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17-1017_PALP INC., DBA EXCEL PAVING COMPANY_SpecificationsCITY OF SAN JUAN CAPISTRANO COUNTY OF ORANGE STATE OF CALIFORNIA SPECIFICATIONS AND CONTRACT DOCUMENTS FOR DEL OBISPO STREET WIDENING PROJECT CALLE ASPORO TO PASEO DE LA PAZ CIP 16102 �",-74 ---, 2, o! George A varez, P.E., City E4fineer Dat 61147.02100\20950242.3 TABLE OF CONTENTS TABLE OF CONTENTS Page Page NOTICE INVITING BIDS.............................................................................................................5 DEL OBISPO STREET WIDENING PROJECT...........................................................................5 CIP16102...................................................................................................................................5 CALLE ASPORO TO PASEO DE LA PAZ..................................................................................5 00 21 13 — INSTRUCTIONS TO BIDDERS.................................................................................8 ARTICLE 1. SECURING DOCUMENTS.............................................................................8 ARTICLE 2. EXAMINATION OF SITE AND CONTRACT DOCUMENTS ............................8 ARTICLE 3. INTERPRETATION OF DRAWINGS AND DOCUMENTS ..............................8 ARTICLE 4. PRE-BID CONFERENCE...............................................................................9 ARTICLE 5. ADDENDA......................................................................................................9 ARTICLE 6. ALTERNATE BIDS.........................................................................................9 ARTICLE 7. COMPLETION OF BID FORMS.....................................................................9 ARTICLE 8. MODIFICATIONS OF BIDS............................................................................9 ARTICLE 9. SUBCONTRACTORS...................................................................................10 ARTICLE 10. LICENSING REQUIREMENTS...................................................................10 ARTICLE 11. BID GUARANTEE (BOND).........................................................................10 ARTICLE 12. IRAN CONTRACTING ACT OF 2010.........................................................10 ARTICLE 13. NONCOLLUSION DECLARATION.............................................................11 ARTICLE 14. PUBLIC WORKS CONTRACTOR REGISTRATION CERTIFICATION .....................................................................................................11 ARTICLE 15. BIDDER INFORMATION AND EXPERIENCE FORM.................................11 ARTICLE 16. WORKERS' COMPENSATION CERTIFICATION.......................................11 ARTICLE 17. SIGNING OF BIDS.....................................................................................12 ARTICLE 18. SUBMISSION OF SEALED BIDS...............................................................12 ARTICLE 19. OPENING OF BIDS....................................................................................12 ARTICLE 20. WITHDRAWAL OF BID...............................................................................13 ARTICLE 21. BIDDERS INTERESTED IN MORE THAN ONE BID..................................13 ARTICLE 22. SUBSTITUTION OF SECURITY.................................................................13 ARTICLE 23. PREVAILING WAGES................................................................................13 ARTICLE 24. INSURANCE REQUIREMENTS.................................................................14 <Month> <Year> _I_ TABLE OF CONTENTS 61147.02100\20950242.3 TABLE OF CONTENTS (Continued) Page ARTICLE 25. PERFORMANCE BOND AND PAYMENT BOND ARTICLE 1. REQUIREMENTS ....................................................................................................14 ARTICLE 2. ARTICLE 26. SALES AND OTHER APPLICABLE TAXES, PERMITS, ARTICLE 3. LICENSES AND FEES............................................................................................14 ARTICLE 27. PERMIT AND INSPECTION FEE ALLOWANCE........................................14 ARTICLE 4. ARTICLE 28. FILING OF BID PROTESTS.......................................................................14 ARTICLE 5. ARTICLE 29. BASIS OF AWARD; BALANCED BID.........................................................15 OFWORK...............................................................................................................59 ARTICLE 30. AWARD PROCESS....................................................................................15 MOBILIZATION............................................................................................60 ARTICLE 31. EXECUTION OF CONTRACT....................................................................15 EXISTENCE OF UTILITIES AT THE WORK SITE........................................61 ARTICLE 32. QUESTIONS...............................................................................................15 SOILS INVESTIGATIONS............................................................................61 00 41 43 — BID FORMS............................................................................................................17 ARTICLE 9. ARTICLE 1. INFORMATION ABOUT BIDDER.................................................................30 ARTICLE 2. LIST OF CURRENT PROJECTS (BACKLOG)..............................................33 ARTICLE 3. LIST OF COMPLETED PROJECTS — LAST THREE YEARS.......................34 ARTICLE 4. EXPERIENCE AND TECHNICAL QUALIFICATIONS QUESTIONNAIRE...................................................................................................35 ARTICLE 5. VERIFICATION AND EXECUTION...............................................................36 00 52 13 — CONTRACT............................................................................................................41 00 61 13 — BOND FORMS........................................................................................................45 00 72 13 — GENERAL CONDITIONS........................................................................................54 ARTICLE 1. DEFINED TERMS........................................................................................54 ARTICLE 2. CONTRACT DOCUMENTS..........................................................................58 ARTICLE 3. PRECONSTRUCTION AND CONSTRUCTION COMMUNICATION..................................................................................................59 ARTICLE 4. CONTRACT DOCUMENTS: COPIES & MAINTENANCE ............................59 ARTICLE 5. EXAMINATION OF DRAWINGS, SPECIFICATIONS AND SITE OFWORK...............................................................................................................59 ARTICLE 6. MOBILIZATION............................................................................................60 ARTICLE 7. EXISTENCE OF UTILITIES AT THE WORK SITE........................................61 ARTICLE 8. SOILS INVESTIGATIONS............................................................................61 ARTICLE 9. CONTRACTOR'S SUPERVISION................................................................62 ARTICLE 10. WORKERS.................................................................................................62 ARTICLE 11. INDEPENDENT CONTRACTORS..............................................................62 ARTICLE 12. SUBCONTRACTS......................................................................................63 ARTICLE 13. VERIFICATION OF EMPLOYMENT ELIGIBILITY......................................63 61147.02100\20950242.3 _jj_ NOTICE INVITING BIDS TABLE OF CONTENTS (Continued) Page ARTICLE 14. REQUESTS FOR SUBSTITUTION.............................................................63 ARTICLE 15. SHOP DRAWINGS.....................................................................................65 ARTICLE 16. SUBMITTALS.............................................................................................65 ARTICLE 17. MATERIALS...............................................................................................65 ARTICLE 18. PERMITS AND LICENSES.........................................................................66 ARTICLE 19. TRENCHES................................................................................................66 ARTICLE 20. TRAFFIC CONTROL..................................................................................67 ARTICLE 21. DIVERSION OF RECYCLABLE WASTE MATERIALS...............................68 ARTICLE 22. REMOVAL OF HAZARDOUS MATERIALS................................................68 ARTICLE 23. SANITARY FACILITIES..............................................................................69 ARTICLE 24. AIR POLLUTION CONTROL......................................................................69 ARTICLE 25. LAYOUT AND FIELD ENGINEERING........................................................69 ARTICLE 26. TESTS AND INSPECTIONS.......................................................................69 ARTICLE 27. PROTECTION OF WORK AND PROPERTY..............................................70 ARTICLE 28. CONTRACTOR'S MEANS AND METHODS...............................................70 ARTICLE 29. AUTHORIZED REPRESENTATIVES.........................................................70 ARTICLE 30. HOURS OF WORK.....................................................................................70 ARTICLE 31. PAYROLL RECORDS................................................................................71 ARTICLE 32. PREVAILING RATES OF WAGES.............................................................73 ARTICLE 33. PUBLIC WORKS CONTRACTOR REGISTRATION...................................73 ARTICLE 34. EMPLOYMENT OF APPRENTICES...........................................................74 ARTICLE 35. NONDISCRIMINATION/EQUAL EMPLOYMENT OPPORTUNITY .............74 ARTICLE 36. DEBARMENT OF CONTRACTORS AND SUBCONTRACTORS ...............75 ARTICLE 37. LABOR/EMPLOYMENT SAFETY...............................................................75 ARTICLE 38. INSURANCE...............................................................................................75 ARTICLE 39. FORM AND PROOF OF CARRIAGE OF INSURANCE..............................79 ARTICLE 40. TIME FOR COMPLETION AND LIQUIDATED DAMAGES .........................80 ARTICLE 41. COST BREAKDOWN AND PERIODIC ESTIMATES..................................81 ARTICLE 42. PROGRESS ESTIMATES AND PAYMENT................................................81 ARTICLE 43. SECURITIES FOR MONEY WITHHELD.....................................................82 ARTICLE 44. CHANGES AND EXTRA WORK.................................................................83 ARTICLE 45. FINAL ACCEPTANCE AND PAYMENT......................................................94 ARTICLE 46. OCCUPANCY.............................................................................................95 ARTICLE 47. INDEMNIFICATION....................................................................................96 61147.02100\20950242.3 _iii_ NOTICE INVITING BIDS TABLE OF CONTENTS (Continued) Page ARTICLE 48. PROCEDURE FOR RESOLVING DISPUTES............................................97 ARTICLE 49. CITY'S RIGHT TO TERMINATE CONTRACT............................................98 ARTICLE 50. WARRANTY AND GUARANTEE OF WORK............................................101 ARTICLE 51. DOCUMENT RETENTION & EXAMINATION ...........................................103 ARTICLE 52. SEPARATE CONTRACTS........................................................................104 ARTICLE 53. NOTICE AND SERVICE THEREOF .........................................................104 ARTICLE 54. NOTICE OF THIRD PARTY CLAIMS ........................................................104 ARTICLE 55. STATE LICENSE BOARD NOTICE ..........................................................104 ARTICLE 56. INTEGRATION.........................................................................................105 ARTICLE 57. ASSIGNMENT OF CONTRACT................................................................105 ARTICLE 58. CHANGE IN NAME AND NATURE OF CONTRACTOR'S LEGAL ENTITY105 ARTICLE 59. ASSIGNMENT OF ANTITRUST ACTIONS...............................................105 ARTICLE 60. PROHIBITED INTERESTS.......................................................................105 ARTICLE 61. CONTROLLING LAW...............................................................................106 ARTICLE 62. JURISDICTION; VENUE...........................................................................106 ARTICLE 63. LAWS AND REGULATIONS.....................................................................106 ARTICLE 64. PATENTS.................................................................................................106 ARTICLE 65. OWNERSHIP OF CONTRACT DOCUMENTS .........................................106 ARTICLE 66. NOTICE OF TAXABLE POSSESSORY INTEREST .................................106 ARTICLE 67. SURVIVAL OF OBLIGATIONS.................................................................106 00 73 13 — SPECIAL CONDITIONS........................................................................................108 01 00 00 — GENERAL REQUIREMENTS................................................................................112 SPECIAL PROVISIONS..........................................................................................................133 EXHIBIT "A„ CHANGE ORDER FORM.......................................................................................1 APPENDIX 1- STANDARD PLANS APPENDIX 2- STRUCTURAL PAVEMENT INVESTIGATION REPORT APPENDIX 3- GEOTECHNICAL EVALUATION FOR PROPOSED RETAINING WALL APPENDIX 4- STORMWATER POLLUTON PREVENTION PLAN APPENDIX 5- MITIGATION MONITORING AND REPORTING PROGRAM 61147.02100\20950242.3 -iv- NOTICE INVITING BIDS CITY OF SAN JUAN CAPISTRANO NOTICE INVITING BIDS DEL OBISPO STREET WIDENING PROJECT CIP 16102 CALLE ASPORO TO PASEO DE LA PAZ NOTICE IS HEREBY GIVEN that the City Council of the City of San Juan Capistrano ("City") invites and will receive sealed Bids up to but not later than 2:00 p.m. on Thursday, August 17, 2017 at the office of the City Clerk located at 32400 Paseo Adelanto, San Juan Capistrano, California, for the furnishing to City of all labor, equipment, materials, tools, services, transportation, permits, utilities, and all other items necessary for DEL OBISPO STREET WIDENING PROJECT BETWEEN PASEO DE LA PAZ AND CALLE ASPERO CIP 16102 (the "Project"). At said time, Bids will be publicly opened and read aloud at the City Council Chamber. Bids received after said time shall be returned unopened. Bids shall be valid for a period of 90 calendar days after the Bid opening date. Bids must be submitted on the City's Bid Forms. Bidders may review the Contract Documents at no cost at the Public Works Department public counter at: 32400 Paseo Adelante, San Juan Capistrano, CA 92675 To the extent required by section 20103.7 of the Public Contract Code, upon request from a contractor plan room service, the City shall provide an electronic copy of the Contract Documents at no charge to the contractor plan room. Bidders may obtain a copy of the Contract Documents from http://www.coastalblue.com, 33091 Calle Perfecto, Suite B., San Juan Capistrano, CA 92675 - (949) 240-9911 at a cost of up to $75.00. To the extent required by section 20103.7 of the Public Contract Code, upon request from a contractor plan room service, the City shall provide an electronic copy of the Contract Documents at no charge to the contractor plan room. It is the responsibility of each prospective bidder to download and print all Bid Documents for review and to verify the completeness of Bid Documents before submitting a bid. Any Addenda will be posted on http://www.coastalblue.com. It is the responsibility of each prospective bidder to check http://www.coastalblue.com on a daily basis through the close of bids for any applicable addenda or updates. The City does not assume any liability or responsibility based on any defective or incomplete copying, excerpting, scanning, faxing, downloading or printing of the Bid Documents. Information on http://www.coastalblue.com may change without notice to prospective bidders. The Contract Documents shall supersede any information posted or transmitted by http://www.coastalblue.com. Each Bid shall be accompanied by cash, a certified or cashier's check, or Bid Bond secured from a surety company satisfactory to the City Council, the amount of which shall not be less than ten percent (10%) of the submitted Total Bid Price, made payable to City of San Juan Capistrano as bid security. The bid security shall be provided as a guarantee that within five (5) working days after the City provides the successful bidder the Notice of Award, the successful Bidder will enter into a contract and provide the necessary bonds and certificates of insurance. The bid security will be declared forfeited if the successful Bidder fails to comply within said time. No interest will be paid on funds deposited with City. 61147.02100\20950242.3 -5- NOTICE INVITING BIDS Questions and inquiries about the project will be accepted until Wednesday August 9, 2017. The successful Bidder will be required to furnish a Faithful Performance Bond and a Labor and Material Payment Bond each in an amount equal to one hundred percent (100%) of the Contract Price. Each bond shall be in the forms set forth herein, shall be secured from a surety company that meets all State of California bonding requirements, as defined in California Code of Civil Procedure Section 995.120, and that is a California admitted surety insurer. Pursuant to Section 22300 of the Public Contract Code of the State of California, the successful Bidder may substitute certain securities for funds withheld by City to ensure its performance under the contract. Pursuant to Labor Code Section 1773, City has obtained the prevailing rate of per diem wages and the prevailing wage rate for holiday and overtime work applicable in Orange County from the Director of the Department of Industrial Relations for each craft, classification, or type of worker needed to execute this contract. A copy of these prevailing wage rates may be obtained via the internet at: www.dir.ca.gov/dlsr/ In addition, a copy of the prevailing rate of per diem wages is available at the City's City Clerk office and shall be made available to interested parties upon request. The successful bidder shall post a copy of the prevailing wage rates at each job site. It shall be mandatory upon the Bidder to whom the Contract is awarded, and upon any subcontractors, to comply with all Labor Code provisions, which include but are not limited to the payment of not less than the said specified prevailing wage rates to all workers employed by them in the execution of the Contract, employment of apprentices, hours of labor and debarment of contractors and subcontractors Pursuant to Labor Code sections 1725.5 and 1771.1, all contractors and subcontractors that wish to bid on, be listed in a bid proposal, or enter into a contract to perform public work must be registered with the Department of Industrial Relations. No Bid will be accepted nor any contract entered into without proof of the contractor's and subcontractors' current registration with the Department of Industrial Relations to perform public work. If awarded a contract, the Bidder and its subcontractors, of any tier, shall maintain active registration with the Department of Industrial Relations for the duration of the Project. This Project is subject to compliance monitoring and enforcement by the Department of Industrial Relations. In bidding on this Project, it shall be the Bidder's sole responsibility to evaluate and include the cost of complying with all labor compliance requirements under this contract and applicable law in its Bid. Unless otherwise provided in the Instructions for Bidders, each Bidder shall be a licensed contractor pursuant to sections 7000 et seq. of the Business and Professions Code in the following classification (s) throughout the time it submits its Bid and for the duration of the contract: Class A. Substitution requests shall be made within 35 calendar days after the award of the contract. Pursuant to Public Contract Code Section 3400(b), the City may make findings designating that certain additional materials, methods or services by specific brand or trade name other than those listed in the Standard Specifications be used for the Project. Such findings, if any, as well as the materials, methods or services and their specific brand or trade names that must be used for the Project may be found in the Special Conditions. 