotton mats, rugs, carpets, polyethylene sheeting, polyethylene sheeting on burlap, or earth or sand blankets is to be used to retain the moisture, the entire surface of the concrete shall be kept damp by applying water with a nozzle that so atomizes the flow that a mist and not a spray is formed, until the surface of the concrete is covered with the curing medium. The moisture from the nozzle shall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantity sufficient to cause a flow or wash the surface. At the expiration of the curing period, the concrete surfaces shall be cleared of all curing media. At the option of the Contractor, a curing medium consisting of white opaque polyethylene sheeting extruded _. onto burlap may be used to cure concrete structures. The polyethylene sheeting shall have a minimum thickness of 4-mil,and shall be extruded onto 10-ounce burlap. the option of the Contractor, a curing medium consisting of polyethylene sheeting may be used to cure concrete columns. The polyethylene sheeting shall have a minimum thickness of 10-mil achieved in a single layer of material. If the Contractor chooses to use polyethylene sheeting or polyethylene sheeting on burlap as a curing medium, these media and any joints therein shall be secured as necessary to provide moisture retention and shall be within 3 inches of the concrete at all points along the surface being cured. When these media are used, the temperature of the concrete shall be monitored during curing. If the temperature of the concrete cannot be maintained below 140° F, use of these curing media shall be d'`, flowed. /4 } When concrete bridge decks and flat slabs are to be cured without the use of a curing medium,the entire surface of the bridge deck or slab shall be kept damp by the application of water with an atomizing nozzle as specified above,until the concrete has set, after which the entire surface of the concrete shall be sprinkled continuously with water for a period of not less than 7 days. 90-7.01B Curing Compound Method Surfaces of the concrete that are exposed to the air shall be sprayed uniformly with a curing compound. Curing compounds to be used shall be as follows: 1. Pigmented curing compound conforming to the requirements in ASTM Designation: C 309,Type 2, Class B,except the resin type shall be poly-alpha-methylstyrene. 2. Pigmented curing compound conforming to the requirements in ASTM Designation: C 309,Type 2, Class B. 3. Pigmented curing compound conforming to the requirements in ASTM Designation: C 309,Type 2, Class A. 4. Nonpigmented curing compound conforming to the requirements in ASTM Designation: C 309, Type 1, Class B. 5. Nonpigmented curing compound conforming to the requirements in ASTM Designation: C 309, Type 1, Class A. 6. Nonpigmented curing compound with fugitive dye conforming to the requirements in ASTM Designation: C 309,Type 1-D,Class A. The infrared scan for the dried vehicle from curing compound (1) shall match the infrared scan on file at the Transportation Laboratory. The loss of water for each type of curing compound, when tested in conformance with the requirements in California Test 534,shall not be more than 0.28 pounds per square yard in 24 hours. The curing compound to be used will be specified elsewhere in these specifications or in the special provisions. If the use of curing compound is required or permitted elsewhere in these specifications or in the special provisions and no specific kind is specified,any of the curing compounds listed above may be used. Curing compound shall be applied at a nominal rate of one gallon per 150 square feet, unless otherwise specified. At any point, the application rate shall be within ±50 square feet per gallon of the nominal rate specified, and the average application rate shall be within ±25 square feet per gallon of the nominal rate specified when tested in conformance with the requirements in California Test 535. Runs, sags, thin areas, skips, or holidays in the applied curing compound shall be evidence that the application is not satisfactory. Curing compounds shall be applied using power operated spray equipment. The power operated spraying equipment shall be equipped with an operational pressure gage and a means of controlling the pressure. Hand spraying of small and irregular areas that are not reasonably accessible to mechanical spraying equipment, in the opinion of the Engineer,may be permitted. The curing compound shall be applied to the concrete following the surface finishing operation, immediately before the moisture sheen disappears from the surface, but before any drying shrinkage or craze cracks begin to appear. In the event of any drying or cracking of the surface, application of water with an atomizing nozzle as specified in Section 90-7.O1A, "Water Method," shall be started immediately and shall be continued until application of the compound is resumed or started; however, the compound shall not be applied over any resulting freestanding water. Should the film of compound be damaged from any cause before the expiration of 7 days after the concrete is placed in the case of structures and 72 hours in the case of pavement, the damaged portion shall be repaired immediately with additional compound. At the time of use, compounds containing pigments shall be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. A paddle shall be used to loosen all settled pigment from the bottom of the container,and a power driven agitator shall be used to disperse the pigment uniformly throughout the vehicle. Agitation shall not introduce air or other foreign substance into the curing compound. The manufacturer shall include in the curing compound the necessary additives for control of sagging, pigment settling,leveling,de-emulsification,or other requisite qualities of a satisfactory working material. Pigmented curing compounds shall be manufactured so that the pigment does not settle badly, does not cake or thicken in the container, and does not become granular or curdled. Settlement of pigment shall be a thoroughly wetted, soft, mushy mass permitting the complete and easy vertical penetration of a paddle. Settled pigment shall,be easily redispersed, with minimum resistanc o the sideways manual motion of the paddle across the bo i ' of the container,to form a smooth uniform pi.,`• ct of the proper consistency. 44 44 Curing compounds shall remain sprayable at temperatures above 40 °F and shall not be diluted or altered after manufacture. The curing compound shall be packaged in clean 274-gallon totes, 55-gallon barrels or 5-gallon pails shall be supplied from a suitable storage tank located at the jobsite. The containers shall comply with "Title 49, Code of Federal Regulations, Hazardous Materials Regulations." The 274-gallon totes and the 55-gallon barrels shall have removable lids and airtight fasteners. The 5-gallon pails shall be round and have standard full open head and bail. Lids with bungholes will not be permitted. Settling or separation of solids in containers, except tanks, must be completely redispersed with low speed mixing prior to use, in conformance with these specifications and the manufacturer's recommendations. Mixing shall be accomplished either manually by use of a paddle or by use of a mixing blade driven by a drill motor,at low speed. Mixing blades shall be the type used for mixing paint. On-site storage tanks shall be kept clean and free of contaminants. Each tank shall have a permanent system designed to completely redisperse settled material without introducing air or other foreign substances. Steel containers and lids shall be lined with a coating that will prevent destructive action by the compound or chemical agents in the air space above the compound. The coating shall not come off the container or lid as skins. Containers shall be filled in a manner that will prevent skinning. Plastic containers shall not react with the k, compound. Each container shall be labeled with the manufacturer's name,kind of curing compound,batch number,volume, date of manufacture, and volatile organic compound (VOC) content. The label shall also warn that the curing compound containing pigment shall be well stirred before use. Precautions concerning the handling and the application of curing compound shall be shown on the label of the curing compound containers in conformance with the Construction Safety Orders and General Industry Safety Orders of the State. Containers of curing compound shall be labeled to indicate that the contents fully comply with the rules and regulations concerning air pollution control in the State. When the curing compound is shipped in tanks or tank trucks, a shipping invoice shall accompany each load. The invoice shall contain the same information as that required herein for container labels. Curing compound will be sampled by the Engineer at the source of supply,at the job site,or at both locations. Curing compound shall be formulated so as to maintain the specified properties for a minimum of one year. The Engineer may require additional testing before use to determine compliance with these specifications if the compound has not been used within one year or whenever the Engineer has reason to believe the compound is no longer satisfactory. Tests will be conducted in conformance with the latest ASTM test methods and methods in use by the Transportation Laboratory. 