61147.02100\20950242.3 -6- CALLE ASPORO TO paseo de la paZ City shall award the contract for the Project to the lowest responsive, responsible Bidder as determined by the City from the BASE BID ALONE. The City reserves the right to reject any or all bids or to waive any irregularities or informalities in any bids or in the bidding process. For further information, contact Paul Meshkin, P. E. Senior Civil Engineer at Pmeshkin(a-sanivancapistrano.org or (949)443-6350 END OF NOTICE INVITING BIDS 61147.02100\20950242.3 -7- CALLE ASPORO TO paseo de la paZ 00 21 13 — INSTRUCTIONS TO BIDDERS ARTICLE 1. SECURING DOCUMENTS Bids must be submitted to the City on the Bid Forms which are a part of the Bid Package for the Project. Bid and Contract Documents may be obtained from http://www.coastalbIue.com, as specified in the Notice Inviting Bids. Prospective bidders are encouraged to telephone in advance to determine the availability of Contract Documents. Any charge for the Contract Documents is stated in the Notice Inviting Bids. Addenda, if any, issued during the bid period will be sent only to those contractors who have obtained documents from the City. Any Addenda will be posted on http://www.coastalbIue.com. Failure to acknowledge addenda may make a bid nonresponsive and not eligible for award of the contract. ARTICLE 2. EXAMINATION OF SITE AND CONTRACT DOCUMENTS At its own expense and prior to submitting its Bid, each Bidder shall visit the site of the proposed work and fully acquaint itself with the conditions relating to the construction and labor required so that the Bidder may fully understand the work, including but not limited to difficulties and restrictions attending the execution of the work under the contract. Each Bidder shall carefully examine the Drawings, and shall read the Specifications, Contract, and all other documents referenced herein. Each Bidder shall also determine the local conditions which may in any way affect the performance of the work, including local tax structure, contractors' licensing requirements, availability of required insurance, the prevailing wages and other relevant cost factors, shall familiarize itself with all federal, state and local laws, ordinances, rules, regulations and codes affecting the performance of the work, including the cost of permits and licenses required for the work, and shall make such surveys and investigations, including investigations of subsurface or latent physical conditions at the site or where work is to be performed as may be required. Bidders are responsible for consulting the standards referenced in the Contract. The failure or omission of any Bidder to receive or examine any contract documents, forms, instruments, addenda, or other documents, or to visit the site and acquaint itself with conditions there existing shall in no way relieve any Bidder from any obligation with respect to its Bid or to the contract and no relief for error or omission will be given except as required under State law. The submission of a Bid shall be taken as conclusive evidence of compliance with this Article. ARTICLE 3. INTERPRETATION OF DRAWINGS AND DOCUMENTS Prospective Bidders unclear as to the true meaning of any part of the Drawings, Specifications or other proposed contract documents may submit to the Engineer of the City a written request for interpretation. The prospective Bidder submitting the request is responsible for prompt delivery. Interpretation of the Drawings, Specifications or other proposed contract documents will be made only by a written addendum duly issued and a copy of such addenda will be mailed or delivered to each prospective Bidder who has purchased a set of Drawings and Specifications. The City will not be responsible for any other explanation or interpretations of the proposed documents. If a Prospective Bidders becomes aware of any errors or omissions in any part of the Contract Documents, it is the obligation of the Prospective Bidder to promptly bring it to the attention of the City. 61147.02100\20950242.3 -8- 00 2113 — INSTRUCTIONS TO BIDDERS ARTICLE 4. PRE-BID CONFERENCE None. ARTICLE 5. ADDENDA The City reserves the right to revise the Contract Documents prior to the Bid opening date. Revisions, if any, shall be made by written Addenda. All Addenda issued by the City shall be included in the Bid and made part of the Contract Documents. Pursuant to Public Contract Code Section 4104.5, if the City issues an Addendum which includes material changes to the Project less than 72 hours prior to the deadline for submission of Bids, the City will extend the deadline for submission of Bids. The City may determine, in its sole discretion, whether an Addendum warrants postponement of the Bid submission date. Each prospective Bidder shall provide City a name, address, email address, and facsimile number to which Addenda may be sent, as well as a telephone number by which the City can contact the Bidder. Copies of Addenda will be furnished by email, facsimile, first class mail, express mail or other proper means of delivery without charge to all parties who have obtained a copy of the Contract Documents and provided such current information. Please Note: Bidders are responsible for ensuring that they have received any and all Addenda. To this end, each Bidder should contact the Public Works Department to verify that it has received all Addenda issued, if any, prior to the Bid opening. The Bidder shall indicate the Addenda received prior to bidding in the space provided in the Bid Form. Failure to indicate all Addenda may be sufficient cause for rejecting the Bid. ARTICLE 6. ALTERNATE BIDS If alternate bid items are called for in the Contract Documents, the time required for completion of the alternate bid items has already been factored into the Contract duration and no additional Contract time will be awarded for any of the alternate bid items. The City may elect to include one or more of the alternate bid items, or to otherwise remove certain work from the Project scope of work. Accordingly, each bidder must ensure that each bid item contains a proportionate share of profit, overhead, and other costs or expenses which will be incurred by the bidder. ARTICLE 7. COMPLETION OF BID FORMS Bids shall only be prepared using copies of the Bid Forms which are included in the Contract Documents. The use of substitute Bid Forms other than clear and correct photocopies of those provided by the City will not be permitted. Bids shall be executed by an authorized signatory as described in these Instructions to Bidders. In addition, Bidders shall fill in all blank spaces (including inserting "N/A" where applicable), and initial all interlineations, alterations, or erasures to the Bid Forms. Bidders shall neither delete, modify, nor supplement the printed matter on the Bid Forms nor make substitutions thereon. USE OF BLACK OR BLUE INK, INDELIBLE PENCIL, OR A TYPEWRITER IS REQUIRED. Deviations in the Bid Forms may result in the Bid being deemed non-responsive. ARTICLE 8. MODIFICATIONS OF BIDS Each Bidder shall submit its Bid in strict conformity with the requirements of the Contract Documents. Unauthorized additions, modifications, revisions, conditions, limitations, exclusions or provisions attached to a Bid may render it non-responsive and may cause its rejection. 61147.02100\20950242.3 -9- 00 2113 — INSTRUCTIONS TO BIDDERS Bidders shall not delete, modify, or supplement the printed matter on the Bid Forms, or make substitutions thereon. Oral, telephonic and electronic modifications will not be considered. ARTICLE 9. SUBCONTRACTORS Bidder shall set forth the name, address of the place of business, and contractor license number of each subcontractor who will perform work, labor, furnish materials or render services to the bidder on said contract and each subcontractor licensed by the State of California who, under subcontract to bidder, specially fabricates and installs a portion of the Work described in the Drawings and Specifications in an amount in excess of one half of one percent (0.5%) of the total bid price, and shall indicate the portion of the work to be done by such subcontractor in accordance with Public Contract Code Section 4104. ARTICLE 10. LICENSING REQUIREMENTS Pursuant to Business and Professions Code Section 7028.15 and Public Contract Code Section 3300, all bidders must possess proper licenses for performance of this Contract. Subcontractors must possess the appropriate licenses for each specialty subcontracted. Pursuant to Business and Professions Code Section 7028.5, the City shall consider any bid submitted by a contractor not currently licensed in accordance with state law and pursuant to the requirements found in the Contract Documents to be nonresponsive, and the City shall reject the Bid. The City shall have the right to request, and Bidders shall provide within ten (10) calendar days, evidence satisfactory to the City of all valid license(s) currently held by that Bidder and each of the Bidder's subcontractors, before awarding the Contract. Notwithstanding anything contained herein, if the Work involves federal funds, the Contractor shall be properly licensed by the time the Contract is awarded, pursuant to the provisions of Public Contract Code section 20103.5. ARTICLE 11. BID GUARANTEE (BOND) Each bid shall be accompanied by: (a) cash; (b) a certified or cashier's check made payable to City of San Juan Capistrano; or (c) a Bid Bond secured from a surety company satisfactory to the City Council, the amount of which shall not be less than ten percent (10%) of the Total Bid Price, made payable to City of San Juan Capistrano as bid security. Personal sureties and unregistered surety companies are unacceptable. The surety insurer shall be California admitted surety insurer, as defined in Code of Civil Procedure Section 995.120. The bid security shall be provided as a guarantee that within ten (10) working days after the City provides the successful bidder the Notice of Award, the successful bidder will enter into a contract and provide the necessary bonds and certificates of insurance. The bid security will be declared forfeited if the successful bidder fails to comply within said time, and City may enter into a contract with the next lowest responsive responsible bidder, or may call for new bids. No interest shall be paid on funds deposited with the City. City will return the security accompanying the bids of all unsuccessful bidders no later than 60 calendar days after award of the contract. ARTICLE 12. IRAN CONTRACTING ACT OF 2010 In accordance with Public Contract Code Section 2200 et seq., the City requires that any person that submits a bid or proposal or otherwise proposes to enter into or renew a contract with the City with respect to goods or services of one million dollars ($1,000,000) or more, certify at the 61147.02100\20950242.3 -10- 00 21 1s — INSTRUCTIONS TO BIDDERS time the bid is submitted or the contract is renewed, that the person is not identified on a list created pursuant to subdivision (b) of Public Contract Code Section 2203 as a person engaging in investment activities in Iran described in subdivision (a) of Public Contract Code Section 2202.5, or as a person described in subdivision (b) of Public Contract Code Section 2202.5, as applicable. The form of such Iran Contracting Certificate is included with the bid package and must be signed and dated under penalty of perjury. ARTICLE 13. NONCOLLUSION DECLARATION Bidders on all public works contracts are required to submit a declaration of noncollusion with their bid. This form is included with the bid package and must be signed and dated under penalty of perjury. ARTICLE 14. PUBLIC WORKS CONTRACTOR REGISTRATION CERTIFICATION Pursuant to Labor Code sections 1725.5 and 1771.1, all contractors and subcontractors that wish to bid on, be listed in a bid proposal, or enter into a contract to perform public work must be registered with the Department of Industrial Relations. No bid will be accepted nor any contract entered into without proof of the contractor's and subcontractors' current registration with the Department of Industrial Relations to perform public work. If awarded a contract, the bidder and its subcontractors, of any tier, shall maintain active registration with the Department of Industrial Relations for the duration of the Project. To this end, Bidder shall sign and submit with its Bid the Public Works Contractor Registration Certification on the form provided, attesting to the facts contained therein. Failure to submit this form may render the bid non-responsive. In addition, each Bidder shall provide the registration number for each listed subcontractor in the space provided in the Designation of Subcontractors form. ARTICLE 15. BIDDER INFORMATION AND EXPERIENCE FORM Each Bidder shall complete the questionnaire provided herein and shall submit the questionnaire along with its Bid. Failure to provide all information requested within the questionnaire along with the Bid may cause the bid to be rejected as non-responsive. The City reserves the right to reject any Bid if an investigation of the information submitted does not satisfy the Engineer that the Bidder is qualified to properly carry out the terms of the contract. ARTICLE 16. WORKERS' COMPENSATION CERTIFICATION In accordance with the provisions of Labor Code Section 3700, Contractor shall secure the payment of compensation to its employees. Contractor shall sign and file with the City the following certificate prior to performing the work under this Contract: I am aware of the provisions of Section 3700 of the Labor Code, which require every employer to be insured against liability for workers' compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract. The form of such Workers' Compensation Certificate is included as part of this document. 61147.02100\20950242.3 - 11 - 00 21 13 — INSTRUCTIONS TO BIDDERS ARTICLE 17. SIGNING OF BIDS All Bids submitted shall be executed by the Bidder or its authorized representative. Bidders may be asked to provide evidence in the form of an authenticated resolution of its Board of Directors or a Power of Attorney evidencing the capacity of the person signing the Bid to bind the Bidder to each Bid and to any Contract arising therefrom. If a Bidder is a joint venture or partnership, it may be asked to submit an authenticated Power of Attorney executed by each joint venturer or partner appointing and designating one of the joint venturers or partners as a management sponsor to execute the Bid on behalf of Bidder. Only that joint venturer or partner shall execute the Bid. The Power of Attorney shall also: (1) authorize that particular joint venturer or partner to act for and bind Bidder in all matters relating to the Bid; and (2) provide that each venturer or partner shall be jointly and severally liable for any and all of the duties and obligations of Bidder assumed under the Bid and under any Contract arising therefrom. The Bid shall be executed by the designated joint venturer or partner on behalf of the joint venture or partnership in its legal name. ARTICLE 18. SUBMISSION OF SEALED BIDS Once the Bid and supporting documents have been completed and signed as set forth herein, they shall be placed, along with the Bid Guarantee and other required materials, in a sealed envelope, addressed and delivered or mailed, postage prepaid, to the Engineering Department of the City before the time and day set for the receipt of bids. The envelope shall bear the title of the work and the name of the bidder. No oral or telephonic bids will be considered. No forms transmitted via the internet, e-mail, facsimile, or any other electronic means will be considered unless specifically authorized by the City as provided herein. Bids received after the time and day set for the receipt of bids shall be returned to the bidder unopened. The envelope shall also contain the following in the lower left-hand corner thereof: Bid of (Bidder's Name) for the DEL OBISPO STREET WIDENING PROJECT CIP 16102 Only where expressly permitted in the Notice Inviting Bids may bidders submit their bids via electronic transmission pursuant to Public Contract Code sections 1600 and 1601. Any acceptable method(s) of electronic transmission shall be stated in the Notice Inviting Bids. City may reject any bid not strictly complying with City's designated methods for delivery. ARTICLE 19. OPENING OF BIDS At the time and place set for the opening and reading of bids, or any time thereafter, each and every bid received prior to the time and day set for the receipt of bids will be publicly opened and read. The City will leave unopened any Bid received after the specified date and time, and any such unopened Bid will be returned to the bidder. It is the bidder's sole responsibility to ensure that its Bid is received as specified. Bids may be submitted earlier than the date(s) and time(s) indicated. The public reading of each bid will include the following information: A. The name and business location of the bidder. B. The nature and amount of the bid security furnished by bidder. 61147.02100\20950242.3 -12- 00 21 1s — INSTRUCTIONS TO BIDDERS C. The bid amount. Bidders or their representatives and other interested persons may be present at the opening of the bids. The City may, in its sole discretion, elect to postpone the opening of the submitted Bids. The City reserves the right to reject any or all Bids and to waive any informality or irregularity in any Bid. ARTICLE 20. WITHDRAWAL OF BID Any bid may be withdrawn either personally or by written request, incurring no penalty, at any time prior to the scheduled closing time for receipt of bids. Requests to withdraw bids shall be worded so as not to reveal the amount of the original bid. Withdrawn bids may be resubmitted until the time and day set for the receipt of bids, provided that resubmitted bids are in conformance with the instructions herein. Bids may be withdrawn after bid opening only by providing written notice to City within five (5) working days of the bid opening and in compliance with Public Contract Code Section 5100 et seq., or as otherwise may be allowed with the consent of the City. ARTICLE 21. BIDDERS INTERESTED IN MORE THAN ONE BID No Bidder shall be allowed to make, file or be interested in more than one bid for the same work unless alternate bids are specifically called for. A person, firm or corporation that has submitted a sub -proposal to a Bidder, or that has quoted prices of materials to a Bidder, is not thereby disqualified from submitting a sub -proposal or quoting prices to other bidders. No person, firm, corporation, or other entity may submit a sub -proposal to a Bidder, or quote prices of materials to a Bidder, when also submitting a prime Bid on the same Project. ARTICLE 22. SUBSTITUTION OF SECURITY The Contract Documents call for monthly progress payments based upon the percentage of the Work completed. The City will retain a percentage of each progress payment as provided by the Contract Documents. At the request and expense of the successful Bidder, the City will substitute securities for the amount so retained in accordance with Public Contract Code Section 22300. ARTICLE 23. PREVAILING WAGES The City has obtained from the Director of the Department of Industrial Relations the general prevailing rate of per diem wages in the locality in which this work is to be performed for each craft or type of worker needed to execute the Contract. These rates are available at the City Clerk office of the City or may be obtained online at http://www.dir.ca.gov. Bidders are advised that a copy of these rates must be posted by the successful Bidder at the job site(s). DEBARMENT OF CONTRACTORS AND SUBCONTRACTORS In accordance with the provisions of the Labor Code, contractors or subcontractors may not perform work on a public works project with a subcontractor who is ineligible to perform work on a public project pursuant to Labor Code Sections 1777.1 or 1777.7. Any contract on a public works project entered into between a contractor and a debarred subcontractor is void as a matter of law. A debarred subcontractor may not receive any public money for performing work as a subcontractor on a public works contract. Any public money that is paid to a debarred 61147.02100\20950242.3 -13- 00 2113 — INSTRUCTIONS TO BIDDERS subcontractor by the Contractor for the Project shall be returned to the City. The Contractor shall be responsible for the payment of wages to workers of a debarred subcontractor who has been allowed to work on the Project. ARTICLE 24. INSURANCE REQUIREMENTS Prior to commencing work, the successful bidder shall purchase and maintain insurance as set forth in the General Conditions. ARTICLE 25. PERFORMANCE BOND AND PAYMENT BOND REQUIREMENTS The successful bidder will be required to furnish a Labor and Material Payment Bond and a Faithful Performance Bond each in an amount equal to one hundred percent (100%) of the contract price. Each bond shall be secured from a surety company that meets all State of California bonding requirements, as defined in California Code of Civil Procedure Section 995.120 and is admitted by the State of California. Each bond shall be accompanied, upon the request of City, with all documents required by California Code of Civil Procedure Section 995.660 to the extent required by law. All bonding and insurance requirements shall be completed and submitted to City within ten (10) working days from the date the City provides the successful bidder with the Notice of Award. ARTICLE 26. SALES AND OTHER APPLICABLE TAXES, PERMITS, LICENSES AND FEES Contractor and its subcontractors performing work under this Contract will be required to pay California sales tax and other applicable taxes, and to pay for permits, licenses and fees required by the agencies with authority in the jurisdiction in which the Work will be located, unless otherwise expressly provided by the Contract Documents. ARTICLE 27. PERMIT AND INSPECTION FEE ALLOWANCE Notwithstanding anything contained herein, the Bid Form contains an allowance for the Contractor's cost of acquiring traffic control permits and for construction inspection fees that may be charged to the Contractor by the Agency of Jurisdiction. The allowance is included within the Bid Form to eliminate the need by bidders to research or estimate the costs of traffic control permits and construction inspection fees prior to submitting a bid. The allowance is specifically intended to account for the costs of traffic control permits and construction inspection fees charged by the local Agency of Jurisdiction only. No other costs payable by Contractor to the Agency of Jurisdiction are included within the allowance. ARTICLE 28. FILING OF BID PROTESTS Bidders may file a "protest" of a Bid with the City's City Clerk office. In order for a Bidder's protest to be considered valid, the protest must: A. Be filed in writing within five (5) calendar days after the bid opening date; B. Clearly identify the specific irregularity or accusation; C. Clearly identify the specific City staff determination or recommendation being protested; D. Specify in detail the grounds for protest and the facts supporting the protest; and 61147.02100\20950242.3 -14- 00 2113 — INSTRUCTIONS TO BIDDERS E. Include all relevant, supporting documentation with the protest at time of filing. If the protest does not comply with each of these requirements, the City may reject the protest without further review. If the protest is timely and complies with the above requirements, the City's Public Works Director, or other designated City staff member, shall review the protest, any response from the challenged Bidder(s), and all other relevant information. The Public Works Director will provide a written decision to the protestor. The procedure and time limits set forth in this Article are mandatory and are the sole and exclusive remedy in the event of a Bid protest. Failure to comply with these procedures shall constitute a failure to exhaust administrative remedies and a waiver of any right to further pursue the Bid protest, including filing a Government Code Claim or legal proceedings. ARTICLE 29. BASIS OF AWARD; BALANCED BID The City shall award the Contract to the lowest responsible Bidder submitting a responsive Bid. The lowest Bid will be determined on the basis of the Total Bid Price. The City may reject any Bid which, in its opinion when compared to other Bids received or to the City's internal estimates, does not accurately reflect the cost to perform the Work. The City may reject as non- responsive any Bid which unevenly weights or allocates costs, including but not limited to overhead and profit to one or more particular bid items. ARTICLE 30. AWARD PROCESS Once all Bids are opened and reviewed to determine the lowest responsive and responsible Bidder, the City Council may award the contract. The apparent successful Bidder should begin to prepare the following documents: (1) the Performance Bond; (2) the Payment Bond; and (3) the required insurance certificates and endorsements. Once the City notifies the Bidder of the award, the Bidder will have ten (10) working days from the date of this notification to execute the Contract and supply the City with all of the required documents and certifications. Regardless of whether the Bidder supplies the required documents and certifications in a timely manner, the Contract time will begin to run twenty (20) working days from the date of the notification. Once the City receives all of the properly drafted and executed documents and certifications from the Bidder, the City shall issue a Notice to Proceed to that Bidder. ARTICLE 31. EXECUTION OF CONTRACT As required herein the Bidder to whom an award is made shall execute the Contract in the amount determined by the Contract Documents. The City may require appropriate evidence that the persons executing the Contract are duly empowered to do so. The Contract and bond forms to be executed by the successful Bidder are included within these Specifications and shall not be detached. ARTICLE 32. QUESTIONS Questions regarding this Notice Inviting Bids may be directed to Paul Meshkin, Senior Civil Engineer AT (949)443-6350 or email at Pmeshkin@sanjuancapistrano.org. No other members of the City's staff or City Council should be contacted about this procurement during the bidding process. Any and all inquiries and comments regarding this Bid must be communicated in 61147.02100\20950242.3 -15- 00 21 13 - INSTRUCTIONS TO BIDDERS writing, unless otherwise instructed by the City. The City may, in its sole discretion, disqualify any Bidder who engages in any prohibited communications. 61147.02100\20950242.3 -16- 00 2113 — INSTRUCTIONS TO BIDDERS 00 41 43 — BID FORMS 1.1 Bid. Bids will be received at the City of San Juan Capistrano City Clerk Office, 32400 Paseo Adelanto, San Juan Capistrano, California, until 2:00 p.m. on Thursday, August 17, 2017. NAME OF BIDDER: To the City Clerk of the City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, California 92675 The undersigned hereby declare that we have carefully examined the location of the proposed Work, and have read and examined the Contract Documents, including all plans, specifications, and all addenda, if any for the following Project: DEL OBISPO STREET WIDENING PROJECT — PASEO DE LA PAZ TO CALLE ASPERO CIP 16102 We hereby propose to furnish all labor, materials, equipment, tools, transportation, and services, and to discharge all duties and obligations necessary and required to perform and complete the Project, as described and in strict conformity with the Drawings, and these Specifications for TOTAL BID PRICE indicated herein. The undersigned acknowledges receipt, understanding, and full consideration of the following addenda to the Contract Documents: Addenda No. 1. Attached is the required Bid Guarantee in the amount of not less than 10% of the Total Bid Price. 2. Attached is the completed Designation of Subcontractors form. 3. Attached is the fully executed Noncollusion Declaration form. 4. Attached is the completed Iran Contracting Act Certification form. 5. Attached is the completed Public Works Contractor Registration Certification form. 6. Attached is the completed Contractor's Certificate Regarding Workers' Compensation form. 7. Attached is the completed Bidder Information and Experience form. 61147.02100\20950242.3 -17- 00 4143 - BID FORMS A. BID SCHEDULE 61147.02100\20950242.3 -18- 00 4143 - BID FORMS UNIT OF EST. UNIT ITEM ITEM ITEM DESCRIPTION MEASURE QTY. PRICE COST NO. 1. BONDING, MOBILIZATION AND 1 LS INSURANCE 2• CLEARING AND GRUBBING 1 LS 3• TRAFFIC CONTROL 1 LS 4• CONSTRUCTION SURVEY 1 LS 5. IMPLEMENTATION OF STORM WATER POLLUTION PREVENTION 1 LS PLAN (SWPPP) 6• EARTHWORK AND GRADING 160 CY 7• EXPORT 2,034 CY 8, SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE 4,529 SF MATERIAL. 9, SAWCUT AND REMOVE EXISTING 281 LF AC BERM. 10. SAWCUT AND REMOVE EXISTING 321 LF PCC CURB AND GUTTER. 11. SAWCUT AND REMOVE EXISTING 1,395 SF PCC SIDEWALK. 12, SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND 848 SF SPANDREL. 13. SAWCUT AND REMOVE EXISTING 248 SF PCC CURB RAMP. 14. ADJUST MANHOLE COVER AND 1 EA FRAME TO FINISHED GRADE. 15. ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED 6 EA GRADE. 16, ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED 1 EA GRADE. 17, COLDMILL EXISTING AC PAVEMENT 13,627 SF (2" MIN). 18• 5" AC PAVEMENT (PG 64-10) 246 TN 19• 18" CRUSHED MISC. BASE (CMB) 434 CY 20, CONSTRUCT VARIABLE THICKNESS (2" MIN.) ARHM-GG-C OVERLAY. 286 TN 21, CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD 1,163 LF PLAN NO. 120-2 22, CONSTRUCT PCC CROSS GUTTER 848 SF PER OCPW STD PLAN NO. 122-2 23, CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4- 114 LF FT SIDEWALK PER OCPW STD PLAN NO. 1209. 24, CONSTRUCT PCC SIDEWALK (S=5', 6,320 SF UNLESS OTHERWISE NOTED) PER 61147.02100\20950242.3 -18- 00 4143 - BID FORMS 61147.02100\20950242.3 -19- 00 4143 - BID FORMS UNIT OF EST. UNIT ITEM ITEM DESCRIPTION MEASURE QTY. PRICE COST OCPW STD PLAN NO. 1205. CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF 3 EA SAN JUAN CAPISTRANO STD PLAN NO. 340. CONSTRUCT SUBDRAIN BARRIER STANDARD TRENCH INTERCEPTER 319 LF PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD 3 EA DWG NO. 313-3. CONSTRUCT DRIVEWAY APPROACH (TYPE C) PER SPPWC 761 SF STD DWG NO. 110-2 AND PLANS. CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS 2 EA STD PLAN A88A. REMOVE AND RELOCATE, PER PLAN, EXISTING WATER 3 EA APPURTENANCE, DESCRIPTION PER PLAN. _ CONSTRUCT MODULAR EARTH RETAINING SYSTEM PER MSE 450 WALL PLANS. SF CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER 62 DETAIL NO. 1 ON SHEET NO. 9. LF 33. CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER 62 SHORING PLAN. LF 34. CONSTRUCT 4" PVC DOWN DRAIN 1 WITH ATRIUM GRATE. LF 35. CONSTRUCT CABLE RAILING (4 CABLES) PER CALTRANS STD PLAN 62 NO. B11-47. LF 36. SAWCUT AND REMOVE EXISTING 1 PCC HEADWALL. EA 37. REMOVE EXISTING STORM DRAIN 36 PIPE. LF 38. CONSTRUCT CURB OPENING CATCH BASIN (W PER PLAN) PER 3 SPPWC STD DWG NO. 300-3. EA 39. CONSTRUCT 18" RCP (D LOAD PER PLAN) WITH BEDDING PER CITY OF 214 SAN JUAN CAPISTRANO STD PLAN NO. 804(2). LF 40. CONSTRUCT MANHOLE IN EXISTING PIPE PER SPPWC STD DWG NO. 1 321-2. EA CONSTRUCT PIPE CONNECTION (CASE PER PLAN) PER SPPWC STD 2 DWG NO. 335-2. EA 61147.02100\20950242.3 -19- 00 4143 - BID FORMS 61147.02100\20950242.3 -20- 00 4143 - BID FORMS UNIT OF EST. UNIT ITEM ITEM ITEM DESCRIPTION MEASURE QTY. PRICE COST NO. 42• FURNISH AND INSTALL FILTERRA STORMWATER QUALITY DEVICE, MODEL PER PLAN BY CONTECH OR APPROVED EQUAL PER 3 MANUFACTURERS SPECIFICATIONS. SEE SHEET NO. 14 FOR TYPICAL DETAILS. EA REMOVE EXISTING GRATE INLET 1 AND RISER. EA CONSTRUCT PCC (6" MIN THICK) SLAB OVER OPENING IN EXISTING RCB ROOF. SLAB TO EXTEND A 1 MINIMUM OF V OUTSIDE THE EXISTING OPENING. EA 45. CONSTRUCT 6" PVC (SCHEDULE 80) 20 DRAINPIPE WITH FITTINGS. LF 46. CONSTRUCT EXTENDED SIDEWALK FLUME PER CONTECH TYPICAL 1 DETAIL ON SHEET NO. 140R APPROVED EQUAL. EA CONSTRUCT PCC COLLAR PER 4 SPPWC STD PLAN NO. 380-4. EA CONSTRUCT 2" WATER SERVICE AND METER PER CITY OF SAN 3 JUAN CAPISTRANO STD PLAN W-1. EA CONSTRUCT AC PAVEMENT REPLACEMENT PER SPPWC STD 304 PLAN NO. 133-3. SF REMOVE EXISTING WATER METER BOX AND ABANDON EXISTING WATER SERVICE AT THE 38 CORPORATION STOP AT WATER MAINLINE. LF CUT AND CAP EXISTING WATERLINE AND REMOVE EXISTING WATERLINES, FIRE HYDRANT, VALVE, WATER METER 175 AND BOX. EXISTING WATER METER AND BOX TO BE RETURNED TO CITY UTILITY INSPECTOR. LF CONSTRUCT FIRE HYDRANT PER CITY OF SAN JUAN CAPISTRANO 1 STD PLAN W-6. EA REMOVE EXISTING 2" WATER 3 SERVICE ONLY. LF CONSTRUCT 1" WATER SERVICE AND 5/8" METER PER CITY OF SAN 1 JUAN CAPISTRANO STD PLAN W-1 AND JOIN EXISTING WATER METER. EA 55. FURNISH AND INSTALL FITTING 3 PER PLAN. EA 56. SIGNING AND STRIPING 1 LS IMPROVEMENTS 57. TRAFFIC SIGNAL MODIFICATIONS 1 LS 61147.02100\20950242.3 -20- 00 4143 - BID FORMS The costs for any Work shown or required in the Contract Documents, but not specifically identified as a line item are to be included in the related line items and no additional compensation shall be due to Contractor for the performance of the Work. In case of discrepancy between the Unit Price and the Item Cost set forth for a unit basis item, the unit price shall prevail and shall be utilized as the basis for determining the lowest responsive, responsible Bidder. However, if the amount set forth as a unit price is ambiguous, unintelligible or uncertain for any cause, or is omitted, or is the same amount as the entry in the "Item Cost" column, then the amount set forth in the "Item Cost" column for the item shall prevail and shall be divided by the estimated quantity for the item and the price thus obtained shall be the Unit Price. For purposes of evaluating Bids, the City will correct any apparent errors in the extension of unit prices and any apparent errors in the addition of lump sum and extended prices. The estimated quantities for Unit Price items are for purposes of comparing Bids only and the City makes no representation that the actual quantities of work performed will not vary from the estimates. Final payment shall be determined by the Engineer from measured quantities of work performed based upon the Unit Price. B. TOTAL BID PRICE: TOTAL BID PRICE BASED ON BID SCHEDULE TOTAL OF UNIT PRICES FOR ARTERIAL STREETS PAVEMENT REHABILITATION PROJECT CIP 16109 E.5 Total Bid Price in Numbers Total Bid Price in Written Form In case of discrepancy between the written price and the numerical price, the written price shall prevail. 61147.02100\20950242.3 -21- 00 41 43 - BID FORMS UNIT OF EST. UNIT ITEM ITEM ITEM DESCRIPTION MEASURE QTY. PRICE COST NO. 58. STREET LIGHTING IMPROVEMENTS 1 LS 59. IRRIGATION AND PLANTING 1 LS IMPROVEMENTS The costs for any Work shown or required in the Contract Documents, but not specifically identified as a line item are to be included in the related line items and no additional compensation shall be due to Contractor for the performance of the Work. In case of discrepancy between the Unit Price and the Item Cost set forth for a unit basis item, the unit price shall prevail and shall be utilized as the basis for determining the lowest responsive, responsible Bidder. However, if the amount set forth as a unit price is ambiguous, unintelligible or uncertain for any cause, or is omitted, or is the same amount as the entry in the "Item Cost" column, then the amount set forth in the "Item Cost" column for the item shall prevail and shall be divided by the estimated quantity for the item and the price thus obtained shall be the Unit Price. For purposes of evaluating Bids, the City will correct any apparent errors in the extension of unit prices and any apparent errors in the addition of lump sum and extended prices. The estimated quantities for Unit Price items are for purposes of comparing Bids only and the City makes no representation that the actual quantities of work performed will not vary from the estimates. Final payment shall be determined by the Engineer from measured quantities of work performed based upon the Unit Price. B. TOTAL BID PRICE: TOTAL BID PRICE BASED ON BID SCHEDULE TOTAL OF UNIT PRICES FOR ARTERIAL STREETS PAVEMENT REHABILITATION PROJECT CIP 16109 E.5 Total Bid Price in Numbers Total Bid Price in Written Form In case of discrepancy between the written price and the numerical price, the written price shall prevail. 61147.02100\20950242.3 -21- 00 41 43 - BID FORMS The undersigned agrees that this Bid Form constitutes a firm offer to the City which cannot be withdrawn for the number of calendar days indicated in the Notice Inviting Bids from and after the Bid opening, or until a Contract for the Work is fully executed by the City and a third party, whichever is earlier. The successful bidder hereby agrees to sign the contract and furnish the necessary bonds and certificates of insurance within ten (10) working days after the City provides the successful bidder with the Notice of Award. Upon receipt of the signed contract and other required documents, the contract will be executed by the City, after which the City will prepare a letter giving Contractor Notice to Proceed. The official starting date shall be the date of the Notice to Proceed, unless otherwise specified. The undersigned agrees to begin the Work within ten (10) working days of the date of the Notice to Proceed, unless otherwise specified. The undersigned has examined the location of the proposed work and is familiar with the Drawings and Specifications and the local conditions at the place where work is to be done. If awarded the contract, the undersigned agrees that there shall be paid by the undersigned and by all subcontractors to all laborers, workers and mechanics employed in the execution of such contract no less than the prevailing wage rate within Orange County for each craft, classification, or type of worker needed to complete the Work contemplated by this contract as established by the Director of the Department of Industrial Relations. A copy of the prevailing rate of per diem wages are on file at the City's Administration Office and shall be made available to interested parties upon request. Enclosed find cash, bidder's bond, or cashier's or certified check No. from the Bank in the amount of , which is not less than ten percent (10%) of this bid, payable to City of San Juan Capistrano as bid security and which is given as a guarantee that the undersigned will enter into a contract and provide the necessary bonds and certificates of insurance if awarded the Work. The bidder furthermore agrees that in case of bidder's default in executing said contract and furnishing required bonds and certificates of insurance, the cash, bidder's bond, or cashier's or certified check accompanying this proposal and the money payable thereon shall become and shall remain the property of the City of San Juan Capistrano. Bidder is an individual , or corporation , or partnership , organized under the laws of the State of Bidder confirms license(s) required by California State Contractor's License Law for the performance of the subject project are in full effect and proper order. The following are the Bidder's applicable license number(s), with their expiration date(s) and class of license(s): If the Bidder is a joint venture, each member of the joint venture must include the required licensing information. 61147.02100\20950242.3 -22- 0041 43 - BID FORMS Sureties that will furnish the Faithful Performance Bond and the Labor and Material Payment Bond, in the form specified herein, in an amount equal to one hundred percent (100%) of the contract price within ten (10) working days from the date the City provides the successful bidder the Notice of Award. Sureties must meet all of the State of California bonding requirements, as defined in California Code of Civil Procedure Section 995.120 and must be authorized by the State of California. The insurance company or companies to provide the insurance required in the contract documents must have a Financial Strength Rating of not less than "A-" and a Financial Size Category of not less than "Class VII" according to the latest Best Key Rating Guide. At the sole discretion of the City, the City may waive the Financial Strength Rating and the Financial Size Category classifications for Workers' Compensation insurance. (signatures continued on next page) 61147.02100\20950242.3 -23- 0041 43 - BID FORMS I hereby certify under penalty of perjury under the laws of the State of California that all of the information submitted in connection with this Bid and all of the representations made herein are true and correct. Executed at on this day of (Bidders Name — Print or Type) (Name and Title) (Corporate Seal) (Signature) Names of individual members of firm or names and titles of all officers of corporation and their addresses are listed below: Name Title Complete Address Phone Name Title Complete Address Phone Name Title Complete Address Phone FAX FAX FAX Name Title Complete Address Phone FAX 61147.02100\20950242.3 -24- 0041 43 - BID FORMS 1.2 Bid Bond [Note: Not required when other form of Bidder's Security, e.g. cash, certified check or cashier's check, accompanies bid.] The makers of this bond are, , as Principal, and as Surety and are held and firmly bound unto the City of San Juan Capistrano, hereinafter called the City, in the penal sum of TEN PERCENT (10%) OF THE TOTAL BID PRICE of the Principal submitted to CITY for the work described below, for the payment of which sum in lawful money of the United States, well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH that whereas the Principal has submitted the accompanying bid dated , 20 for ARTERIAL STREETS PAVEMENT REHABILITATION PROJECT CIP 16109. If the Principal does not withdraw its Bid within the time specified in the Contract Documents; and if the Principal is awarded the Contract and provides all documents to the City as required by the Contract Documents; then this obligation shall be null and void. Otherwise, this bond will remain in full force and effect. Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the Contract Documents shall in affect its obligation under this bond, and Surety does hereby waive notice of any such changes. In the event a lawsuit is brought upon this bond by the City and judgment is recovered, the Surety shall pay all litigation expenses incurred by the City in such suit, including reasonable attorneys' fees, court costs, expert witness fees and expenses. IN WITNESS WHEREOF, the above -bound parties have executed this instrument under their several seals this day of , 20 , the name and corporate seal of each corporation. (Corporate Seal) (Corporate Seal) (Attach Attorney -in -Fact Certificate) Contractor/ Principal By Title Surety By Attorney -in -Fact Title 61147.02100\20950242.3 -25- 00 4143 - BID FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On , 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory Name(s) of Signer(s) evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title(s) ❑ Partner(s) ❑ Limited ❑ General ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for Contractor/Principal. 