90-7.O1C Waterproof Membrane Method The exposed finished surfaces of concrete shall be sprayed with water, using a nozzle that so atomizes the flow that a mist and not a spray is formed, until the concrete has set, after which the curing membrane, shall be placed. CO( The curing membrane shall remain in place for a period of not less than 72 hours. Sheeting material for curing concrete shall conform to the requirements in AASHTO Designation: M 171 for white reflective materials. The sheeting material shall be fabricated into sheets of such width as to provide a complete cover for the entire concrete surface. Joints in the sheets shall be securely cemented together in such a manner as to provide a waterproof joint. The joint seams shall have a minimum lap of 0.33 foot. The sheets shall be securely weighted down by placing a bank of earth on the edges of the sheets or by other means satisfactory to the Engineer. Should any portion of the sheets be broken or damaged before the expiration of 72 hours after being placed, the broken or damaged portions shall be immediately repaired with new sheets properly cemented into place. Sections of membrane that have lost their waterproof qualities or have been damaged to such an extent as to render them unfit for curing the concrete shall not be used. 90-7.O1D Forms-In-Place Method Formed surfaces of concrete may be cured by retaining the forms in place. The forms shall remain in place for a minimum period of 7 days after the concrete has been placed, except that for members over 20 inches in least dimension the forms shall remain in place for a minimum period of 5 days. Joints in the forms and the joints between the end of forms and concrete shall be kept moisture tight during the curing period. Cracks in the forms and cracks between the forms and the concrete shall be resealed by methods subject to the approval of the Engineer. 90-7.02 BLANK 90-7.03 CURING STRUCTURES Newly placed concrete for cast-in-place structures,other than highway bridge decks,shall be cured by the water method, the forms-in-place method, or, as permitted herein, by the curing compound method, in conformance with the provisions in Section 90-7.01,"Methods of Curing." The curing compound method using a pigmented curing compound may be used on concrete surfaces of construction joints, surfaces that are to be buried underground, and surfaces where only ordinary surface finish is to be applied and on which a uniform color is not required and that will not be visible from a public traveled way. If the Contractor elects to use the curing compound method on the bottom slab of box girder spans, the curing compound shall be curing compound(1). The top surface of highway bridge decks shall be cured by both the curing compound method and the water method. The curing compound shall be curing compound(1). Concrete surfaces of minor structures, as defined in Section 51-1.02, "Minor Structures," shall be cured by the water method,the forms-in-place method or the curing compound method. When deemed necessary by the Engineer during periods of hot weather, water shall be applied to concrete surfaces being cured by the curing compound method or by the forms-in-place method, until the Engineer determines that a cooling effect is no longer required. Application of water for this purpose will be paid for as extra work as provided in Section 4-1.03D,"Extra Work." 90-7.04 CURING PRECAST CONCRETE MEMBERS Precast concrete members shall be cured in conformance with any of the methods specified in Section 90-7.01, "Methods of Curing." Curing shall be provided for the minimum time specified for each method or until the concrete reaches its design strength, whichever is less. Steam curing may also be used for precast members and shall conform to the following provisions: A. After placement of the concrete, members shall be held for a minimum 4-hour presteaming period. If the ambient air temperature is below 50°F,steam shall be applied during the presteaming period to hold the air surrounding the member at a temperature between 50°F and 90°F. B. To prevent moisture loss on exposed surfaces during the presteaming period,members shall be covered as soon as possible after casting or the exposed surfaces shall be kept wet by fog spray or wet blankets. C. Enclosures for steam curing shall allow free circulation of steam about the member and shall be constructed to contain the live steam with a minimum moisture loss. The use of tarpaulins or similar flexible covers will be permitted,provided they are kept in good repair and secured in such a manner as to prevent the loss of steam and moisture. D. Steam at the jets shall be at low pressure and in a saturated condition. Steam jets shall not impinge directly on the concrete, test cylinders, or forms. During application of the steam, the temperature rise within the enclosure shall not exceed 40 °F per hour. The curing temperature throughout the enclosure shall not exceed 150 °F and shall be maintained at a constant level for a sufficient time necessary to develop the required transfer strength. Control cylinders shall be covered to prevent moisture loss and shall be placed in a location where temperature is representative of the average temperature of the enclosure. E. Temperature recording devices that will provide an accurate, continuous, permanent record of the curing temperature shall be provided. A minimum of one temperature recording device per 200 feet of continuous bed length will be required for checking temperature. F. Members in pretension beds shall be detensioned immediately after the termination of steam curing while the concrete and forms are still warm, or the temperature under the enclosure shall be maintained above 60 °F until the stress is transferred to the concrete. G. Curing of precast concrete will be considered completed after termination of the steam curing cycle. 90-7.06 CURING SLOPE PROTECTION Concrete slope protection shall be cured in conformance with any of the methods specified in Section 90-7.01, "Methods of Curing." Concreted-rock slope protection shall be cured in conformance with any of the methods specified in Section 90- 7.01,"Methods of Curing," with a blanket of earth kept wet for 72 hours, or by sprinkling with a fine spray of water every 2 hours during the daytime for a period of 3 days. ' 90-7.07 CURING MISCELLANEOUS CONCRETE WORK Exposed surfaces of curbs shall be cured by pigmented curing compounds as specified in Section 90-7.01B, "Curing Compound Method." Concrete sidewalks, gutter depressions, island paving, curb ramps,driveways,and other miscellaneous concrete areas shall be cured in conformance with any of the methods specified in Section 90-7.01,"Methods of Curing." Shotcrete shall be cured for at least 72 hours by spraying with water, by a moist earth blanket, or by any of the methods provided in Section 90-7.01,"Methods of Curing." Mortar and grout shall be cured by keeping the surface damp for 3 days. After placing, the exposed surfaces of sign structure foundations, including pedestal portions, if constructed, shall be cured for at least 72 hours by spraying with water, by a moist earth blanket, or by any of the methods provided in Section 90-7.01,"Methods of Curing." 90-8 PROTECTING CONCRETE 90-8.01 GENERAL In addition to the provisions in Section 7-1.16, "Contractor's Responsibility for the Work and Materials," the Contractor shall protect concrete as provided in this Section 90-8. If required by the Engineer, the Contractor shall submit a written outline of the proposed methods for protecting the concrete. The Contractor shall protect concrete from damage from any cause, which shall include, but not be limited to: rain,heat,cold, wind,Contractor's actions,and actions of others. Concrete shall not be placed on frozen or ice-coated ground or subgrade nor on ice-coated forms, reinforcing steel,structural steel,conduits,precast members,or construction joints. Under rainy conditions,placing of concrete shall be stopped before the quantity of surface water is sufficient to damage surface mortar or cause a flow or wash of the concrete surface, unless the Contractor provides adequate protection against damage. Concrete that has been frozen or damaged by other causes,as determined by the Engineer,shall be removed and replaced by the Contractor at the Contractor's expense. 90-8.02 PROTECTING CONCRETE STRUCTURES Structure concrete and shotcrete used as structure concrete shall be maintained at a temperature of not less than 45 °F for 72 hours after placing and at not less than 40°F for an additional 4 days. 90-9 COMPRESSIVE STRENGTH 90-9.01 GENERAL Concrete compressive strength requirements consist of a minimum strength that shall be attained before various loads or stresses are applied to the concrete and, for concrete designated by compressive strength, a minimum strength at the age of 28 days or at the age otherwise allowed in Section 90-1.01, "Description." The various , . strengths required are specified in these specifications or the special provisions or are shown on the plans. The compressive strength of concrete will be determined from test cylinders that have been fabricated from concrete sampled in conformance with the requirements of California Test 539. Test cylinders will be molded and initially field cured in conformance with California Test 540. Test cylinders will be cured and tested after receipt at the testing laboratory in conformance with the requirements of California Test 521. A strength test shall consist of the average strength of 2 cylinders fabricated from material taken from a single load of concrete, except that, if any cylinder should show evidence of improper sampling, molding, or testing, that cylinder shall be discarded and the strength test shall consist of the strength of the remaining cylinder. When concrete compressive strength is specified as a prerequisite to applying loads or stresses to a concrete structure or member, test cylinders for other than steam cured concrete will be cured in conformance with Method 1 of California Test 540. The compressive strength of concrete determined for these purposes will be evaluated on the basis of individual tests. When concrete is designated by compressive strength rather than by cementitious material content, the concrete strength to be used as a basis for acceptance of other than steam cured concrete will be determined from cylinders cured in conformance with Method 1 of California Test 540. If the result of a single compressive strength test at the maximum age specified or allowed is below the specified strength but is 95 percent or more of the specified strength,the Contractor shall make corrective changes,subject to approval of the Engineer,in the mix proportions or in the concrete fabrication procedures,before placing additional concrete, and shall pay to the State$10 for each in- place cubic yard of concrete represented by the deficient test. If the result of a single compressive strength test at the maximum age specified or allowed is below 95 percent of the specified strength,but is 85 percent or more of the specified strength, the Contractor shall make t ' corrective changes specified above, and shall pay to the State $::' , .. jl ' e for each in-place cubic yard of concrete represented by the deficient test. In addition, such corrective changes shall be made when the compressive strength of concrete tested at 7 days indicates, in the judgment of the Engineer,that the concrete will not attain the required compressive strength at the maximum age specified or allowed. Concrete represented by a single test that indicates a compressive strength of less than 85 percent of the specified 28-day compressive strength will be rejected in conformance with the provisions in Section 6-1.04,"Defective Materials." If the test result indicates that the compressive strength at the maximum age specified or allowed is below the specified strength,but is 85 percent or more of the specified strength, payments to the State as required above shall be made,unless the Contractor,at the Contractor's expense, obtains and submits evidence acceptable to the Engineer that the strength of the concrete placed in the work meets or exceeds the specified 28-day compressive strength. If the test result indicates a compressive strength at the maximum age specified or allowed below 85 percent, the concrete represented by that test will be rejected, unless the Contractor, at the Contractor's expense, obtains and submits evidence acceptable to the Engineer that the strength of the concrete placed in the work is at least 85 percent of the specified strength. If the evidence consists of tests made on cores taken from the work, the cores shall be obtained and tested in conformance with the requirements in ASTM Designation: C 42. No single compressive strength test shall represent more than 320 cubic yards. If a precast concrete member is steam cured, the compressive strength of the concrete will be determined from test cylinders that have been handled and stored in conformance with Method 3 of California Test 540. The compressive strength of steam cured concrete will be evaluated on the basis of individual tests representing specific portions of production. If the concrete is designated by 28-day compressive strength rather than by cementitious material content, the concrete shall be considered to be acceptable whenever its compressive strength reaches the specified 28-day compressive strength provided that strength is reached in not more than the maximum number of days specified or allowed after the member is cast. When concrete has a specified 28-day compressive strength greater than 3,600 pounds per square inch or when prequalification is specified, prequalification of materials, mix proportions, mixing equipment, and procedures proposed for use will be required prior to placement of the concrete. Prequalification shall be accomplished by the submission of acceptable certified test data or trial batch reports by the Contractor. Prequalification data shall be based on the use of materials,mix proportions,mixing equipment,procedures,and size of batch proposed for use in the work. Certified test data, in order to be acceptable, shall indicate that not less than 90 percent of at least 20 consecutive tests exceed the specified strength at the maximum number of days specified or allowed, and none of those tests are less than 95 percent of specified strength. Strength tests included in the data shall be the most recent tests made on concrete of the proposed mix design and all shall have been made within one year of the proposed use of the concrete. Trial batch test reports, in order to be acceptable, shall indicate that the average compressive strength of 5 consecutive concrete cylinders,taken from a single batch, at not more than 28 days (or the maximum age allowed) after molding shall be at least 600 pounds per square inch greater than the specified 28-day compressive strength, and no individual cylinder shall have a strength less than the specified strength at the maximum age specified or allowed. Data contained in the report shall be from trial batches that were produced within one year of the proposed use of specified strength concrete in the project. Whenever air-entrainment is required, the air content of trial batches shall be equal to or greater than the air content specified for the concrete without reduction due to tolerances. Tests shall be performed in conformance with either the appropriate California Test methods or the comparable ASTM test methods. Equipment employed in testing shall be in good condition and shall be properly calibrated. If the tests are performed during the life of the contract, the Engineer shall be notified sufficiently in advance of performing the tests in order to witness the test procedures. The certified test data and trial batch test reports shall include the following information: A. Date of mixing. B. Mixing equipment and procedures used. C. The size of batch in cubic yards and the weight,type,and source of all ingredients used. D. Penetration or slump(if the concrete will be placed under water or placed in cast-in-place concrete piles)of the concrete. E. The air content of the concrete if an air-entraining admixture is used. F. The age at time of testing and strength of all concrete cylinders tested. Certified test data and trial batch test reports shall be signed by an official of the firm that performed the tests. ri • 110 Y. X. When approved by the Engineer, concrete from trial batches may be used in the work at locations where concrete of a lower quality is required and the concrete will be paid for as the type of concrete required at that location. After materials,mix proportions,mixing equipment,and procedures for concrete have been prequalified for use, additional prequalification by testing of trial batches will be required prior to making changes that, in the judgment of the Engineer,could result in a strength of concrete below that specified. The Contractor's attention is directed to the time required to test trial batches and the Contractor shall be responsible for production of trial batches at a sufficiently early date so that the progress of the work is not delayed. When precast concrete members are manufactured at the plant of an established manufacturer of precast concrete members, the mix proportions of the concrete shall be determined by the Contractor, and a trial batch and prequalification of the materials,mix proportions,mixing equipment,and procedures will not be required. 