61147.02100\20950242.3 -26- 0041 43 — BID FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for the Attorney -in -Fact. The Power -of -Attorney to local representatives of the bonding company must also be attached. END OF BID BOND 61147.02100\20950242.3 -27- 0041 43 — BID FORMS 1.3 List of Subcontractors In compliance with the Subletting and Subcontracting Fair Practices Act Chapter 4 (commencing at Section 4100), Part 1, Division 2 of the Public Contract Code of the State of California and any amendments thereof, Bidder shall set forth below: (a) the name and the location of the place of business, (b) the California contractor license number, (c) the DIR public works contractor registration number, and (d) the portion of the work which will be done by each subcontractor who will perform work or labor or render service to the Bidder in or about the construction of the work or improvement to be performed under this Contract in an amount in excess of one-half of one percent (0.5%) of the Bidder's Total Bid Price. Notwithstanding the foregoing, if the work involves the construction of streets and highways, then the Bidder shall list each subcontractor who will perform work or labor or render service to the Bidder in or about the work in an amount in excess of one-half of one percent (0.5%) of the Bidder's Total Bid Price or $10,000, whichever is greater. No additional time shall be granted to provide the below requested information. If a Bidder fails to specify a subcontractor or if a contractor specifies more than one subcontractor for the same portion of work, then the Bidder shall be deemed to have agreed that it is fully qualified to perform that portion of work and that it shall perform that portion itself. Work to be done by Subcontractor Name of Subcontractor Location of Business CSLB Contractor License No. DIR Registration Number % of Work 61147.02100\20950242.3 -28- 00 41 43 - BID FORMS Work to be done by Subcontractor Name of Subcontractor Location of Business CSLB Contractor License No. DIR Registration Number % of Work (Attach additional sheets if necessary) Name of Bidder Signature Name and Title Dated 61147.02100\20950242.3 -29- 00 4143 - BID FORMS 1.4 Bidder Information and Experience Form ARTICLE 1. INFORMATION ABOUT BIDDER (Indicate not applicable ("N/A") where appropriate.) NOTE: Where Bidder is a joint venture, pages shall be duplicated and information provided for all parties to the joint venture. 1.0 Name of Bidder: 2.0 3.0 Type, if Entity:_ Bidder Address: Facsimile Number Telephone Number Email Address 4.0 How many years has Bidder's organization been in business as a Contractor? 5.0 How many years has Bidder's organization been in business under its present name? 5.1 Under what other or former names has Bidder's organization 61147.02100\20950242.3 _30_ 00 41 43 - BID FORMS operated? 6.0 If Bidder's organization is a corporation, answer the following: 6.1 Date of Incorporation: 6.2 State of Incorporation: 6.3 President's Name: 6.4 Vice -President's Name(s): 6.5 Secretary's Name: 6.6 Treasurer's Name: 61147.02100\20950242.3 _30_ 00 41 43 - BID FORMS 7.0 If an individual or a partnership, answer the following: 7.1 Date of Organization: 7.2 Name and address of all partners (state whether general or limited partnership): 8.0 If other than a corporation or partnership, describe organization and name principals: 9.0 List other states in which Bidder's organization is legally qualified to do business. 10.0 What type of work does the Bidder normally perform with its own forces? 11.0 Has Bidder ever failed to complete any work awarded to it? If so, note when, where, and why: 12.0 Within the last five years, has any officer or partner of Bidder's organization ever been an officer or partner of another organization when it failed to complete a contract? If so, attach a separate sheet of explanation: 13.0 List Trade References: 61147.02100\20950242.3 -31- 00 41 43 - BID FORMS 14.0 List Bank References (Bank and Branch Address): 15.0 Name of Bonding Company and Name and Address of Agent: [REMAINDER OF THIS PAGE INTENTIONALLY LEFT BLANK] 61147.02100\20950242.3 _32_ 00 41 43 - BID FORMS ARTICLE 2. LIST OF CURRENT PROJECTS (BACKLOG) [**Duplicate Page if needed for listing additional current projects.**] Project Description of Completion Date Cost of Bidder's Work Bidder's Work 61147.02100\20950242.3 _33_ 00 41 43 - BID FORMS ARTICLE 3. LIST OF COMPLETED PROJECTS — LAST THREE YEARS [**Duplicate Page if needed for listing additional completed projects.**] Please include only those projects which are similar enough to demonstrate Bidder's ability to perform the required Work. Project Description of Completion Date Cost of Bidder's Work Bidder's Work 61147.02100\20950242.3 _34_ 00 41 43 - BID FORMS ARTICLE 4. EXPERIENCE AND TECHNICAL QUALIFICATIONS QUESTIONNAIRE Personnel: The Bidder shall identify the key personnel to be assigned to this project in a management, construction supervision or engineering capacity. 1. List each person's job title, name and percent of time to be allocated to this project: 2. Summarize each person's specialized education: 3. List each person's years of construction experience relevant to the project: 4. Summarize such experience: Bidder agrees that personnel named in this Bid will remain on this Project until completion of all relevant Work, unless substituted by personnel of equivalent experience and qualifications approved in advance by the City. Changes Occuring Since Prequalification If any substantive changes have occurred since Bidder submitted its prequalification package for this Project, Bidder shall list them below. If none are listed, Bidder certifies that no substantive changes have occurred. 61147.02100\20950242.3 _35_ 00 41 43 - BID FORMS Additional Bidder's Statements: If the Bidder feels that there is additional information which has not been included in the questionnaire above, and which would contribute to the qualification review, it may add that information in a statement here or on an attached sheet, appropriately marked: ARTICLE 5. VERIFICATION AND EXECUTION These Bid Forms shall be executed only by a duly authorized official of the Bidder: I declare under penalty of perjury under the laws of the State of California that the foregoing information is true and correct: Name of Bidder Signature Name Title Date 61147.02100\20950242.3 _36_ 00 41 43 - BID FORMS 1.5 Non -Collusion Declaration The undersigned declares: I am the foregoing Bid. of , the party making the The Bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation. The Bid is genuine and not collusive or sham. The Bidder has not directly or indirectly induced or solicited any other Bidder to put in a false or sham bid. The Bidder has not directly or indirectly colluded, conspired, connived, or agreed with any Bidder or anyone else to put in a sham bid, or to refrain from bidding. The Bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conference with anyone to fix the Bid Price of the Bidder or any other Bidder, or to fix any overhead, profit, or cost element of the Bid Price, or of that of any other Bidder. All statements contained in the Bid are true. The Bidder has not, directly or indirectly, submitted his or her Bid Price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, to any corporation, partnership, company, association, organization, bid depository, or to any member or agent thereof to effectuate a collusive or sham bid, and has not paid, and will not pay, any person or entity for such purpose. Any person executing this declaration on behalf of a Bidder that is a corporation, partnership, joint venture, limited liability company, limited liability partnership, or any other entity, hereby represents that he or she has full power to execute, and does execute, this declaration on behalf of the Bidder. I declare under penalty of perjury under the laws of the State of California that the foregoing is true and correct and that this declaration is executed on [date], at [city], [state]. Name of Bidder Signature Name Title 61147.02100\20950242.3 -37- 00 41 43 - BID FORMS 1.6 Iran Contracting Act Certification. (Public Contract Code section 2200 et seq.) As required by California Public Contract Code Section 2204, the Contractor certifies subject to penalty for perjury that the option checked below relating to the Contractor's status in regard to the Iran Contracting Act of 2010 (Public Contract Code Section 2200 et seq.) is true and correct: ❑ The Contractor is not: (1) identified on the current list of person and entities engaged in investment activities in Iran prepared by the California Department of General Services in accordance with subdivision (b) of Public Contract Code Section 2203; or (2) a financial instruction that extends, for 45 days or more, credit in the amount of $20,000,000 or more to any other person or entity identified on the current list of persons and entities engaging in investment activities in Iran prepared by the California Department of General Services in accordance with subdivision (b) of Public Contract Code Section 2203, if that person or entity uses or will use the credit to provide goods or services in the energy sector in Iran. ❑ The City has exempted the Contractor from the requirements of the Iran Contracting Act of 2010 after making a public finding that, absent the exemption, the City will be unable to obtain the goods and/or services to be provided pursuant to the Contract. ❑ The amount of the Contract payable to the Contractor for the Project does not exceed $1,000,000. Signature: Printed Name: Title: Firm Name: Date: Note: In accordance with Public Contract Code Section 2205, false certification of this form shall be reported to the California Attorney General and may result in civil penalties equal to the greater of $250,000 or twice the Contract amount, termination of the Contract and/or ineligibility to bid on contracts for three years. <Month> <Year> _38_ 00 41 43 — BID FORMS Pipeline Project XXXX 61147.02100\20950242.3 1.7 Public Works Contractor Reaistration Certification Pursuant to Labor Code sections 1725.5 and 1771.1, all contractors and subcontractors that wish to bid on, be listed in a bid proposal, or enter into a contract to perform public work must be registered with the Department of Industrial Relations. See http://www.dir.ca.gov/Public- Works/PublicWorks.html for additional information. No bid will be accepted nor any contract entered into without proof of the contractor's and subcontractors' current registration with the Department of Industrial Relations to perform public work. Bidder hereby certifies that it is aware of the registration requirements set forth in Labor Code sections 1725.5 and 1771.1 and is currently registered as a contractor with the Department of Industrial Relations. Name of Bidder: DIR Registration Number: DIR Registration Expiration: Bidder further acknowledges: 1. Bidder shall maintain a current DIR registration for the duration of the project. 2. Bidder shall include the requirements of Labor Code sections 1725.5 and 1771.1 in its contract with subcontractors and ensure that all subcontractors are registered at the time of bid opening and maintain registration status for the duration of the project. 3. Failure to submit this form or comply with any of the above requirements may result in a finding that the bid is non-responsive. Name of Bidder Signature Name and Title Dated <Month> <Year> _39_ 00 41 43 — BID FORMS Pipeline Project XXXX 61147.02100\20950242.3 1.8 Contractor's Certificate Regarding Workers' Compensation. I am aware of the provisions of section 3700 of the Labor Code which require every employer to be insured against liability for workers' compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this Contract. Name of Bidder Signature Name Title Dated <Month> <Year> -40- 00 41 43 — BID FORMS Pipeline Project XXXX 61147.02100\20950242.3 00 52 13 — CONTRACT This CONTRACT, No. is made and entered into this day of , by and between City of San Juan Capistrano, sometimes hereinafter called "City," and sometimes hereinafter called "Contractor." WITNESSETH: That the parties hereto have mutually covenanted and agreed, and by these presents do covenant and agree with each other as follows: a. SCOPE OF WORK. The Contractor shall perform all Work within the time stipulated in the Contract, and shall provide all labor, materials, equipment, tools, utility services, and transportation to complete all of the Work required in strict compliance with the Contract Documents as specified in Article 5, below, for the following Project: DEL OBISPO STREET WIDENING PROJECT CIP 16102 The Contractor and its surety shall be liable to the City for any damages arising as a result of the Contractor's failure to comply with this obligation. b. TIME FOR COMPLETION. Time is of the essence in the performance of the Work. The Work shall be commenced on the date stated in the Distric's Notice to Proceed. The Contractor shall complete all Work required by the Contract Documents within 300 calendar days from the commencement date stated in the Notice to Proceed. By its signature hereunder, Contractor agrees the time for completion set forth above is adequate and reasonable to complete the Work. C. CONTRACT PRICE. The City shall pay to the Contractor as full compensation for the performance of the Contract, subject to any additions or deductions as provided in the Contract Documents, and including all applicable taxes and costs, the sum of Dollars ($ ). Payment shall be made as set forth in the General Conditions. d. LIQUIDATED DAMAGES. In accordance with Government Code section 53069.85, it is agreed that the Contractor will pay the City the sum set forth in Section 00 73 13, Article 1.11 for each and every calendar day of delay beyond the time prescribed in the Contract Documents for finishing the Work, as Liquidated Damages and not as a penalty or forfeiture. In the event this is not paid, the Contractor agrees the City may deduct that amount from any money due or that may become due the Contractor under the Contract. This Article does not exclude recovery of other damages specified in the Contract Documents. e. COMPONENT PARTS OF THE CONTRACT. The "Contract Documents" include the following: Notice Inviting Bids Instructions to Bidders Bid Form Bid Bond Designation of Subcontractors 61147.02100\20950242.3 -41- 00 52 13 - CONTRACT Information Required of Bidders Non -Collusion Declaration Form Iran Contracting Act Certification Public Works Contractor Registration Certification Performance Bond Payment (Labor and Materials) Bond General Conditions Special Conditions Technical Specifications Addenda Plans and Drawings Standard Specifications for Public Works Construction "Greenbook", latest edition, Except Sections 1-9 Applicable Local Agency Standards and Specifications, as last revised Approved and fully executed change orders Any other documents contained in or incorporated into the Contract The Contractor shall complete the Work in strict accordance with all of the Contract Documents. All of the Contract Documents are intended to be complementary. Work required by one of the Contract Documents and not by others shall be done as if required by all. This Contract shall supersede any prior agreement of the parties. f. PROVISIONS REQUIRED BY LAW AND CONTRACTOR COMPLIANCE. Each and every provision of law required to be included in these Contract Documents shall be deemed to be included in these Contract Documents. The Contractor shall comply with all requirements of applicable federal, state and local laws, rules and regulations, including, but not limited to, the provisions of the California Labor Code and California Public Contract Code which are applicable to this Work. g. INDEMNIFICATION. Contractor shall provide indemnification and defense as set forth in the General Conditions. h. PREVAILING WAGES. Contractor shall be required to pay the prevailing rate of wages in accordance with the Labor Code which such rates shall be made available at the City's Administrative Office or may be obtained online at http://www.dir.ca.gov and which must be posted at the job site. [REMAINDER OF PAGE LEFT INTENTIONALLY BLANK] 61147.02100\20950242.3 -42- 00 52 13 - CONTRACT IN WITNESS WHEREOF, this Contract has been duly executed by the above-named parties, on the day and year above written. Name of Contractor By Name and Title: License No. Date: (CONTRACTOR'S SIGNATURE MUST BE NOTARIZED AND CORPORATE SEAL AFFIXED, IF APPLICABLE) CITY OF SAN JUAN CAPISTRANO LIM City Manager Date: Approved as to form this day of 20 Attorney for City of San Juan Capistrano END OF CONTRACT 61147.02100\20950242.3 -43- 00 52 13 - CONTRACT Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above 61147.02100\20950242.3 -44- 00 52 13 — CONTRACT 00 61 13 — BOND FORMS 1.1 Performance Bond. KNOW ALL PERSONS BY THESE PRESENTS: THAT WHEREAS, the City of San Juan Capistrano, (hereinafter referred to as "City") has awarded to , (hereinafter referred to as the "Contractor") an agreement for Contract No. (hereinafter referred to as the "Project"). WHEREAS, the work to be performed by the Contractor is more particularly set forth in the Contract Documents for the Project dated , (hereinafter referred to as "Contract Documents"), the terms and conditions of which are expressly incorporated herein by reference; and WHEREAS, the Contractor is required by said Contract Documents to perform the terms thereof and to furnish a bond for the faithful performance of said Contract Documents. NOW, THEREFORE, we, , the undersigned Contractor and and duly authorized to transact business under the firmly bound unto the City in the sum of ($ ), said sum being not less than amount of the Contract, for which amount well ar heirs, executors and administrators, successors these presents. as Surety, a corporation organized laws of the State of California, are held and DOLLARS, one hundred percent (100%) of the total 1 truly to be made, we bind ourselves, our ,id assigns, jointly and severally, firmly by THE CONDITION OF THIS OBLIGATION IS SUCH, that, if the Contractor, his or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, and well and truly keep and perform the covenants, conditions and agreements in the Contract Documents and any alteration thereof made as therein provided, on its part, to be kept and performed at the time and in the manner therein specified, and in all respects according to their intent and meaning; and shall faithfully fulfill all obligations including the one (1) year guarantee of all materials and workmanship; and shall indemnify and save harmless the City, its officials, officers, employees, and authorized volunteers, as stipulated in said Contract Documents, then this obligation shall become null and void; otherwise it shall be and remain in full force and effect. As a part of the obligation secured hereby and in addition to the face amount specified therefore, there shall be included costs and reasonable expenses and fees including reasonable attorney's fees, incurred by City in enforcing such obligation. As a condition precedent to the satisfactory completion of the Contract Documents, unless otherwise provided for in the Contract Documents, the above obligation shall hold good for a period of one (1) year after the acceptance of the work by City, during which time if Contractor shall fail to make full, complete, and satisfactory repair and replacements and totally protect the City from loss or damage resulting from or caused by defective materials or faulty workmanship. The obligations of Surety hereunder shall continue so long as any obligation of Contractor remains. Nothing herein shall limit the City's rights or the Contractor or Surety's obligations under the Contract, law or equity, including, but not limited to, California Code of Civil Procedure Section 337.15. 