90-10 MINOR CONCRETE 90-10.01 GENERAL Concrete for minor structures, slope paving, curbs, sidewalks and other concrete work, when designated as minor concrete on the plans, in the specifications, or in the contract item, shall conform to the provisions specified herein. The Engineer, at the Engineer's discretion, will inspect and test the facilities, materials and methods for producing the concrete to ensure that minor concrete of the quality suitable for use in the work is obtained. Before using minor concrete or in advance of revising the mix proportions, the Contractor shall submit in writing to the Engineer a copy of the mix design. When required by the following table,the Contractor shall include compressive strength test results verifying the minimum specified compressive strength: SCM Test Submittal Required Fly Ash used alone When portland cement content<350 Ibs/cy "' GGBFS used alone When portland cement content<250 lbs/cy Natural Pozzolan used alone When portland cement content<350 Ibs/cy More than 1 SCM Always Tests shall be performed by an ACI certified technician. 90-10.02 MATERIALS Minor concrete shall conform to the following requirements: 90-10.02A Cementitious Material Cementitious material shall conform to the provisions in Section 90-1.01, "Description," and 90-2, "Materials." 90-10.02B Aggregate Aggregate shall be clean and free from deleterious coatings,clay balls,roots,and other extraneous materials. Use of crushed concrete or reclaimed aggregate is acceptable only if the aggregate satisfies all aggregate requirements. The Contractor shall submit to the Engineer for approval,a grading of the combined aggregate proposed for use in the minor concrete. After acceptance of the grading,aggregate furnished for minor concrete shall conform to that grading,unless a change is authorized in writing by the Engineer. The Engineer may require the Contractor to furnish periodic test reports of the aggregate grading furnished. The maximum size of aggregate used shall be at the option of the Contractor,but in no case shall the maximum size be larger than 1-1/2-inch or smaller than 3/4 inch. The Engineer may waive, in writing, the gradation requirements in this Section 90-10.02B, if, in the Engineer's opinion,the furnishing of the gradation is not necessary for the type or amount of concrete work to be constructed. 90-10.02C Water Water used for washing, mixing, and curing shall be free from oil, salts, and other impurities that would discolor or etch the surface or have an adverse affect on the quality of the concrete. 90-10.02D Admixtures The use of admixtures shall conform to the prow -,:'ins in Section 90-4, "Admixtures." f 1 90-10.03 PRODUCTION Cementitious material, water, aggregate, and admixtures shall be stored, proportioned, mixed, transported, and discharged in conformance with recognized standards of good practice that will result in concrete that is thoroughly and uniformly mixed, that is suitable for the use intended, and that conforms to requirements specified herein. Recognized standards of good practice are outlined in various industry publications such as are issued by American Concrete Institute,AASHTO,or the Department. The cementitious material content of minor concrete shall conform to the provisions in Section 90-1.01, "Description." The amount of water used shall result in a consistency of concrete conforming to the provisions in Section 90- 6.06, "Amount of Water and Penetration." Additional mixing water shall not be incorporated into the concrete during hauling or after arrival at the delivery point,unless allowed by the Engineer. Discharge of ready-mixed concrete from the transporting vehicle shall be made while the concrete is still plastic and before stiffening occurs. An elapsed time of 1.5 hours (one hour in non-agitating hauling equipment), or more than 250 revolutions of the drum or blades,after the introduction of the cementitious material to the aggregates,or a temperature of concrete of more than 90 °F will be considered conditions contributing to the quick stiffening of concrete. The Contractor shall take whatever action is necessary to eliminate quick stiffening, except that the addition of water will not be permitted. The required mixing time in stationary mixers shall be not less than 50 seconds or more than 5 minutes. The minimum required revolutions at mixing speed for transit-mixed concrete shall be not less than that recommended by the mixer manufacturer,and shall be increased, if necessary, to produce thoroughly and uniformly mixed concrete. When a high range water-reducing admixture is added to the concrete at the job site, the total number of revolutions shall not exceed 300. Each load of ready-mixed concrete shall be accompanied by a weighmaster certificate that shall be delivered to the Engineer at the discharge location of the concrete,unless otherwise directed by the Engineer. The weighmaster certificate shall be clearly marked with the date and time of day when the load left the batching plant and, if hauled in truck mixers or agitators,the time the mixing cycle started. A Certificate of Compliance conforming to the provisions in Section 6-1.07, "Certificates of Compliance," shall be furnished to the Engineer, prior to placing minor concrete from a source not previously used on the contract, stating that minor concrete to be furnished meets contract requirements, including minimum cementitious material content specified. 90-10.04 CURING MINOR CONCRETE Curing minor concrete shall conform to the provisions in Section 90-7,"Curing Concrete." 90-10.05 PROTECTING MINOR CONCRETE Protecting minor concrete shall conform to the provisions in Section 90-8, "Protecting Concrete," except the concrete shall be maintained at a temperature of not less than 40°F for 72 hours after placing. 90-10.06 MEASUREMENT AND PAYMENT Minor concrete will be measured and paid for in conformance with the provisions specified in the various sections of these specifications covering concrete construction when minor concrete is specified in the specifications,shown on the plans,or indicated by contract item in the Engineer's Estimate. 90-11 MEASUREMENT AND PAYMENT 90-11.01 MEASUREMENT Portland cement concrete will be measured in conformance with the provisions specified in the various sections of these specifications covering construction requiring concrete. For concrete measured at the mixer,the volume in cubic feet shall be computed as the total weight of the batch in pounds divided by the density of the concrete in pounds per cubic foot. The total weight of the batch shall be calculated as the sum of all materials, including water, entering the batch. The density of the concrete will be determined in conformance with the requirements in California Test 518. 90-11.02 PAYMENT Portland cement concrete will be paid for in conformance with the provisions specified in the various sections of these specifications covering construction requiring cg,crete. II)15 ;', .4 Full compensation for furnishing and incorporating admixtures required by these specifications or the special provisions will be considered as included in the contract prices paid for the concrete involved and no additional compensation will be allowed therefor. Should the Engineer order the Contractor to incorporate any admixtures in the concrete when their use is not required by these specifications or the special provisions, furnishing the admixtures and adding them to the concrete will be paid for as extra work as provided in Section 4-1.03D,"Extra Work." Should the Contractor use admixtures in conformance with the provisions in Section 90-4.05, "Optional Use of Chemical Admixtures," or Section 90-4.07, "Optional Use of Air-entraining Admixtures," or should the Contractor request and obtain permission to use other admixtures for the Contractor's benefit, the Contractor shall furnish those admixtures and incorporate them into the concrete at the Contractor's expense and no additional compensation will be allowed therefor. AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 92 ASPHALTS (Issued 01-20-12) , Replace Section 92 with: SECTION 92 ASPHALTS 92-1.01 DESCRIPTION Asphalt is refined petroleum or a mixture of refined liquid asphalt and refined solid asphalt that are prepared from crude petroleum. Asphalt is: 1. Free from residues caused by the artificial distillation of coal,coal tar,or paraffin 2. Free from water 3. Homogeneous 92-1.02 MATERIALS GENERAL Furnish asphalt under the Department's "Certification Program for Suppliers of Asphalt." The Department ,. maintains the program requirements,procedures,and a list of approved suppliers at: http://www.dot.ca.gov/hq/esc/Translab/fpm/fpmcoc.htm Transport, store,use,and dispose of asphalt safely. Prevent the