61147.02100\20950242.3 -45- 00 61 13 - BOND FORMS Whenever Contractor shall be, and is declared by the City to be, in default under the Contract Documents, the Surety shall remedy the default pursuant to the Contract Documents, or shall promptly, at the City's option: Take over and complete the Project in accordance with all terms and conditions in the Contract Documents; or Obtain a bid or bids for completing the Project in accordance with all terms and conditions in the Contract Documents and upon determination by Surety of the lowest responsive and responsible bidder, arrange for a Contract between such bidder, the Surety and the City, and make available as work progresses sufficient funds to pay the cost of completion of the Project, less the balance of the contract price, including other costs and damages for which Surety may be liable. The term "balance of the contract price" as used in this paragraph shall mean the total amount payable to Contractor by the City under the Contract and any modification thereto, less any amount previously paid by the City to the Contractor and any other set offs pursuant to the Contract Documents. iii. Permit the City to complete the Project in any manner consistent with California law and make available as work progresses sufficient funds to pay the cost of completion of the Project, less the balance of the contract price, including other costs and damages for which Surety may be liable. The term "balance of the contract price" as used in this paragraph shall mean the total amount payable to Contractor by the City under the Contract and any modification thereto, less any amount previously paid by the City to the Contractor and any other set offs pursuant to the Contract Documents. Surety expressly agrees that the City may reject any contractor or subcontractor which may be proposed by Surety in fulfillment of its obligations in the event of default by the Contractor. Surety shall not utilize Contractor in completing the Project nor shall Surety accept a bid from Contractor for completion of the Project if the City, when declaring the Contractor in default, notifies Surety of the City's objection to Contractor's further participation in the completion of the Project. The Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the Contract Documents or to the Project to be performed thereunder shall in any way affect its obligations on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the Contract Documents or to the Project. [REMAINDER OF PAGE LEFT INTENTIONALLY BLANK] 61147.02100\20950242.3 -46- 00 61 13 - BOND FORMS IN WITNESS WHEREOF, we have hereunto set our hands and seals this day of , 20 (Corporate Seal) (Corporate Seal) (Attach Attorney -in -Fact Certificate) The rate of premium on this bond is charges is $ (The above must be filled in by corporate attorney.) THIS IS A REQUIRED FORM Any claims under this bond may be addressed to: (Name and Address of Surety) (Name and Address of Agent or Representative for service of process in California, if different from above) (Telephone number of Surety and Agent or Representative for service of process in California) Contractor/ Principal By Title Surety By Attorney -in -Fact Title per thousand. The total amount of premium 61147.02100\20950242.3 -47- 00 61 13 - BOND FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for Contractor/Principal. 61147.02100\20950242.3 -48- 00 61 13 — BOND FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for the Attorney -in -Fact. The Power -of Attorney to local representatives of the bonding company must also be attached. END OF PERFORMANCE BOND 61147.02100\20950242.3 -49- 00 61 13 — BOND FORMS 1.2 Pavment Bond (Labor and Materials). KNOW ALL MEN BY THESE PRESENTS That WHEREAS, the City of San Juan Capistrano (hereinafter designated as the "City"), by action taken or a resolution passed , 20 , has awarded to hereinafter designated as the "Principal," a contract for the work described as follows: Contract No. (the "Project"); and WHEREAS, said Principal is required to furnish a bond in connection with said contract; providing that if said Principal or any of its Subcontractors shall fail to pay for any materials, provisions, provender, equipment, or other supplies used in, upon, for or about the performance of the work contracted to be done, or for any work or labor done thereon of any kind, or for amounts due under the Unemployment Insurance Code or for any amounts required to be deducted, withheld, and paid over to the Employment Development Department from the wages of employees of said Principal and its Subcontractors with respect to such work or labor the Surety on this bond will pay for the same to the extent hereinafter set forth. NOW THEREFORE, we, the Principal and as Surety, are held and firmly bound unto the City in the penal sum of Dollars ($ ) lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH that if said Principal, his or its subcontractors, heirs, executors, administrators, successors or assigns, shall fail to pay any of the persons named in Civil Code Section 9100, fail to pay for any materials, provisions or other supplies, used in, upon, for or about the performance of the work contracted to be done, or for any work or labor thereon of any kind, or amounts due under the Unemployment Insurance Code with respect to work or labor performed under the contract, or for any amounts required to be deducted, withheld, and paid over to the Employment Development Department or Franchise Tax Board from the wages of employees of the contractor and his subcontractors pursuant to Revenue and Taxation Code Section 18663, with respect to such work and labor the Surety or Sureties will pay for the same, in an amount not exceeding the sum herein above specified, and also, in case suit is brought upon this bond, all litigation expenses incurred by the City in such suit, including reasonable attorneys' fees, court costs, expert witness fees and investigation expenses. This bond shall inure to the benefit of any of the persons named in Civil Code Section 9100 so as to give a right of action to such persons or their assigns in any suit brought upon this bond. It is further stipulated and agreed that the Surety on this bond shall not be exonerated or released from the obligation of this bond by any change, extension of time for performance, addition, alteration or modification in, to, or of any contract, plans, specifications, or agreement pertaining or relating to any scheme or work of improvement herein above described, or pertaining or relating to the furnishing of labor, materials, or equipment therefore, nor by any change or modification of any terms of payment or extension of the time for any payment pertaining or relating to any scheme or work of improvement herein above described, nor by any rescission or attempted rescission or attempted rescission of the contract, agreement or bond, nor by any conditions precedent or subsequent in the bond attempting to limit the right of recovery of claimants otherwise entitled to recover under any such contract or agreement or 61147.02100\20950242.3 -50- 00 61 13 - BOND FORMS under the bond, nor by any fraud practiced by any person other than the claimant seeking to recover on the bond and that this bond be construed most strongly against the Surety and in favor of all persons for whose benefit such bond is given, and under no circumstances shall Surety be released from liability to those for whose benefit such bond has been given, by reason of any breach of contract between the owner or City and original contractor or on the part of any obligee named in such bond, but the sole conditions of recovery shall be that claimant is a person described in Civil Code Section 9100, and has not been paid the full amount of his claim and that Surety does hereby waive notice of any such change, extension of time, addition, alteration or modification herein mentioned, including but not limited to the provisions of sections 2819 and 2845 of the California Civil Code. IN WITNESS WHEREOF, we have hereunto set our hands and seals this day of , 20 (Corporate Seal) (Corporate Seal) Contractor/ Principal By Title Surety By Attorney -in -Fact (Attach Attorney -in -Fact Certificate) Title 61147.02100\20950242.3 -51- 00 61 13 - BOND FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for Contractor/Principal. 61147.02100\20950242.3 -52- 00 61 13 — BOND FORMS Notary Acknowledgment A notary public or other officer completing this certificate verifies only the Identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF On 20, before me, , Notary Public, personally appeared , who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their 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. Signature of Notary Public WITNESS my hand and official seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. CAPACITY CLAIMED BY SIGNER DESCRIPTION OF ATTACHED DOCUMENT ❑ Individual ❑ Corporate Officer Title or Type of Document ❑ Partner(s) ❑ Limited ❑ General Number of Pages ❑ Attorney -In -Fact ❑ Trustee(s) ❑ Guardian/Conservator Date of Document ❑ Other: Signer is representing: Name Of Person(s) Or Entity(ies) Signer(s) Other Than Named Above NOTE: This acknowledgment is to be completed for the Attorney -in -Fact. The Power -of -Attorney to local representatives of the bonding company must also be attached. END OF PAYMENT BOND 61147.02100\20950242.3 -53- 00 61 13 — BOND FORMS 00 72 13 — GENERAL CONDITIONS ARTICLE 1. DEFINED TERMS Whenever used in the Contract Documents and printed with initial capital letters, the terms listed below will have the meanings indicated which are applicable to both the singular and plural thereof. In addition to terms specifically defined below, terms with initial capital letters in the Contract Documents include references to identified articles and paragraphs, and the titles of other documents or forms. A. Act of God — An earthquake of magnitude of 3.5 or higher on the Richter scale or a tidal wave. B. Addenda -- Written or graphic instruments issued prior to the submission of Bids which clarify, correct, or change the Contract Documents. C. Additional Work -- New or unforeseen work will be classified as "Additional Work" when the City's Representative determines that it is not covered by the Contract. D. Applicable Laws -- The laws, statutes, ordinances, rules, codes, regulations, permits, and licenses of any kind, issued by local, state or federal governmental authorities or private authorities with jurisdiction (including utilities), to the extent they apply to the Work. E. Bid -- The offer or proposal of a Bidder submitted on the prescribed form setting forth the prices and other terms for the Work to be performed. F. Bidder -- The individual or entity who submits a Bid directly to the City. G. Change Order ("CO") -- A document that authorizes an addition, deletion, or revision in the Work or an adjustment in the Contract Price or the Contract Times, issued on or after the Effective Date of the Contract, in accordance with the Contract Documents and in the form contained in the Contract Documents. H. Change Order Request ("COR") -- A request made by the Contractor for an adjustment in the Contract Price and/or Contract Times as the result of a Contractor - claimed change to the Work. This term may also be referred to as a Change Order Proposal ("COP"), or Request for Change ("RFC"). City-- The City of San Juan Capistrano. City Council, Council -- The City Council of the City. K. City's Representative -- The individual or entity as identified in the Special Conditions to act as the City's Representative. L. Claim -- A demand or assertion by the City or Contractor seeking an adjustment of Contract Price or Contract Times, or both, or other relief with respect to the terms of the Contract. A demand for money or services by a third party is not a Claim. 61147.02100\20950242.3 -54- 00 72 13 - GENERAL CONDITIONS M. Contract -- The entire integrated written agreement between the City and Contractor 11 11 11 11 concerning the Work. Contract may be used interchangeably with Agreement in the Contract Documents. The Contract supersedes prior negotiations, representations, or agreements, whether written or oral, and includes all Contract Documents. N. Contract Documents -- The documents listed in Section 00 52 13, Article 5. Some documents provided by the City to the Bidders and Contractor, including but not limited to reports and drawings of subsurface and physical conditions are not Contract Documents. O. Contract Price -- Amount to be paid by the City to the Contractor as full compensation for the performance of the Contract and completion of the Work, subject to any additions or deductions as provided in the Contract Documents, and including all applicable taxes and costs. P. Contract Times -- The number of days or the dates stated in the Contract Documents to: achieve defined Milestones, if any; and to complete the Work so that it is ready for final payment. Q. Contractor -- The individual or entity with which the City has contracted for performance of the Work. R. Contractor's Designated On -Site Representative -- The Contractor's Designated On - Site Representative will be as identified in Section 00 72 13, Article 3 and shall not be changed without prior written consent of the City. S. Daily Rate -- The Daily Rate stipulated in the Contract Documents as full compensation to the Contractor due to the City's unreasonable delay to the Project that was not contemplated by the parties. T. Dray -- A calendar day of 24 hours measured from midnight to the next midnight. U. Defective Work -- Work that is unsatisfactory, faulty, or deficient; or that does not conform to the Contract Documents; or that does not meet the requirements of any inspection, reference standard, test, or approval referenced in the Contract Documents. V. Demobilization -- The complete dismantling and removal by the Contractor of all of the Contractor's temporary facilities, equipment, and personnel at the Site. W. Drawings -- That part of the Contract Documents prepared by of the Engineer of Record which graphically shows the scope, extent, and character of the Work to be performed by Contractor. Shop Drawings and other Contractor submittals are not Drawings as so defined. X. Effective Date of the Contract -- The date indicated in the Contract on which it becomes effective, but if no such date is indicated, it means the date on which the Contract is signed and delivered by the last of the two parties to sign and deliver. 61147.02100\20950242.3 -55- 00 72 13 - GENERAL CONDITIONS Y. Engineer, whenever not qualified, shall mean the City Engineer of the City, acting either directly or through properly authorized agents, such agents acting severally within the scope of the particular duties entrusted to them. On all questions concerning the acceptance of materials, machinery, the classifications of material, the execution of work, conflicting interest of the contractors performing related work and the determination of costs, the decision of the Engineer, duly authorized by the City Council, shall be binding and final upon both parties. Z. Engineer of Record -- The individual, partnership, corporation, joint venture, or other legal entity named as such in Section 00 73 13, Article 1.1. or any succeeding entity designated by the City. AA.Green Book -- The current edition of the Standard Specifications for Public Works Construction promulgated by the Joint Cooperative Committee of the Southern California Chapter American Public Works Association and the Southern California Districts of the Associated General Contractors of California. BB.Hazardous Waste -- The term "Hazardous Waste" shall have the meaning provided in Section 104 of the Solid Waste Disposal Act (42 U.S.C. § 6903) as amended from time to time or, as defined in Section 25117 of the Health and Safety Code, that is required to be removed to a class I, class II, or class III disposal site in accordance with provisions of existing law, whichever is more restrictive. CC. Holiday — The Holidays occur on: New Year's Day - January 1 President's Day — Third Monday in February Memorial Day - Last Monday in May Independence Day - July 4 Labor Day - First Monday in September Veteran's Day - November 11 Thanksgiving Day - Fourth Thursday in November Friday after Thanksgiving Christmas Eve — December 24 Christmas Day - December 25 Day After Christmas — December 26 New Year's Eve — December 31 If any Holiday listed above falls on a Saturday, Saturday and the preceding Friday are both Holidays. If the Holiday should fall on a Sunday, Sunday and the following Monday are both Holidays. DD. Notice of Award -- The written notice by the City to the Successful Bidder stating that upon timely compliance by the Successful Bidder with the conditions precedent listed therein, the City will sign and deliver the Contract. EE.Notice of Completion by the county where Project. -- The form which may be executed by the City and recorded the Project is located constituting final acceptance of the 61147.02100\20950242.3 -56- 00 72 13 - GENERAL CONDITIONS FF. Notice to Proceed -- A written notice given by the City to Contractor fixing the date on which the Contractor may proceed with the Work and when Contract Times will commence to run. GG. Project -- The total construction of which the Work to be performed under the Contract Documents may be the whole, or a part. HH. Recyclable Waste Materials -- Materials removed from the Site which are required to be diverted to a recycling center rather than an area landfill. Recyclable Waste Materials include asphalt, concrete, brick, concrete block, and rock. Schedule of Submittals -- A schedule, prepared and maintained by Contractor, of required submittals and the time requirements to facilitate scheduled performance of related construction activities. JJ. Shop Drawings -- All drawings, diagrams, illustrations, schedules, and other data or information which are specifically prepared or assembled by or for Contractor and submitted by Contractor to illustrate some portion of the Work. KK. Specifications -- That part of the Contract Documents consisting of written requirements for materials, equipment, systems, standards and workmanship as applied to the Work, and certain administrative requirements and procedural matters applicable thereto. LL. Stop Payment Notice -- A written notice as defined in Civil Code section 8044. MM. Subcontractor -- An individual or entity other than a Contractor having a contract with any other entity than the City for performance of any portion of the Work at the Site. NN. Submittal -- Written and graphic information and physical samples prepared and supplied by the Contractor demonstrating various portions of the Work. 00. Successful Bidder -- The Bidder submitting a responsive Bid to whom the City makes an award. PP.Su tier -- A manufacturer, fabricator, supplier, distributor, material man, or vendor having a direct contract with Contractor or with any Subcontractor to furnish materials or equipment used in the performance of the Work or to be incorporated in the Work. QQ. Underground Facilities -- All underground pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels, or other such facilities or attachments, and any encasements containing such facilities, including those that convey electricity, gases, steam, liquid petroleum products, telephone or other communications, cable television, water, wastewater, storm water, other liquids or chemicals, or traffic or other control systems. RR. Unit Price Work -- Work to be paid for on the basis of unit prices as provided by the Contractor in its bid or as adjusted in accordance with the Contract Documents. 