formation of carbonized particles caused by overheating asphalt during manufacturing or construction. GRADES Performance graded(PG)asphalt binder is: v, Performance Graded Asphalt Binder Specification Grade Property AASHTO PG Test PG PG PG PG Method 58-22 a 64-10 64-16 64-28 70-10 Original Binder Flash Point,Minimum°C T 48 230 230 230 230 230 Solubility,Minimum%b T 44 99 99 99 99 99 Viscosity at 135°C,C T 316 Maximum,Pas 3.0 3.0 3.0 3.0 3.0 Dynamic Shear, T 315 Test Temp.at 10 rad/s,°C 58 64 64 64 70 Minimum G*/sin(delta),kPa 1.00 1.00 1.00 1.00 1.00 Maximum G*/sin(delta),kPa 2.00 2.00 2.00 2.00 2.00 RTFO Test,e T 240 Mass Loss,Maximum,% 1.00 1.00 1.00 1.00 1.00 RTFO Test Aged Binder Dynamic Shear, T 315 Test Temp.at 10 rad/s,°C 58 64 64 64 70 Minimum G*/sin(delta),kPa 2.20 2.20 2.20 2.20 2.20 Ductility at 25°C T 51 Minimum,cm 75 75 75 75 75 PAV t Aging, R 28 Temperature,°C 100 100 100 100 110 RTFO Test and PAV Aged Binder Dynamic Shear, T 315 Test Temp. at 10 rad/s,°C 22 d 31 d 28 d 22 d 34 d Maximum G*sin(delta),kPa 5000 5000 5000 5000 5000 Creep Stiffness, T 313 Test Temperature,°C -12 0 -6 18 0 Maximum S-value,Mpa 300 300 300 300 300 Minimum M-value 0.300 0.300 0.300 0.300 0.300 Notes: a. Use as asphalt rubber base stock for high mountain and high desert area. b. The Engineer waives this specification if the supplier is a Quality Supplier as defined by the Department's "Certification Program for Suppliers of Asphalt." c. The Engineer waives this specification if the supplier certifies the asphalt binder can be adequately pumped and mixed at temperatures meeting applicable safety standards. d. Test the sample at 3°C higher if it fails at the specified test temperature. G*sin(delta)remains 5000 kPa maximum. e. "RTFO Test"means the asphaltic residue obtained using the Rolling Thin Film Oven Test,AASHTO Test Method T 240 or ASTM Designation: D 2872. The residue from mass change determination may be used for other tests. f. "PAV"means Pressurized Aging Vessel. Performance graded polymer modified asphalt binder(PG Polymer Modified)is: _ , 4 ,lli ' Vii' Performance Graded Polymer Modified Asphalt Binder a Specification Grade Property AASHTO Test Method PG PG PG 58-34 PM 64-28 PM 76-22 PM Original Binder Flash Point,Minimum°C T 48 230 230 230 Solubility,Minimum%b T 44° 98.5 98.5 98.5 Viscosity at 135°C,d T 316 Maximum,Pa•s 3'0 3.0 3.0 Dynamic Shear, T 315 Test Temp. at 10 rad/s,°C 58 64 76 Minimum G*/sin(delta),kPa 1.00 1.00 1.00 RTFO Test, T 240 Mass Loss,Maximum, % 1.00 1.00 1.00 RTFO Test Aged Binder Dynamic Shear, T 315 Test Temp. at 10 rad/s,°C 58 64 76 Minimum G*/sin(delta),kPa 2.20 2.20 2.20 Dynamic Shear, T 315 No Test Temp.at 10 rad/s, °C Note e Note e Note e Maximum(delta),% 80 80 80 Elastic Recovery', T 301 Test Temp., °C 25 25 25 Minimum recovery, % 75 75 65 PAVg Aging, R 28 Temperature, °C 100 100 110 RTFO Test and PAV Aged Binder Dynamic Shear, T 315 Test Temp.at 10 rad/s, °C 16 22 31 Maximum G*sin(delta),kPa 5000 5000 5000 Creep Stiffness, T 313 Test Temperature,°C -24 -18 -12 Maximum S-value,MPa 300 300 300 Minimum M-value 0.300 0.300 0.300 Notes: a. Do not modify PG Polymer Modified using acid modification. b. The Engineer waives this specification if the supplier is a Quality Supplier as defined by the "' ' Department's "Certification Program for Suppliers of Asphalt." c. The Department allows ASTM D 5546 instead of AASHTO T 44 ' d. The Engineer waives this specification if the supplier certifies the asphalt binder can be adequately pumped and mixed at temperatures meeting applicable safety standards. e. Test temperature is the temperature at which G*/sin(delta) is 2.2 kPa. A graph of log G*/sin(delta) plotted against temperature may be used to determine the test temperature when G*/sin(delta)is 2.2 kPa. A graph of(delta)versus temperature may be used to determine delta at the temperature when G*/sin(delta) is 2.2 kPa. The Engineer also accepts direct measurement of(delta)at the temperature when G*/sin(delta)is 2.2 kPa. f. Tests without a force ductility clamp may be performed. g. "PAV"means Pressurized Aging Vessel. SAMPLING Provide a sampling device in the asphalt feed line connecting the plant storage tanks to the asphalt weighing system or spray bar. Make the sampling device accessible between 24 and 30 inches above the platform. Provide a receptacle for flushing the sampling device. Include with the sampling device a valve: ,i•.' 1. Between 1/2 and 3/4 inch in diameter u .Fy' 2. Manufactured in a manner that a one-quart sample may be taken slowly at any time during plant operations 3. Maintained in good condition Replace failed valves. In the Engineer's presence, take 2 one-quart samples per operating day. Provide round, friction top, one-quart containers for storing samples. 92-1.03 EXECUTION If asphalt is applied, you must comply with the heating and application specifications for liquid asphalt in Section 93,"Liquid Asphalts." AAAAAAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAA SECTION 95 EPDXY (Issued 06-05-09) Replace the table in Section 95-2.11 with: Characteristics of Adhesive: California Testa Test Requirement Brookfield Viscosity,No. 3 434,Part 4 0.9 max. Spindle at 20 rpm,Poise at 77°F Gel time,minutes 434,Part 1 2 to 15 Slant Shear Strength on Dry 434,Part 5b 3,000 min. Concrete,psi,after 4 days of cure in air at 77°F+2°F Slant Shear Strength on Wet 434,Part 5b 1,700 min. Concrete,psi,after 4 days of cure in air at 77°F+2°F Tensile Strength,psi 434,Part 7,except test after 4 days 4,500 min. of cure at 77°F+2°F Elongation,% 434,Part 7,except test after 4 days 10 max. of cure at 77°F+2°F a The mixing ratio used will be that recommended by the manufacturer. b For slant shear strength on concrete,delete Sections B-1 and B-5 of California Test 434,Part 5. For dry concrete, use Step"2"below only. For wet concrete,use both Steps"1" &"2": 1. Soak blocks in water for 24 hours at 77°F f2°F. Remove and wipe off excess water. 2. Mix epoxy as described in California Test 434, Part 1, and apply a coat approximately 0.010-inch thick to each diagonal surface. Place four 0.125-inch square pieces of shim stock 0.012-inch thick on one block to control final film thickness. Before pressing the coated surfaces together, leave the blocks so that the coated surfaces are horizontal until the epoxy reacts slightly to prevent excessive flow. � u CONTRACT AGREEMENT AGREEMENT CITY OF SAN BERNARDINO THIS AGREEMENT is made and concluded this day of , 20 , between the City of San Bernardino(owner and hereinafter"CITY"),and (hereinafter"CONTRACTOR"). 1. For and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by the CITY, and under the conditions expressed in the bond as deposited with the CITY, receipt of which is hereby acknowledged, the CONTRACTOR agrees with the CITY, at the CONTRACTOR's own proper cost and expense in the Special Provisions to be furnished by the CITY,to furnish all materials,tools and equipment and perform all the work necessary to complete in good workmanlike and substantial manner the OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) in strict conformity with Plans and Special Provisions No. 11304 , and also in accordance with Standard Specifications for Public Works/Construction, latest edition in effect on the first day of the advertised "Notice Inviting Sealed Bids" for this project, on file in the Office of the City Engineer, Public Works Department, City of San Bernardino, which said Plans and Special Provisions and Standard Specifications are hereby especially referred to and by such reference made a part hereof. 2. CONTRACTOR agrees to receive and accept the prices as set forth in the Bid Schedule as full compensation for furnishing all materials and doing all the work contemplated and embraced in this agreement; also for all loss or damage arising out of the nature of the work aforesaid or from any unforeseen difficulties or obstructions which may arise or be encountered in the prosecution of the work and for all risks of every description connected with the work; also for all expenses incurred by or in consequence of the suspension or discontinuance of work, and for well and faithfully completing the work and the whole thereof, in the manner and according to the Plans and Special Provisions,and requirements of the Engineer under them. 3. The CONTRACTOR herein covenants by and for himself or herself, his or her heirs, executors, administrators, and assigns, and all persons claiming under or through them, that there shall be no discrimination against or segregation of, any person or group of persons on the basis of race, color, national origin, religion, sex, marital status, or ancestry in the performance of this contract, nor shall the CONTRACTOR or any person claiming under or through him or her, establish or permit any such practice or practices of discrimination or segregation with reference to the selection of subcontractors, vendees, or employees in the performance of this contract. Failure by the CONTRACTOR to carry out these requirements is a material breach of this contract, which may result in the termination of this contract or such other remedy,as recipient deems appropriate. AGREEMENT: OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) 4. CITY hereby promises and agrees with the said CONTRACTOR to employ, and does hereby employ the said CONTRACTOR to provide the materials and to do the work according to the terms and conditions herein contained and referred to, for the prices aforesaid, and hereby contracts to pay the same at the time, in the manner, and upon the conditions above set forth; and the same parties for themselves, their heirs, executors, administrators,and assigns, do hereby agree to the full performance of the covenants herein contained. 