61147.02100\20950242.3 -57- 00 72 13 - GENERAL CONDITIONS SS.Warranty -- A written guarantee provided to the City by the Contractor that the Work will remain free of defects and suitable for its intended use for the period required by the Contract Documents or the longest period permitted by the law of this State, whichever is longer. TT. Work -- The entire construction or the various separately identifiable parts thereof required to be provided under the Contract Documents. Work includes and is the result of performing or providing all labor, services, and documentation necessary to produce such construction, and furnishing, installing, and incorporating all materials and equipment into such construction, all as required by the Contract Documents. ARTICLE 2. CONTRACT DOCUMENTS A. Contract Documents. The Contract Documents are complementary, and what is called for by one shall be as binding as if called for by all. B. Interpretations. The Contract Documents are intended to be fully cooperative and complementary. If the Contractor observes that any documents are in conflict, the Contractor shall promptly notify the Engineer in writing. In case of conflicts between the Contract Documents, the order of precedence shall be as follows: 1. Change Orders 2. Addenda 3. Special Conditions 4. Technical Specifications 5. Plans (Contract Drawings) 6. Contract 7. General Conditions 8. Instructions to Bidders 9. Notice Inviting Bids 10. Contractor's Bid Forms 11. Standard Specifications for Public Works Construction (Sections 1-9 Excluded) 12. Applicable Local Agency Standards and Specifications 13. Standard Drawings 14. Reference Documents With reference to the Drawings, the order of precedence shall be as follows: 1. Figures govern over scaled dimensions 2. Detail drawings govern over general drawings 3. Addenda or Change Order drawings govern over Contract Drawings 4. Contract Drawings govern over Standard Drawings 5. Contract Drawings govern over Shop Drawings C. Conflicts in Contract Documents. Notwithstanding the orders of precedence established above, in the event of conflicts, the higher standard, higher quality, and most expensive shall always apply. D. Organization of Contract Documents. Organization of the Contract Documents into divisions, sections, and articles, and arrangement of drawings shall not control 61147.02100\20950242.3 -58- 00 72 13 - GENERAL CONDITIONS the Contractor in dividing Project Work among subcontractors or in establishing the extent of Work to be performed by any trade. ARTICLE 3. PRECONSTRUCTION AND CONSTRUCTION COMMUNICATION Before any Work at the site is started, a conference attended by the City, Contractor, City's Representative, and others as appropriate will be held to establish a working understanding among the parties as to the Work and to discuss the schedules referred to herein, procedures for handling Shop Drawings and other submittals, processing Applications for Payment, and maintaining required records. At this conference the City and Contractor each shall designate, in writing, a specific individual to act as its authorized representative with respect to the services and responsibilities under the Contract. Such individuals shall have the authority to transmit instructions, receive information, render decisions relative to the Contract, and otherwise act on behalf of each respective party. ARTICLE 4. CONTRACT DOCUMENTS: COPIES & MAINTENANCE Contractor will be furnished, free of charge, five (5) copies of the Contract Documents. Additional copies may be obtained at cost of reproduction. Contractor shall maintain a clean, undamaged set of Contract Documents, including submittals, at the Project site. ARTICLE 5. EXAMINATION OF DRAWINGS, SPECIFICATIONS AND SITE OF WORK A. Examination of Contract Documents. Before commencing any portion of the Work, Contractor shall again carefully examine all applicable Contract Documents, the Project site, and other information given to Contractor as to materials and methods of construction and other Project requirements. Contractor shall immediately notify the Engineer of any potential error, inconsistency, ambiguity, conflict, or lack of detail or explanation. If Contractor performs, permits, or causes the performance of any Work which is in error, inconsistent or ambiguous, or not sufficiently detailed or explained, Contractor shall bear any and all resulting costs, including, without limitation, the cost of correction. In no case shall the Contractor or any subcontractor proceed with Work if uncertain as to the applicable requirements. B. Additional Instructions. After notification of any error, inconsistency, ambiguity, conflict, or lack of detail or explanation, the Engineer will provide any required additional instructions, by means of drawings or other written direction, necessary for proper execution of Work. C. Quality of Parts, Construction and Finish. All parts of the Work shall be of the best quality of their respective kinds and the Contractor must use all diligence to inform itself fully as to the required construction and finish. D. Contractor's Variation from Contract Document Requirements. If it is found that the Contractor has varied from the requirements of the Contract Documents including the requirement to comply with all applicable laws, ordinances, rules and regulations, the Engineer may at any time, before or after completion of the Work, 61147.02100\20950242.3 -59- 00 72 13 - GENERAL CONDITIONS order the improper Work removed, remade or replaced by the Contractor at the Contractor's expense. ARTICLE 6. MOBILIZATION A. When a bid item is included in the Bid Form for mobilization, the costs of Work in advance of construction operations and not directly attributable to any specific bid item will be included in the progress estimate ("Initial Mobilization"). When no bid item is provided for "Initial Mobilization," payment for such costs will be deemed to be included in the other items of the Work. B. Payment for Initial Mobilization based on the lump sum provided in the Bid Form, which shall constitute full compensation for all such Work. No payment for Initial Mobilization will be made until all of the listed items have been completed to the satisfaction of the Engineer. The scope of the Work included under Initial Mobilization shall include, but shall not be limited to, the following principal items: 1. Obtaining and paying for all bonds, insurance, and permits. 2. Moving on to the Project site of all Contractor's plant and equipment required for the first month's operations. 3. Installing temporary construction power, wiring, and lighting facilities, as applicable. 4. Establishing fire protection system, as applicable. 5. Developing and installing a construction water supply, if applicable. 6. Providing and maintaining the field office trailers for the Contractor, if necessary, and the Engineer (if specified), complete, with all specified furnishings and utility services. 7. Providing on-site sanitary facilities and potable water facilities as specified per Cal -OSHA and these Contract Documents. 8. Furnishing, installing, and maintaining all storage buildings or sheds required for temporary storage of products, equipment, or materials that have not yet been installed in the Work. All such storage shall meet manufacturer's specified storage requirements, and the specific provisions of the specifications, including temperature and humidity control, if recommended by the manufacturer, and for all security. 9. Arranging for and erection of Contractor's work and storage yard. 10. Posting all OSHA required notices and establishment of safety programs per Cal - OSHA. 11. Full-time presence of Contractor's superintendent at the job site as required herein. 61147.02100\20950242.3 -60- 00 72 13 - GENERAL CONDITIONS 12. Submittal of Construction Schedule as required by the Contract Documents. ARTICLE 7. EXISTENCE OF UTILITIES AT THE WORK SITE A. The City has endeavored to determine the existence of utilities at the Project site from the records of the owners of known utilities in the vicinity of the Project. The positions of these utilities as derived from such records are shown on the Plans. B. Unless indicated otherwise on the Plans and Specifications, no excavations were made to verify the locations shown for underground utilities. The service connections to these utilities are not shown on the Plans. Water service connections may be shown on the Plans showing general locations of such connections. It shall be the responsibility of the Contractor to determine the exact location of all service connections. The Contractor shall make its own investigations, including exploratory excavations, to determine the locations and type of service connections, prior to commencing Work which could result in damage to such utilities. The Contractor shall immediately notify the City in writing of any utility discovered in a different position than shown on the Plans or which is not shown on the Plans. C. If applicable, all water meters, water valves, fire hydrants, electrical utility vaults, telephone vaults, gas utility valves, and other subsurface structures shall be relocated or adjusted to final grade by the Contractor. Locations of existing utilities shown on the Plans are approximate and may not be complete. The Contractor shall be responsible for coordinating its Work with all utility companies during the construction of the Work. D. Notwithstanding the above, pursuant to section 4215 of the Government Code, the City has the responsibility to identify, with reasonable accuracy, main or trunkline facilities on the plans and specifications. In the event that main or trunkline utility facilities are not identified with reasonable accuracy in the plans and specifications made a part of the invitation for Bids, the City shall assume the responsibility for their timely removal, relocation, or protection. E. Contractor, except in an emergency, shall contact the appropriate regional notification center, Southern California Underground Service Alert at 811 or 1- 800-227-2600 or on-line at www.digalert.org at least two working days prior to commencing any excavation if the excavation will be performed in an area which is known, or reasonably should be known, to contain subsurface installations other than the underground facilities owned or operated by the City, and obtain an inquiry identification number from that notification center. No excavation shall be commenced or carried out by the Contractor unless such an inquiry identification number has been assigned to the Contractor or any subcontractor of the Contractor and the City has been given the identification number by the Contractor. ARTICLE 8. SOILS INVESTIGATIONS A. Reports and Drawings. The Special Conditions identify: 1. those reports known to the City of explorations and tests of subsurface conditions at or contiguous to the site; and 61147.02100\20950242.3 -61- 007213 -GENERAL CONDITIONS 2. those drawings known to the City of physical conditions relating to existing surface or subsurface structures at the site (except Underground Facilities). B. Limited Reliance by Contractor on Technical Data Authorized. Contractor may rely upon the accuracy of the "technical data" contained in such reports and drawings, which were expressly not created or obtained to evaluate or assist in the evaluation of constructability, and are not Contract Documents. Contractor shall make its own interpretation of the "technical data" and shall be solely responsible for any such interpretations. Except for reliance on the accuracy of such "technical data," Contractor may not rely upon or make any claim against the City, City's Representative, or Engineer of Record, or any of their officers, directors, members, partners, employees, agents, consultants, or subcontractors, with respect to: the completeness of such reports and drawings for Contractor's purposes, including without limitation any aspects of the means, methods, techniques, sequences, and procedures of construction to be employed by Contractor, and safety precautions and programs incident thereto; or 2. other data, interpretations, opinions, conclusions and information contained in such reports or shown or indicated in such drawings; or 3. any Contractor interpretation of or conclusion drawn from any "technical data" or any such other data, interpretations, opinions, or information. ARTICLE 9. CONTRACTOR'S SUPERVISION Contractor shall continuously keep at the Project site, a competent and experienced full-time Project superintendent acceptable to the City. Superintendent must be able to proficiently speak, read and write in English and shall have the authority to make decisions on behalf of the Contractor. Contractor shall continuously provide efficient supervision of the Project. ARTICLE 10. WORKERS A. Contractor shall at all times enforce strict discipline and good order among its employees. Contractor shall not employ on the Project any unfit person or any one not skilled in the Work assigned to him or her. B. Any person in the employ of the Contractor whom the City may deem incompetent or unfit shall be dismissed from the Work and shall not be employed on this Project. ARTICLE 11. INDEPENDENT CONTRACTORS Contractor shall be an independent contractor for the City and not an employee. Contractor understands and agrees that it and all of its employees shall not be considered officers, employees, or agents of City and are not entitled to benefits of any kind normally provided employees of City, including but not limited to, state unemployment compensation or workers' compensation. Contractor assumes full responsibility for the acts and omissions of its employees or agents related to the Work. 61147.02100\20950242.3 -62- 00 72 13 - GENERAL CONDITIONS ARTICLE 12. SUBCONTRACTS A. Contractor agrees to bind every subcontractor to the terms of the Contract Documents as far as such terms are applicable to subcontractor's portion of the Work. Contractor shall be as fully responsible to the City for the acts and omissions of its subcontractors and of persons either directly or indirectly employed by its subcontractors, as Contractor is for acts and omissions of persons directly employed by Contractor. Nothing contained in these Contract Documents shall create any contractual relationship between any subcontractor and the City. B. The City reserves the right to accept all subcontractors. The City's acceptance of any subcontractor under this Contract shall not in any way relieve Contractor of its obligations in the Contract Documents. C. Prior to substituting any subcontractor listed in the Bid Forms, Contractor must comply with the requirements of the Subletting and Subcontracting Fair Practices Act pursuant to California Public Contract Code section 4100 et seq. ARTICLE 13. VERIFICATION OF EMPLOYMENT ELIGIBILITY By executing this Contract, Contractor verifies that it fully complies with all requirements and restrictions of state and federal law respecting the employment of undocumented aliens, including, but not limited to, the Immigration Reform and Control Act of 1986, as may be amended from time to time, and shall require all subcontractors, sub -subcontractors and consultants to comply with the same. Each person executing this Contract on behalf of Contractor verifies that he or she is a duly authorized officer of Contractor and that any of the following shall be grounds for the City to terminate the Contract for cause: (1) failure of the Contractor or its subcontractors, sub -subcontractors or consultants to meet any of the requirements provided for in this Article; (2) any misrepresentation or material omission concerning compliance with such requirements; or (3) failure to immediately remove from the Work any person found not to be in compliance with such requirements. ARTICLE 14. REQUESTS FOR SUBSTITUTION A. For the purposes of this provision, the term "substitution" shall mean the substitution of any material, method or service substantially equal to or better in every respect to that indicated in the Standard Specifications or otherwise referenced herein. B. Pursuant to Public Contract Code section 3400(b), the City may make a finding that is described in the Notice Inviting Bids that designates certain products, things, or services by specific brand or trade name. C. Unless specifically designated in the Special Conditions, whenever any material, process, or article is indicated or specified by grade, patent, or proprietary name or by name of manufacturer, such specifications shall be deemed to be used for the purpose of facilitating the description of the material, process, or article desired and shall be deemed to be followed by the words "or equal." Contractor may, unless otherwise stated, offer for substitution any material, process, or article which may be substantially equal to or better in every respect to that so indicated or specified in the Contract Documents. However, the City has adopted uniform standards for certain materials, processes, and articles. 61147.02100\20950242.3 -63- 00 72 13 - GENERAL CONDITIONS D. The Contractor shall submit substitution requests, together with substantiating data, for substitution of any "or equal" material, process, or article no later than thirty-five (35) calendar days after award of Contract. Provisions regarding submission of substitution requests shall not in any way authorize an extension of time for the performance of this Contract. If a substitution request is rejected by the City, the Contractor shall provide the material, method or service specified herein. The City shall not be responsible for any costs incurred by the Contractor associated with substitution requests. The burden of proof as to the equality of any material, process, or article shall rest with the Contractor. The Engineer has the complete and sole discretion to determine if a material, process, or article is substantially equal to or better than that specified and to approve or reject all substitution requests. E. Substantiating data as described above shall include, at a minimum, the following information: 1. A signed affidavit from the Contractor stating that the material, process, or article proposed as a substitution is substantially equal to or better than that specified in every way except as may be listed on the affidavit. 2. Illustrations, specifications, catalog cut sheets, and any other relevant data required to prove that the material, process, or article is substantially equal to or better than that specified. 3. A statement of the cost implications of the substitution being requested, indicating whether and why the proposed substitution will reduce or increase the amount of the contract. 4. Information detailing the durability and lifecycle costs of the proposed substitution. F. Failure to submit all the required substantiating data detailed above in a timely manner so that the substitution request can be adequately reviewed may result in rejection of the substitution request. The Engineer is not obligated to review multiple submittals related the same substitution request resulting from the Contractor's failure to initially submit a complete package. G. Time limitations within this Article shall be strictly complied with and in no case will an extension of time for completion of the contract be granted because of Contractor's failure to provide substitution requests at the time and in the manner described herein. H. The Contractor shall bear the costs of all City work associated with the review of substitution requests. If substitution requests approved by the Engineer require that Contractor furnish materials, methods or services more expensive than that specified, the increased costs shall be borne by Contractor. 61147.02100\20950242.3 -64- 00 72 13 - GENERAL CONDITIONS ARTICLE 15. SHOP DRAWINGS A. Contractor shall check and verify all field measurements and shall submit with such promptness as to provide adequate time for review and cause no delay in its own Work or in that of any other contractor, subcontractor, or worker on the Project, six (6) copies of all shop drawings, calculations, schedules, and materials list, and all other provisions required by the Contract Documents. Contractor shall sign all submittals affirming that submittals have been reviewed and approved by Contractor prior to submission to Engineer. Each signed submittal shall affirm that the submittal meets all the requirements of the Contract Documents except as specifically and clearly noted and listed on the transmittal letter of the submittal. B. Contractor shall make any corrections required by the Engineer, and file with the Engineer six (6) corrected copies each, and furnish such other copies as may be needed for completion of the Work. Engineer's acceptance of shop drawings shall not relieve Contractor from responsibility for deviations from the Contract Documents unless Contractor has, in writing, called Engineer's attention to such deviations at time of submission and has secured the Engineer's written acceptance. Engineer's acceptance of shop drawings shall not relieve Contractor from responsibility for errors in shop drawings. ARTICLE 16. SUBMITTALS A. Contractor shall furnish to the Engineer for approval, prior to purchasing or commencing any Work, a log of all samples, material lists and certifications, mix designs, schedules, and other submittals, as required in the Contract Documents. The log shall indicate whether samples will be provided in accordance with other provisions of this Contract. B. Contractor will provide samples and submittals, together with catalogs and supporting data required by the Engineer, to the Engineer within a reasonable time period to provide for adequate review and avoid delays in the Work. C. These requirements shall not authorize any extension of time for performance of this Contract. Engineer will check and approve such samples, but only for conformance with design concept of work and for compliance with information given in the Contract Documents. Work shall be in accordance with approved samples and submittals. ARTICLE 17. MATERIALS A. Except as otherwise specifically stated in the Contract Documents, Contractor shall provide and pay for all materials, labor, tools, equipment, lights, power, transportation, superintendence, temporary constructions of every nature, and all other services and facilities of every nature whatsoever necessary to execute and complete this Contract within specified time. B. Unless otherwise specified, all materials shall be new and the best of their respective kinds and grades as noted and/or specified, and workmanship shall be of good quality. 61147.02100\20950242.3 -65- 00 72 13 - GENERAL CONDITIONS C. Materials shall be furnished in ample quantities and at such times as to ensure uninterrupted progress of the Work and shall be stored properly and protected as required by the Contract Documents. Contractor shall be entirely responsible for damage or loss by weather or other causes to materials or Work. D. No materials, supplies, or equipment for Work under this Contract shall be purchased subject to any chattel mortgage or under a conditional sale or other agreement by which an interest therein or in any part thereof is retained by the seller or supplier. Contractor warrants good title to all material, supplies, and equipment installed or incorporated in the Work and agrees upon completion of all work to deliver the Project, to the City free from any claims, liens, or charges. E. Materials shall be stored on the Project site in such manner so as not to interfere with any operations of the City or any independent contractor. F. Contractor shall verify all measurements, dimensions, elevations, and quantities before ordering any materials or performing any Work, and the City shall not be liable for Contractor's failure to so. No additional compensation, over and above payment for the actual quantities at the prices set out in the Bid Form, will be allowed because of differences between actual measurements, dimension, elevations and quantities and those indicated on the Plans and in the Specifications. Any difference therein shall be submitted to the Engineer for consideration before proceeding with the Work. ARTICLE 18. PERMITS AND LICENSES A. City will apply and pay for the review of necessary encroachment permits for Work within the public rights-of-way. Contractor shall obtain all other necessary permits and licenses for the construction of the Project, including encroachment permits, and shall pay all fees required by law and shall comply with all laws, ordinances, rules and regulations relating to the Work and to the preservation of public health and safety. Before acceptance of the Project, the Contractor shall submit all licenses, permits, certificates of inspection and required approvals to the City. B. The Bid Form contains an allowance for the Contractor's cost of acquiring traffic control permits and for construction inspection fees that may be charged to the Contractor by the Agency of Jurisdiction. The allowance is included within the Bid Form to eliminate the need by bidders to research or estimate the costs of traffic control permits and construction inspection fees prior to submitting a bid. The allowance is specifically intended to account for the costs of traffic control permits and construction inspection fees charged by the local Agency of Jurisdiction only. No other costs payable by Contractor to the Agency of Jurisdiction are included within the allowance. Payment by City to Contractor under the Permit and Inspection Allowance Bid Item shall be made based on actual cost receipts only and in accordance with the provisions of these specifications. ARTICLE 19. TRENCHES A. Trenches Five Feet or More in Depth. Contractor shall submit to the Engineer at the preconstruction meeting, a detailed plan showing the design of shoring, bracing, sloping or other provisions to be made for worker protection from hazards of caving 61147.02100\20950242.3 -66- 00 72 13 - GENERAL CONDITIONS ground during the excavation of any trench or trenches five feet or more in depth. If such plan varies from shoring system standards established by the Construction Safety Orders of the California Code of Regulations, Department of Industrial Relations, the plan shall be prepared by a California registered civil or structural engineer. The plan shall not be less effective than the shoring, bracing, sloping, or other provisions of the Construction Safety Orders, as defined in the California Code of Regulations. The Contractor shall designate in writing the "competent person" as defined in Title 8, California Code of Regulations, who shall be present at the Work Site each day that trenching/excavation is in progress. The "competent person" shall prepare and provide daily trenching/excavation inspection reports to the Engineer. Contractor shall also submit a copy of its annual California Occupational Safety and Health Administration (Cal/OSHA) trench/excavation permit. B. Excavations Deeper than Four Feet. If the Work involves excavating trenches or other excavations that extend deeper than four feet below the surface, Contractor shall promptly, and before the excavation is further disturbed, notify the City in writing of any of the following conditions: 1. Material that the Contractor believes may be material that is hazardous waste, as defined in section 25117 of the Health and Safety Code, that is required to be removed to a Class I, Class II, or Class III disposal site in accordance with provisions of existing law. 2. Subsurface or latent physical conditions at the site differing from those indicated. 3. Unknown physical conditions at the site of any unusual nature, different materially from those ordinarily encountered and generally recognized as inherent in work of the character provided for in the Contract The City shall promptly investigate the conditions, and if it finds that the conditions do so materially differ, or do involve hazardous waste, and cause a decrease or increase in Contractor's cost of, or the time required for, performance of any part of the Work, shall issue a change order under the procedures described in the Contract Documents. In the event that a dispute arises between the City and the Contractor as to whether the conditions materially differ, or involve hazardous waste, or cause a decrease or increase in the Contractor's cost of, or time required for, performance of any part of the Work, the Contractor shall not be excused from any scheduled completion date provided for by the Contract, but shall proceed with all Work to be performed under the Contract. Contractor shall retain any and all rights provided either by contract or by law which pertain to the resolution of disputes and protests between the parties. ARTICLE 20. TRAFFIC CONTROL A. Traffic control plan(s) for the Work may be required by the Agency(s) of Jurisdiction. Traffic control plans, if required, shall be prepared at Contractor's expense, and traffic control shall be performed at Contractor's expense in accordance with the requirements of the Agency(s) of Jurisdiction. The Permit and Inspection Allowance included within the Bid Form includes the cost of required traffic control permit(s) and construction inspection by the Agency(s) of Jurisdiction only. The Permit and 61147.02100\20950242.3 -67- 00 72 13 - GENERAL CONDITIONS Inspection Allowance does not include costs for preparation of any required traffic control plans, implementation of any traffic control requirements or for any traffic signal services that may be required. Costs for traffic control plans, implementation of traffic control, or traffic signal services required by the Agency(s) of Jurisdiction shall be included in the Contractor's Bid. B. All warning signs and safety devices used by the Contractor to perform the Work shall conform to the requirements contained in the State of California, Department of Transportation's current edition of "Manual of Traffic Controls for Construction and Maintenance Work Zones" or to the requirements of the local agency. The Contractor shall also be responsible for all traffic control required by the agency having jurisdiction over the project on the intersecting streets. Contractor must submit a traffic control plan to the agency having jurisdiction over the project for approval prior to starting work. C. The Contractor's representative on the site responsible for traffic control shall produce evidence that he/she has completed training acceptable to the California Department of Transportation for safety through construction zones. All of the streets in which the Work will occur shall remain open to traffic and one lane of traffic maintained at all times unless otherwise directed by the agency of jurisdiction. Businesses and residences adjacent to the Work shall be notified forty-eight (48) hours in advance of closing of driveways. The Contractor shall make every effort to minimize the amount of public parking temporarily eliminated due to construction in areas fronting businesses. No stockpiles of pipe or other material will be allowed in traveled right-of-ways after working hours unless otherwise approved by the Engineer. ARTICLE 21. DIVERSION OF RECYCLABLE WASTE MATERIALS In compliance with the applicable City's waste reduction and recycling efforts, Contractor shall divert all Recyclable Waste Materials to appropriate recycling centers as required for compliance with the local jurisdiction's waste diversion ordinances. Contractor will be required to submit weight tickets and written proof of diversion with its monthly progress payment requests. Contractor shall complete and execute any certification forms required by City or other applicable agencies to document Contractor's compliance with these diversion requirements. All costs incurred for these waste diversion efforts shall be the responsibility of the Contractor. ARTICLE 22. REMOVAL OF HAZARDOUS MATERIALS Should Contractor encounter material reasonably believed to be polychlorinated biphenyl (PCB) or other toxic wastes and hazardous materials which have not been rendered harmless at the Project site, the Contractor shall immediately stop work at the affected Project site and shall report the condition to the City in writing. The City shall contract for any services required to directly remove and/or abate PCBs and other toxic wastes and hazardous materials, if required by the Project site(s), and shall not require the Contractor to subcontract for such services. The Work in the affected area shall not thereafter be resumed except by written agreement of the City and Contractor. 61147.02100\20950242.3 -68- 00 72 13 - GENERAL CONDITIONS ARTICLE 23. SANITARY FACILITIES Contractor shall provide sanitary temporary toilet buildings and hand washing facilities for the use of all workers. All toilets and hand washing facilities shall comply with local codes and ordinances. Toilets shall be kept supplied with toilet paper and shall have workable door fasteners. Toilets and hand washing facilities shall be serviced no less than once weekly and shall be present in a quantity of not less than 1 per 20 workers as required by Cal/OSHA regulations. The toilets and hand washing facilities shall be maintained in a sanitary condition at all times. Use of toilet and hand washing facilities in the Work under construction shall not be permitted. Any other Sanitary Facilities required by Cal/OSHA shall be the responsibility of the Contractor. ARTICLE 24. AIR POLLUTION CONTROL Contractor shall comply with all air pollution control rules, regulations, ordinances and statutes, including, but not limited to, those required by the South Coast Air Quality Management District. All containers of paint, thinner, curing compound, solvent or liquid asphalt shall be labeled to indicate that the contents fully comply with the applicable material requirements. ARTICLE 25. LAYOUT AND FIELD ENGINEERING All field engineering required for laying out the Work and establishing grades for earthwork operations shall be furnished by the Contractor at its expense. ARTICLE 26. TESTS AND INSPECTIONS A. If the Contract Documents, the Engineer, or any instructions, laws, ordinances, or public authority requires any part of the Work to be tested or Approved, Contractor shall provide the Engineer at least two (2) working days' notice of its readiness for observation or inspection. If inspection is by a public authority other than the City, Contractor shall promptly inform the City of the date fixed for such inspection. Required certificates of inspection (or similar) shall be secured by Contractor. Costs for City testing and City inspection shall be paid by the City. Costs of tests for Work found not to be in compliance shall be paid by the Contractor. B. If any Work is done or covered up without the required testing or approval, the Contractor shall uncover or deconstruct the Work, and the Work shall be redone after completion of the testing at the Contractor's cost in compliance with the Contract Documents. C. Where inspection and testing are to be conducted by an independent laboratory or agency, materials or samples of materials to be inspected or tested shall be selected by such laboratory or agency, or by the City, and not by Contractor. All tests or inspections of materials shall be made in accordance with the commonly recognized standards of national organizations. D. In advance of manufacture of materials to be supplied by Contractor which must be tested or inspected, Contractor shall notify the City so that the City may arrange for testing at the source of supply. Any materials which have not satisfactorily passed such testing and inspection shall not be incorporated into the Work. 61147.02100\20950242.3 -69- 00 72 13 - GENERAL CONDITI0NS E. If the manufacture of materials to be inspected or tested will occur in a plant or location greater than sixty (60) miles from the City, the Contractor shall pay for any excessive or unusual costs associated with such testing or inspection, including but not limited to excessive travel time, standby time and required lodging. F. Reexamination of Work may be ordered by the City. If so ordered, Work must be uncovered or deconstructed by Contractor. If Work is found to be in accordance with the Contract Documents, the City shall pay the costs of reexamination and reconstruction. If such work is found not to be in accordance with the Contract Documents, Contractor shall pay all costs. ARTICLE 27. PROTECTION OF WORK AND PROPERTY A. The Contractor shall be responsible for all damages to persons or property that occurs as a result of the Work. Contractor shall be responsible for the proper care and protection of all materials delivered and Work performed until completion and final Acceptance by the City. All Work shall be solely at the Contractor's risk. Contractor shall adequately protect adjacent property from settlement or loss of lateral support as necessary. Contractor shall comply with all applicable safety laws and building codes to prevent accidents or injury to persons on, about, or adjacent to the Project site where Work is being performed. Contractor shall erect and properly maintain at all times, as required by field conditions and progress of work, all necessary safeguards, signs, barriers, lights, and watchmen for protection of workers and the public, and shall post danger signs warning against hazards created in the course of construction. B. In an emergency affecting safety of life or of work or of adjoining property, Contractor, without special instruction or authorization from the Engineer, is hereby permitted to act to prevent such threatened loss or injury; and Contractor shall so act, without appeal, if so authorized or instructed by the Engineer or the City. Any compensation claimed by Contractor on account of emergency work shall be determined by and agreed upon by the City and the Contractor. ARTICLE 28. CONTRACTOR'S MEANS AND METHODS Contractor is solely responsible for the means and methods utilized to perform the Work. In no case shall the Contractor's means and methods deviate from commonly used industry standards. ARTICLE 29. AUTHORIZED REPRESENTATIVES The City shall designate representatives, who shall have the right to be present at the Project site at all times. The City may designate an inspector who shall have the right to observe all of the Contractor's Work. The inspector shall not be responsible for the Contractor's failure to carry out the Work in accordance with the Contract Documents. Contractor shall provide safe and proper facilities for such access. ARTICLE 30. HOURS OF WORK A. As provided in Article 3 (commencing at section 1810), Chapter 1, Part 7, Division 2 of the Labor Code, Contractor stipulates that eight (8) hours of labor shall constitute 61147.02100\20950242.3 -70- 00 72 13 - GENERAL CONDITIONS a legal day's work. The time of service of any worker employed at any time by the Contractor or by any subcontractor on any subcontract under this Contract upon the Work or upon any part of the Work contemplated by this Contract is limited and restricted to eight (8) hours during any one calendar day and 40 hours during any one calendar week, except as hereinafter provided. Notwithstanding the provisions herein above set forth, work performed by employees of Contractor in excess of eight (8) hours per day, and 40 hours during any one week, shall be permitted upon this public work upon compensation for all hours worked in excess of eight (8) hours per day at not less than one and one-half times the basic rate of pay. B. The Contractor and every subcontractor shall keep an accurate record showing the name of and actual hours worked each calendar day and each calendar week by each worker employed in connection with the Work or any part of the Work contemplated by this Contract. The record shall be kept open at all reasonable hours to the inspection of the City and to the Division of Labor Law Enforcement, Department of Industrial Relations of the State of California. C. The Contractor shall pay to the City a penalty of twenty-five dollars ($25.00) for each worker employed in the execution of this Contract by the Contractor or by any subcontractor for each calendar day during which such worker is required or permitted to work more than eight (8) hours in any calendar day and 40 hours in any one calendar week in violation of the provisions of Article 3 (commencing at section 1810), Chapter 1, Part 7, Division 2 of the Labor Code. D. Any work necessary to be performed after regular working hours, or on Saturdays and Sundays or other holidays, shall be performed without additional expense to the City. E. City will provide inspection during normal working hours from 7:00 a.m. to 3:30 p.m. Monday through Friday. Inspection before or after this time will be charged to the Contractor as reimbursable inspection time. Inspections on weekends requires two days' notice for review and approval. Upon written request and approval the 8.5 hour working day may be changed to other limits subject to city/county ordinance. F. It shall be unlawful for any person to operate, permit, use, or cause to operate any of the following at the Project site, other than between the hours of 7:00 a.m. to 5:00 p.m., Monday through Friday, with no Work allowed on the City -observed holidays, unless otherwise approved by the City: 1. Powered Vehicles 2. Construction Equipment 3. Loading and Unloading Vehicles 4. Domestic Power Tools ARTICLE 31. PAYROLL RECORDS A. Pursuant to Labor Code section 1776, Contractor and all subcontractors shall maintain weekly certified payroll records, showing the names, addresses, Social 61147.02100\20950242.3 -71- 007213 -GENERAL CONDITIONS Security numbers, work classifications, 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 them in connection with the Work under this Contract. Contractor shall certify under penalty of perjury that records maintained and submitted by Contractor are true and accurate. Contractor shall also require subcontractor(s) to certify weekly payroll records under penalty of perjury. B. In accordance with Labor Code section 1771.4, the Contractor and each subcontractor shall furnish the certified payroll records directly to the Department of Industrial Relations ("DIR") on the specified interval and format prescribed by the DIR, which may include electronic submission. Contractor shall comply with all requirements and regulations from the DIR relating to labor compliance monitoring and enforcement. C. The payroll records described herein shall be certified and submitted by the Contractor at a time designated by the City. The Contractor shall also provide the following: A certified copy of the employee's payroll records shall be made available for inspection or furnished to such employee or his or her authorized representative on request. 2. A certified copy of all payroll records described herein shall be made available for inspection or furnished upon request of the DIR. D. Unless submitted electronically, the certified payroll records shall be on forms provided by the Division of Labor Standards Enforcement ("DLSE") of the DIR or shall contain the same information as the forms provided by the DLSE. E. Any copy of records made available for inspection as copies and furnished upon request to the public or any public agency, the City, the Division of Apprenticeship Standards or the Division of Labor Standards Enforcement shall be marked or obliterated in such a manner as 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. F. In the event of noncompliance with the requirements of this Article, the Contractor shall have ten (10) calendar days in which to comply subsequent to receipt of written notice specifying in what respects the Contractor must comply with this Article. Should noncompliance still be evident after such 10 -day period, the Contractor shall pay a penalty of one hundred dollars ($100.00) to the City 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, such penalties shall be withheld from progress payment then due. G. The responsibility for compliance with this Article shall rest upon the Contractor. 