5. It is further expressly agreed by and between the parties hereto that should there be any conflict between the terms of this instrument and the bid of said CONTRACTOR, then this instrument shall control and nothing herein shall be considered as an acceptance of said terms of said bid conflicting herewith. IN WITNESS WHEREOF,the parties of these presents have executed this contract in four(4)counterparts, each of which shall be deemed an original in the year and day first above mentioned. CONTRACTOR CITY OF SAN BERNARDINO NAME OF FIRM: ' A ( Inc nSi BY: / ALLEN PARKER City Manager BY: TITLE: ri � �1 ATTEST: MAILING ADDRESS: 3 90.5— CY Girl � ORGEANN NNA e Gr/l Gt (Jc 9 -S J 2- City Clerk PHONE NO.: (/S/) 3 a 3 APPROVED AS TO FORM: ATTEST: ∎• L��9ill 'MES F. PENMAN,City Attorney Secretary 4d4-4(- NOTE: Secretary of the Owner should attest. If Contractor is a corporation,Secretary should attest. PUBLIC WORKS DEPARTMENT ENGINEERING DOCUMENT TRANSMITTAL SHEET TO : CITY CLERK'S OFFICE FROM: MIRELA GRIGORESCU DATE: August 1st ,2013 FILE NO.: 1.7671 SUBJECT: EXHIBIT "A" CONTRACT DOCUMENT PLANS AND SPECIAL PROVISIONS NOS. 11304 INCLUDING PAYMENT & PERFORMANCE BONDS CONTRACT TITLE: OLD WATERMAN CANYON BRIDGE REPAIRS (SS 07-014) RESOLUTION/ ORDINANCE TITLE: RESOLUTION NO. 2013-208 ITEM NO. 5I MCC MEETING DATE: 07-15-2013 RECEIVED BY SUBMITTED TO CLERK'S OFFICE: • r,s DA"ll✓ / /2_ c2f°y wr etS This Bond was Executed in VI', Liberty. Three (3) Identical Counterparts M.utuaL PREMIUM IS FOR CONTRACT TERM SURETY AND IS SUBJECT TO ADJUSTMENT BASED ON FINAL CONTRACT PRICE CONTRACT BOND- CALIFORNIA Bond No. 024050982 FAITHFUL PERFORMANCE- Initial premium charged for this bond is PUBLIC WORK $4,666.00 subject to adjustment upon completion of contract at applicable rate on final contract price. KNOW ALL BY THESE PRESENTS,That Sean Malek Engineering and Construction as Principal, of 43905 Margarita Road, Temecula, CA 92592 and the The Ohio Casualty Insurance Company ,a corporation organized and existing under the laws of the State of New Hampshire and authorized to transact surety business in the State of California,as Surety,are held and firmly bound unto the City of San Bernardino 300 North "D" Street, San Bernardino, CA 92418 in the sum of Two Hundred Forty Four Thousand Four Hundred Thirty Two and 00/100 Dollars(S244,432 .00 )' for the payment whereof,well and truly to be made,said Principal and Surety bind themselves,their heirs,administrators,successors and assigns,jointly and severally,firmly by these presents. THE CONDITION OF THE FOREGOING OBLIGATION IS SUCH,That WHEREAS,the above-bounden Principal has entered into a Contract,dated July 22nd 52013 ,with the City of San Bernardino to do and perform the following work,to-wit: Old Waterman Canyon Bridge Repairs (SS 07-014) NOW,THEREFORE,if the above-bounden Principal shall faithfully perform all the provisions of said Contract,then this obligation shall be void;otherwise to remain in full force and effect. PROVIDED FURTHER THAT,Any suit under this bond must be instituted before the expiration of two(2)years from the date of substantial completion of the work to be performed under the Contract. Signed and sealed this 24th day of July 2013 • Sean Malek Engineering and ConstructionI Principal 01INs04, - 227a: 'o RP 4). 4y 'Sean A. Malekzadek, P ident rn cI 1919 o , Ams? A The Ohio Casualty Insurance Company rya * 1*. By Dwight Reilly Attorney-in-Fact LMS-10815 10/99 ACKNOWLEDGMENT State of California County of Orange ) On July 24. 2013 before me, Susan Pugh, Notary P blio (insert name and title of the officer) personally appeared Dwight Reilly , who proved to me on the basis of satisfactory evidence to be the person(s)whose name(s)is/area subscribed to the within instrument and acknowledged to me that he/sttelthey executed the same in his/health'authorized capacity(iEs), and that by his/twitter signature(s)on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. ,G PUuH WETNESS my hand and official seal. /% , - COMM ;1.�Cd ?9 v '. =( �,y: 1 Notary Pi lio-� Il ,rr,��a C k,,4 -' ORANGE CO 'NTY ,;. My Comm. xPlreApr °. j � _ Signature � %�-2 L`C (Seal) ----- Susan Pugh THIS POWER OF ATTORNEY IS NOT VALID UNLESS IT IS PRINTED ON RED BACKGROUND. Bond No. 024050982 This Power of Attorney limits the acts of those named herein,and they have no authority to bind the Company except in the manner and to the extent ere in stated.No. 5903369 American Fire and Casualty Company Liberty Mutual Insurance Company The Ohio Casualty Insurance Company West American Insurance Company POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: That American Fire&Casualty Company and The Ohio Casualty Insurance Company are corporations duly organized under the laws of the State of New Hampshire,that Liberty Mutual Insurance Company is a corporation duly organized under the laws of the State of Massachusetts,and West American Insurance Company is a corporation duly organized under the laws of the State of Indiana(herein collectively called the"Companies"),pursuant to and by authority herein set forth,does hereby name,constitute and appoint, Daniel Huckabay,Arturo Ayala,Dwight Reilly,Andrew Waterbury all of the city of Orange ,state of CA each individually if there be more than one named,its true and lawful attorney-in-fact to make,execute,seal,acknowledge and deliver,for and on its behalf as surety and as its act and deed,any and all undertakings,bonds,recognizances and other surety obligations,in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF,this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed thereto this 19th day of December ,2012 eit American Fire and Casualty Company -a The Ohio Casualty Insurance Company N o Liberty Mutual Insurance Company a) O West American Insurance Company = Q co y = ,C d ... By: A C y N " Gregory .Davenport,Assistant Secretary C .0 C STATE OF WASHINGTON ss C COUNTY OF KING O � O dco On this 19th day of December 2012 ,before me personally appeared Gregory W. Davenport,who acknowledged himself to be the Assistant Secretary of American v F.. o e Fire and Casualty Company,Liberty Mutual Insurance Company,The Ohio Casualty Company,and West American Insurance Company,and that he,as such,being authorized so to do, >W C execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. _ y > IN WITNESS WHEREOF,I have hereunto subscribed my name and affixed my notarial seal at Seattle,Washington,on the day and year first above written. 8 tZ ar°1 a1 w .o By; � o c-y KD Riley,Not Public y Sal • L6 d co C co This Power of Attorney is made and executed pursuant to and by authority of the following By-laws and Authorizations of American Fire and Casualty Company,The Ohio Casualty Insurance en e oc`" Company,Liberty Mutual Insurance Company,and West American Insurance Company which resolutions are now in full force and effect reading as follows: r Co CO iARTICLE IV-OFFICERS-Section 12.Power of Attorney.Any officer or other official of the Corporation authorized for that purpose in writing by the Chairman or the President,and subject p d ar to such limitation as the Chairman or the President may prescribe,shall appoint such attorneys-in-fact,as may be necessary to act in behalf of the Corporation to make,execute,seal, �,O O C acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact,subject to the limitations set forth in their respective 1 E m powers of attorney,shall have full power to bind the Corporation by their signature and execution of any such instruments and to attach thereto the seal of the Corporation. When so 1-5 a ; executed,such instruments shall be as binding as if signed by the President and attested to by the Secretary.Any power or authority granted to any representative or attomey-in-fact under >c the provisions of this article may be revoked at any time by the Board,the Chairman,the President or by the officer or officers granting such power or authority. Z e' i c� ARTICLE XIII-Execution of Contracts-SECTION 5.Surety Bonds and Undertakings.Any officer of the Company authorized for that purpose in writing by the chairman or the president, E 1I > L and subject to such limitations as the chairman or the president may prescribe,shall appoint such attorneys-in-fact,as may be necessary to act in behalf of the Company to make,execute, i.M seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact subject to the limitations set forth in their 1E o? ZC.) respective powers of attorney,shall have full power to bind the Company by their signature and execution of any such instruments and to attach thereto the seal of the Company. When so v o I executed such instruments shall be as binding as if signed by the president and attested by the secretary. O to Certificate of Designation-The President of the Company,acting pursuant to the Bylaws of the Company,authorizes Gregory W.Davenport,Assistant Secretary to appoint such I-r attorneys-in-fact as may be necessary to act on behalf of the Company to make,execute,seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Authorization-By unanimous consent of the Company's Board of Directors,the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company,wherever appearing upon a certified copy of any power of attorney issued by the Company in connection with surety bonds,shall be valid and binding upon the Company with the same force and effect as though manually affixed. I,David M.Carey,the undersigned,Assistant Secretary,of American Fire and Casualty Company,The Ohio Casualty Insurance Company,Liberty Mutual Insurance Company,and West American Insurance Company do hereby certify that the original power of attorney of which the foregoing is a full,true and correct copy of the Power of Attorney executed by said Companies, is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF,I have hereunto set my hand and affixed the seals of said Companies this 24 thday of July ,2013_. By: . , . . . , David M.Carey,Assistant Secretary 173 of 251 LMS 12873 092012 A This Bond was Executed in s ' Libert Three (3) Identical Counterparts T `w' PREMIUM IS FOR CONTRACT TERM Mutual. AND IS SUBJECT TO ADJUSTMENT SURETY BASED ON FINAL CONTRACT PRICE Bond No. 024050982 CONTRACT BOND-CALIFORNIA PAYMENT BOND KNOW ALL BY THESE PRESENTS,That we, Sean Malek Engineering and Construction 43905 Margarita Road, Temecula, CA 92592 and the The Ohio Casualty Insurance Company ,a corporation organized and existing under the laws of the State of New Hampshire and authorized to transact surety business in the State of California,as Surety,are held and firmly bound unto the City of San Bernardino, 300 North "D" Street, San Bernardino, CA 92418 ,as Obligee, in the sum of Two Hundred Forty Four Thousand Four Hundred Thirty Two and 00/100 Dollars( $244,432 . 00 ), for the payment whereof, well and truly to be made, said Principal and Surety bind themselves, their heirs, administrators, successors and assigns,jointly and severally,firmly by these presents. THE CONDITION OF THE FOREGOING OBLIGATION IS SUCH,That WHEREAS,the above-bounden Principal has entered into a contract,dated 22nd day of July , 2013 ,with the Obligee to do and perform the following work,to-wit: Old Waterman Canyon Bridge Repairs (SS 07-014) NOW,THEREFORE, if the above-bounden Principal or his/her subcontractors fail to pay any of the persons named in Section 3181 of the Civil Code of the State of California, or amounts due under the Unemployment Insurance Code with respect to work or labor performed under the Contract, or any amounts required to be deducted, withheld and paid over to the Franchise Tax Board from the wages of employees of the Principal or his/her subcontractors pursuant to Section 18806 of the Revenue and Taxation Code, with respect to such work and labor,Surety will pay for the same,in an amount not exceeding the amount specified in this bond, and also, in case suit is brought upon this bond,a reasonable attorney's fee,to be fixed by the court. This bond shall inure to the benefit of any and all persons,companies or corporations entitled to file claims under Section 3181 of the Civil Code of the State of California,so as to give a right of action to them or their assigns in any suit brought upon this bond. Signed,sealed and dated this 24th day of July 2013 • Sean Malek Engineering and Construction Principal. Sean A Malekzadek, President No premium is charged for this bond. It is executed in connection with a bond for the performance of the contract. / G %/�r ty inrsUR yJ ¢POR��"ly 21919° The Ohio Casualty Insurance Company o o, Haraas�da By Dwight Reilly Attorney-in-Fact LMS-10816 10/99 ACKNOWLEDGMENT State of California County of orange ) On July 24. 2013 before me, Susan Pugh. Notary Public (insert name and title of the officer) personally appeared Dwight Reilly who proved to me on the basis of satisfactory evidence to be the person(s)whose name(s)is/ara subscribed to the within instrument and acknowledged to me that he/s#tettbay executed the same in histhimilmeir authorized capacity(iES), and that by hisitte#their,signature(s)on the instrument the person(s), or the entity upon behalf of which the person(%) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. SUSAN PG ii WETNESS my hand and official seal. ��, cop1 H (4 r: iJc ary Put, ;' al: n a 01- NCE COUNTY NlyCemm Expires Apr 29.2015 Signature '_41, a �° �� (Seal) Susan Pugh THIS POWER OF ATTORNEY IS NOT VALID UNLESS IT IS PRINTED ON RED BACKGROUND. Bond No. 024050982 i ,This Pbwhr of Attorney limits the acts of those named herein,and they have no authority to bind the Company except in the manner and to the extent hereon scat d. 5903368 American Fire and Casualty Company Liberty Mutual Insurance Company The Ohio Casualty Insurance Company West American Insurance Company POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: That American Fire&Casualty Company and The Ohio Casualty Insurance Company are corporations duly organized under the laws of the State of New Hampshire,that Liberty Mutual Insurance Company is a corporation duly organized under the laws of the State of Massachusetts,and West American Insurance Company is a corporation duly organized under the laws of the State of Indiana(herein collectively called the"Companies"),pursuant to and by authority herein set forth,does hereby name,constitute and appoint, Daniel Huckabay,Arturo Ayala,Dwight Reilly,Andrew Waterbury all of the city of Orange ,state of CA each individually if them be more than one named,its true and lawful attomey-in-fact to make,execute,seal,acknowledge and deliver,for and on its behalf as surety and as its act and deed,any and all undertakings,bonds,recognizances and other surety obligations,in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF,this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed I thereto this 19th day of December 2012 American Fire and Casualty Company - e The Ohio Casualty Insurance Company 'o Liberty Mutual Insurance Company O West American Insurance Company Q. m ,c m y: Gregory V.Davenport,Assistant Secretary Q C STATE OF WASHINGTON SS - ... COUNTY OF KING - yim On this 19th day of December 2012 ,before me personally appeared Gregory W. Davenport,who acknowledged himself to be the Assistant Secretary of American v c) m Fire and Casualty Company,Liberty Mutual Insurance Company,The Ohio Casualty Company,and West American Insurance Company,and that he,as such,being authorized so to do, >, CD C.2 execute the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. L y > IN WITNESS WHEREOF,I have hereunto subscribed my name and affixed my notarial seal at Seattle,Washington,on the day and year first above written. 0 N= Q 'y KD Riley,Not Public N • RS O i C - mc a - _ � ` This Power of Attorney is made and executed pursuant to and by authority of the following By-laws and Authorizations of American Fire and Casualty Company,The Ohio Casualty Insurance = H Company,Liberty Mutual Insurance Company,and West American Insurance Company which resolutions are now in full force and effect reading as follows: �, •• R i ARTICLE IV-OFFICERS-Section 12.Power of Attorney.Any officer or other official of the Corporation authorized for that purpose in writing by the Chairman or the President,and subject p a> to such limitation as the Chairman or the President may prescribe,shall appoint such attorneys-in-fact,as may be necessary to act in behalf of the Corporation to make,execute,seal, O E acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact,subject to the limitations set forth in their respective powers of attorney,shall have full power to bind the Corporation by their signature and execution of any such instruments and to attach thereto the seal of the Corporation. When so executed,such instruments shall be as binding as if signed by the President and attested to by the Secretary.Any power or authority granted to any representative or attorney-in-fact under > C ' `�- �- the provisions of this article may be revoked at any time by the Board,the Chairman,the President or by the officer or officers granting such power or authority. t 73 V '� = ARTICLE XIII-Execution of Contracts-SECTION 5.Surety Bonds and Undertakings.Any officer of the Company authorized for that purpose in writing by the chairman or the president, > i and subject to such limitations as the chairman or the president may prescribe,shall appoint such attorneys-in-fact,as may be necessary to act in behalf of the Company to make,execute, seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Such attorneys-in-fact subject to the limitations set forth in their C • Zv respective powers of attorney,shall have full power to bind the Company by their signature and execution of any such instruments and to attach thereto the seal of the Company. When so g - executed such instruments shall be as binding as if signed by the president and attested by the secretary. O Certificate of Designation-The President of the Company,acting pursuant to the Bylaws of the Company,authorizes Gregory W.Davenport,Assistant Secretary to appoint such ~ attorneys-in-fact as may be necessary to act on behalf of the Company to make,execute,seal,acknowledge and deliver as surety any and all undertakings,bonds,recognizances and other surety obligations. Authorization-By unanimous consent of the Company's Board of Directors,the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company,wherever appearing upon a certified copy of any power of attorney issued by the Company in connection with surety bonds,shall be valid and binding upon the Company with the same force and effect as though manually affixed. I,David M.Carey,the undersigned,Assistant Secretary,of American Fire and Casualty Company,The Ohio Casualty Insurance Company,Liberty Mutual Insurance Company,and West American Insurance Company do hereby certify that the original power of attorney of which the foregoing is a full,true and correct copy of the Power of Attorney executed by said Companies, is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF,I have hereunto set my hand and affixed the seals of said Companies this 24 thday of July ,20 13 . By: ,044 /' David M.Carey,Assistant Secretary 172 of 251 LMS 12873 092012 • AC ORE) CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DWYYYY) klm.../'- 7/19/2013 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE l.tK i Il-ICATE HOLDER. IMPORTANT: if the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER NAME:ACT Jeff Knowles Millennium Corporate Solutions l' i Nra re, (949)857-4500 I rtfc.Nol:(949)857-4800 License # 0C13480 AD E8:JKnowles @mcsins.com 5530 Trabuco Road INSURERS)AFFORDING COVERAGE NAIL p Irvine CA 92620 INSURERA:Great American Assurance Co. 26344 INSURED INSURERB:Golden Eagle Insurance Corp. 10836 Sean Malek Engineering and Construction, INSURER C:State Compensation Ins. Fund 35076 DBA: Sean Malek Engineering INSURERD:Peerless Insurance Company 24198 43905 Margarita Road INSURERE: Temecula CA 92592 INSURER F: COVERAGES CERTIFICATE NUMBER:13-14 GL 12-13 AII/UMB/WC REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDL SUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSR WVD POLICY NUMBER (MMIDDIYYYY) IMMIDD/YYYY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED � PREMISES(Ea occurrence) $ 50,000 A I CLAIMS-MADE I X I OCCUR X GLP4647762 1/9/2013 1/9/2014 MED EXP(Any one person) $ Excluded PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GGEEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 X I POLICY Ill!' n LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT (Ea accident) $ 1,000,000 B X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BA9777072 10/9/2012 10/9/2013 BODILY (Per $ AUTOS AUTOS ( ) X HIRED AUTOS X NON-OWNED PROPERTY DAMAGE - AUTOS (Per accident) $ HIRED $ X UMBRELLA LIAR X OCCUR EACH OCCURRENCE _ $ 4,000,000 A EXCESS UAB CLAIMS-MADE AGGREGATE $ 4,000,000 DED I X I RETENTIONS 0 EXC2101179 3/15/2012 9/1/2013 $ AND MPPLLOYERS LIABILITY Y/N X I TORY I IMITTS I I ER ANY PROPRIETOR/PARTNER/EXECUTIVE' , E.L.EACH ACCIDENT $ 1,000,000 C OFFICER/MEMBER EXCLUDED? N/A (Mandatory in NH) 40-507237-12 10/1/2012 10/1/2013 E.L.DISEASE-EA EMPLOYEE $ 1,000,000 Dyes iprIM under E.L.DISEASE-POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS below D Leased/Rented Equipment IM8798994 10/9/2012 10/9/2013 $150,0001imil $1,000 ded B Auto Physical Damage BA9777072 10/9/2012 10/9/2013 Corte,&Collision $500 ded DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space Is required) Re: old Waterman canyon road bridge repair City of San Bernardino SS 07-014. Certificate holder is named as additional insured as respects General Liability per forms CG2033 and CG2037 attached. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN City of San Bernardino ACCORDANCE WITH THE POLICY PROVISIONS. City Engineer's Office Public Works Department AUTHORIZED REPRESENTATIVE 300 Noth "D" St Third Floor San Bernardino, CA 92418 A Chawki-Bechara/JANI fi �. ACORD 25(2010105) ©1988-2010 ACORD CORPORATION. All rights reserved. INS119R r9nanag)n1 The A/r on nom.and Inn".am rnnictorod mar4c of At?APrl Additional Named Insureds Other Named Insureds Sean Malek Engineering Doing Business As Sean Malek Engineering Doing Business As Sean Malek Engineering and Underground Doing Business As OFAPPINF(02/2007) COPYRIGHT 2007,AMS SERVICES INC • ORIGINAL POLICY CG 20 37 (Ed. 07 04) THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS - COMPLETED OPERATIONS This endorsement modifies insurance provided under the following COMMERCIAL GENERAL LIABILITY COVERAGE PART Schedule Name of Additional Insured Persons) or Organlzation(s): Location and Description of Completed Operations: Any person or organization "Your work" but only for non-residential that "you" and such person or work performed by the insured during organization have agreed in writ 'ng this policy period when required by in a contract that such person or written contract . organization be added as an addi - tional insured on "your" policy, but only for "your non-residentia work" performed by the insured during this policy period Addit one: Premium: Included Information required to complete this Schedule, if not shown above,will be shown in the Declarations. SECTION II -WHO IS AN INSURED is amended to include as an Additional Insured the person(s)or organizations) shown in the Schedule, but only with respect to liability for "bodily injury" or"property damage" caused, in whole or in part, by"your work" at the location designated and described in the schedule of this endorsement performed for that Additional Insured and included in the"products-completed operations hazard." Copyright, ISO Properties, Inc., 2004 CG 20 37 (Ed. 07/04) PRO (Page 1 of 1) ORIGINAL POLICY CG 2033 (Ed 07 04) THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS - AUTOMATIC STATUS WHEN REQUIRED IN CONSTRUCTION AGREEMENT WITH YOU This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL UABILITY COVERAGE PART A. SECTION II - WHO IS AN INSURED is This insurance does not apply to: amended to include as an Additional Insured any person or organization for whom you are 1. "Bodily injury,""property damage"or "per- performing operations when you and such sonal and advertising injury" arising out of person or organization have agreed in writing the rendering of, or the failure to render, in a contract or agreement that such person any professional architectural, engineering or organization be added as an Additional In- or surveying services,including sured on your policy. Such person or or- ganization is an Additional Insured only with a. the preparing, approving, or failing to respect to liability for "bodily injury," "prop- prepare or approve, maps, shop arty damage" or "personal and advertising in- drawings, opinions, reports, surveys, jury"caused, in whole or in part, by field orders, change orders or draw- ings and specifications; or 1. your acts or omissions;or b. supervisory, inspection, architectural or engineering activities. 2. "Bodily injury," or "property damage" oc- 2. the acts or omissions of those acting on curring after. your behalf; a. all work, including materials, parts or equipment furnished in connection in the performance of your ongoing oper- with such work, on the project (other ations for the Additional Insured. than service, maintenance or repairs) to be performed by or on behalf of the Additional Insured(s) at the location A person's or organization's status as an Ad- of the covered operations has been ditional Insured under this endorsement ends completed;or when your operations for that Additional In- b. that portion of sured are completed. P "your work" out of which the injury or damage arises has been put to its intended use by any person or organization other than an- B. With respect to the insurance afforded to other contractor or subcontractor en- these Additional Insureds, the following addi- gaged in performing operations for a tonal exclusions apply: principal as a part of the same project Copyright, ISO Properties, Inc, 2004 CG 20 33 (Ed 07/04) XS