61147.02100\20950242.3 -72- 00 72 13 - GENERAL CONDITIONS ARTICLE 32. PREVAILING RATES OF WAGES A. The Contractor is aware of the requirements of Labor Code sections 1720 et seq. and 1770 et seq., as well as California Code of Regulations, Title 8, Section 16000 et seq. ("Prevailing Wage Laws"), which require the payment of prevailing wage rates and the performance of other requirements on certain "public works" and "maintenance" projects. Since this Project involves an applicable "public works" or "maintenance" project, as defined by the Prevailing Wage Laws, and since the total compensation is $1,000 or more, Contractor agrees to fully comply with such Prevailing Wage Laws. The Contractor shall obtain a copy of the prevailing rates of per diem wages at the commencement of this Contract from the website of the Division of Labor Statistics and Research of the Department of Industrial Relations located at www.dir.ca.gov. In the alternative, the Contractor may view a copy of the prevailing rate of per diem wages which are on file at the City's Administration Office and shall be made available to interested parties upon request. Contractor shall make copies of the prevailing rates of per diem wages for each craft, classification, or type of worker needed to perform work on the Project available to interested parties upon request, and shall post copies at the Contractor's principal place of business and at the Project site. Contractor shall defend, indemnify and hold the City, its officials, officers, employees and authorized volunteers free and harmless from any claims, liabilities, costs, penalties or interest arising out of any failure or allege failure to comply with the Prevailing Wage Laws. B. The Contractor shall forfeit as a penalty to the City not more than Two Hundred Dollars ($200.00), pursuant to Labor Code section 1775, for each calendar day, or portion thereof, for each worker paid less than the prevailing wage rate as determined by the Director of the Department of Industrial Relations for such work or craft in which such worker is employed for any public work done under the Contract by it or by any subcontractor under it. The difference between such prevailing wage rate and the amount paid to each worker for each calendar day or portion thereof, for which each worker was paid less than the prevailing wage rate, shall be paid to each worker by the Contractor. C. Contractor shall post, at appropriate conspicuous points on the Project site, a schedule showing all determined general prevailing wage rates and all authorized deductions, if any, from unpaid wages actually earned. ARTICLE 33. PUBLIC WORKS CONTRACTOR REGISTRATION Pursuant to Labor Code sections 1725.5 and 1771.1, the Contractor and its subcontractors must be registered with the Department of Industrial Relations prior to the execution of a contract to perform public works. By entering into this Contract, Contractor represents that it is aware of the registration requirement and is currently registered with the DIR. Contractor shall maintain a current registration for the duration of the Project. Contractor shall further include the requirements of Labor Code sections 1725.5 and 1771.1 in any subcontract and ensure that all subcontractors are registered at the time this Contract is entered into and maintain registration for the duration of the Project. 61147.02100\20950242.3 -73- 00 72 13 - GENERAL CONDITIONS ARTICLE 34. EMPLOYMENT OF APPRENTICES A. Contractor and all subcontractors shall comply with the requirements of Labor Code sections 1777.5 and 1777.6 in the employment of apprentices. B. Information relative to apprenticeship standards, wage schedules, and other requirements may be obtained from the Director of Industrial Relations, ex officio the Administrator of Apprenticeship, San Francisco, California, or from the Division of Apprenticeship Standards and its branch offices. C. Knowing violations of Labor Code section 1777.5 will result in forfeiture not to exceed one hundred dollars ($100.00) for each calendar day of non-compliance pursuant to Labor Code section 1777.7. D. The responsibility for compliance with this Article shall rest upon the Contractor. ARTICLE 35. NONDISCRIMINATION/EQUAL EMPLOYMENT OPPORTUNITY Pursuant to Labor Code section 1735 and other applicable provisions of law, the Contractor and its subcontractors shall not discriminate against any employee or applicant for employment because of race, religious creed, color, national origin, ancestry, physical disability, mental disability, medical condition, marital status, sex, age, sexual orientation, or any other classifications protected by law on this Project. The Contractor will take affirmative action to insure that employees are treated during employment or training without regard to their race, religious creed, color, national origin, ancestry, physical disability, mental disability, medical condition, marital status, sex, age, sexual orientation, or any other classifications protected by law. Employment Eligibility; Contractor. By executing this Contract, Contractor verifies that it fully complies with all requirements and restrictions of state and federal law respecting the employment of undocumented aliens, including, but not limited to, the Immigration Reform and Control Act of 1986, as may be amended from time to time. Such requirements and restrictions include, but are not limited to, examination and retention of documentation confirming the identity and immigration status of each employee of the Contractor. Contractor also verifies that it has not committed a violation of any such law within the five (5) years immediately preceding the date of execution of this Contract, and shall not violate any such law at any time during the term of the Contract. Contractor shall avoid any violation of any such law during the term of this Contract by participating in an electronic verification of work authorization program operated by the United States Department of Homeland Security, by participating in an equivalent federal work authorization program operated by the United States Department of Homeland Security to verify information of newly hired employees, or by some other legally acceptable method. Contractor shall maintain records of each such verification, and shall make them available to the City or its representatives for inspection and copy at any time during normal business hours. The City shall not be responsible for any costs or expenses related to Contractor's compliance with the requirements provided for or referred to herein. Employment Eligibility; Subcontractors. Sub -subcontractors and Consultants. To the same extent and under the same conditions as Contractor, Contractor shall require all of its subcontractors, sub -subcontractors and consultants performing any part of the Work or of this Contract to make the same verifications and comply with all requirements and restrictions provided for herein. 61147.02100\20950242.3 -74- 00 72 13 - GENERAL CONDITIONS Employment Eligibility, Failure to Comply. Each person executing this Contract on behalf of Contractor verifies that he or she is a duly authorized officer of Contractor, and understands that any of the following shall be grounds for the City to terminate the Contract for cause: (1) failure of Contractor or its subcontractors, sub -subcontractors or consultants to meet any of the requirements provided for herein; (2) any misrepresentation or material omission concerning compliance with such requirements; or (3) failure to immediately remove from the Work any person found not to be in compliance with such requirements. ARTICLE 36. DEBARMENT OF CONTRACTORS AND SUBCONTRACTORS Contractors or subcontractors may not perform work on a public works project with a subcontractor who is ineligible to perform work on a public project pursuant to Labor Code section 1777.1 or 1777.7. Any contract on a public works project entered into between a contractor and a debarred subcontractor is void as a matter of law. A debarred subcontractor may not receive any public money for performing work as a subcontractor on a public works contract. Any public money that is paid, or may have been paid to a debarred subcontractor by a contractor on the project shall be returned to the City. The Contractor shall be responsible for the payment of wages to workers of a debarred subcontractor who has been allowed to work on the project. ARTICLE 37. LABOR/EMPLOYMENT SAFETY The Contractor shall comply with all applicable laws and regulations of the federal, state, and local government, including Cal/OSHA requirements and requirements for verification of employees' legal right to work in the United States. The Contractor shall maintain emergency first aid treatment for his employees which complies with the Federal Occupational Safety and Health Act of 1970 (29 U.S.C. § 651 et seq.), and California Code of Regulations, Title 8, Industrial Relations Division 1, Department of Industrial Relations, Chapter 4. The Contractor shall ensure the availability of emergency medical services for its employees in accordance with California Code of Regulations, Title 8, Section 1512. The Contractor shall submit the Illness and Injury Prevention Program and a Project site specific safety program to the City prior to beginning Work at the Project site. Contractor shall maintain a confined space program that meets or exceeds the City Standards. Contractor shall adhere to the City's lock out tag out program. ARTICLE 38. INSURANCE The Contractor shall obtain, and at all times during performance of the Work of Contract, maintain all of the insurance described in this Article. Contractor shall not commence Work under this Contract until it has provided evidence satisfactory to the City that it has secured all insurance required hereunder. Contractor shall not allow any subcontractor to commence work on any subcontract until it has provided evidence satisfactory to the City that the subcontractor has secured all insurance required under this Article. Failure to provide and maintain all required insurance shall be grounds for the City to terminate this Contract for cause. Contractor shall furnish City with original certificates of insurance and endorsements effective coverage required by this Contract on forms satisfactory to the City. The certificates and endorsements for each insurance policy shall be signed by a person authorized by that insurer to bind 61147.02100\20950242.3 -75- 00 72 13 - GENERAL CONDITIONS coverage on its behalf, and shall be on forms acceptable to the City. All certificates and endorsements must be received and approved by the City before Work commences. A. Additional Insureds; Waiver of Subrogation. The City, its officials, officers, employees, agents and authorized volunteers shall be named as Additional Insureds on Contractor's All Risk policy and on Contractor's and its subcontractors' policies of Commercial General Liability and Automobile Liability insurance using, for Contractor's policy/ies of Commercial General Liability insurance, ISO CG forms 20 10 and 20 37 (or endorsements providing the exact same coverage, including completed operations), and, for subcontractors' policies of Commercial General Liability insurance, ISO CG form 20 38 (or endorsements providing the exact same coverage). Notwithstanding the minimum limits set forth in this Contract for any type of insurance coverage, all available insurance proceeds in excess of the specified minimum limits of coverage shall be available to the parties required to be named as Additional Insureds hereunder. Contractor and its insurance carriers shall provide a Waiver of Subrogation in favor of those parties. B. Workers' Compensation Insurance. The Contractor shall provide workers' compensation insurance for all of the employees engaged in Work under this Contract, on or at the Site, and, in case of any sublet Work, the Contractor shall require the subcontractor similarly to provide workers' compensation insurance for all the latter's employees as prescribed by State law. Any class of employee or employees not covered by a subcontractor's insurance shall be covered by the Contractor's insurance. In case any class of employees engaged in work under this Contract, on or at the Site, is not protected under the Workers' Compensation Statutes, the Contractor shall provide or shall cause a subcontractor to provide, adequate insurance coverage for the protection of such employees not otherwise protected. The Contractor is required to secure payment of compensation to his employees in accordance with the provisions of section 3700 of the Labor Code. The Contractor shall file with the City certificates of his insurance protecting workers. Company or companies providing insurance coverage shall be acceptable to the City, if in the form and coverage as set forth in the Contract Documents. C. Employer's Liability Insurance. Contractor shall provide Employer's Liability Insurance, including Occupational Disease, in the amount of at least one million dollars ($1,000,000.00) per person per accident. Contractor shall provide City with a certificate of Employer's Liability Insurance. Such insurance shall comply with the provisions of the Contract Documents. The policy shall be endorsed, if applicable, to provide a Borrowed Servant/Alternate Employer Endorsement and contain a Waiver of Subrogation in favor of the City. D. Commercial General Liability Insurance. Contractor shall provide "occurrence" form Commercial General Liability insurance coverage at least as broad as the most current ISO CGL Form 00 01, including but not limited to, premises liability, contractual liability, products/completed operations, personal and advertising injury which may arise from or out of Contractor's operations, use, and management of the Site, or the performance of its obligations hereunder. The policy shall not contain any exclusion contrary to this Contract including but not limited to endorsements or provisions limiting coverage for (1) contractual liability (including but not limited to ISO CG 24 26 or 21 39); or (2) cross -liability for claims or suits against one insured against another. Policy limits shall not be less than $5,000,000 per occurrence for 61147.02100\20950242.3 -76- 00 72 13 - GENERAL CONDITIONS bodily injury, personal injury and property damage. If Commercial General Liability Insurance or other form with a general aggregate limit is used, either the general aggregate limit shall apply separately to this project/location or the general aggregate limit shall be twice the required occurrence limit. Defense costs shall be paid in addition to the limits. Such policy shall comply with all the requirements of this Article. The limits set forth herein shall apply separately to each insured against whom claims are made or suits are brought, except with respect to the limits of liability. Further the limits set forth herein shall not be construed to relieve the Contractor from liability in excess of such coverage, nor shall it limit Contractor's indemnification obligations to the City, and shall not preclude the City from taking such other actions available to the City under other provisions of the Contract Documents or law. 2. All general liability policies provided pursuant to the provisions of this Article shall comply with the provisions of the Contract Documents. 3. All general liability policies shall be written to apply to all bodily injury, including death, property damage, personal injury, owned and non -owned equipment, blanket contractual liability, completed operations liability, explosion, collapse, under -ground excavation, removal of lateral support, and other covered loss, however occasioned, occurring during the policy term, and shall specifically insure the performance by Contractor of that part of the indemnification contained in these General Conditions relating to liability for injury to or death of persons and damage to property. 4. If the coverage contains one or more aggregate limits, a minimum of 50% of any such aggregate limit must remain available at all times; if over 50% of any aggregate limit has been paid or reserved, the City may require additional coverage to be purchased by Contractor to restore the required limits. Contractor may combine primary, umbrella, and as broad as possible excess liability coverage to achieve the total limits indicated above. Any umbrella or excess liability policy shall include the additional insured endorsement described in the Contract Documents. 5. All policies of general liability insurance shall permit and Contractor does hereby waive any right of subrogation which any insurer of Contractor may acquire from Contractor by virtue of the payment of any loss. E. Automobile Liability Insurance. Contractor shall provide "occurrence" form Automobile Liability Insurance at least as broad as ISO CA 00 01 (Any Auto) in the amount of, at least, two million dollars ($2,000,000) per accident for bodily injury and property damage. Such insurance shall provide coverage with respect to the ownership, operation, maintenance, use, loading or unloading of any auto owned, leased, hired or borrowed by Contractor or for which Contractor is responsible, in a form and with insurance companies acceptable to the City. All policies of automobile insurance shall permit and Contractor does hereby waive any right of subrogation which any insurer of Contractor may acquire from Contractor by virtue of the payment of any loss. 61147.02100\20950242.3 -77- 00 72 13 - GENERAL CONDITIONS F. Builder's Risk ["All Risk"1 It is the Contractor's responsibility to maintain or cause to be maintained Builder's Risk ["All Risk"] extended coverage insurance on all work, material, equipment, appliances, tools, and structures that are or will become part of the Work and subject to loss or damage by fire, and vandalism and malicious mischief, in an amount to cover 100% of the replacement cost. The City accepts no responsibility for the Work until the Work is formally accepted by the City. The Contractor shall provide a certificate evidencing this coverage before commencing performance of the Work. 2. The named insureds shall be Contractor, all Subcontractors of any tier (excluding those solely responsible for design work), suppliers, and City, its elected officials, officers, employees, agents and authorized volunteers, as their interests may appear. Contractor shall not be required to maintain property insurance for any portion of the Work following acceptance by City. 3. Policy shall be provided for replacement value on an "all risk" basis. There shall be no coinsurance penalty provision in any such policy. Policy must include: (1) coverage for any ensuing loss from faulty workmanship, nonconforming work, omission or deficiency in design or specifications; (2) coverage against machinery accidents and operational testing; (3) coverage for removal of debris, and insuring the buildings, structures, machinery, equipment, materials, facilities, fixtures and all other properties constituting a part of the Project; (4) transit coverage, including ocean marine coverage (unless insured by the supplier), with sub -limits sufficient to insure the full replacement value of any key equipment item; and (5) coverage with sub -limits sufficient to insure the full replacement value of any property or equipment stored either on or off the Site. Such insurance shall be on a form acceptable to City to ensure adequacy and sublimit. 4. In addition, the policy shall meet the following requirements: a. Insurance policies shall be so conditioned as to cover the performance of any extra work performed under the Contract. b. Coverage shall include all materials stored on site and in transit. c. Coverage shall include Contractor's tools and equipment. d. Insurance shall include boiler, machinery and material hoist coverage. G. Contractor's Pollution Liability Coverage. Contractor shall provide pollution liability insurance in an amount not less than $1,000,000 per occurrence and $2,000,000 aggregate. H. Contractor shall require all tiers of sub -contractors working under this Contract to provide the insurance required under this Article unless otherwise agreed to in writing by City. Contractor shall make certain that any and all subcontractors hired by Contractor are insured in accordance with this Contract. If any subcontractor's coverage does not comply with the foregoing provisions, Contractor shall indemnify 61147.02100\20950242.3 -78- 00 72 13 - GENERAL CONDITIONS and hold the City harmless from any damage, loss, cost, or expense, including attorneys' fees, incurred by the City as a result thereof. ARTICLE 39. FORM AND PROOF OF CARRIAGE OF INSURANCE A. Any insurance carrier providing insurance coverage required by the Contract Documents shall be admitted to and authorized to do business in the State of California unless waived, in writing, by the City's Risk Manager. Carrier(s) shall have an A.M. Best rating of not less than an A:VII. Insurance deductibles or self-insured retentions must be declared by the Contractor. At the election of the City the Contractor shall either 1) reduce or eliminate such deductibles or self-insured retentions, or 2) procure a bond which guarantees payment of losses and related investigations, claims administration, and defense costs and expenses. If umbrella or excess liability coverage is used to meet any required limit(s) specified herein, the Contractor shall provide a "follow form" endorsement satisfactory to the City indicating that such coverage is subject to the same terms and conditions as the underlying liability policy. B. Each insurance policy required by this Contract shall be endorsed to state that: (1) coverage shall not be suspended, voided, reduced or cancelled except after thirty (30) days prior written notice by certified mail, return receipt requested, has been given to the City; and (2) any failure to comply with reporting or other provisions of the policies, including breaches of warranties, shall not affect coverage provided to the City, its officials, officers, agents, employees, and volunteers. C. The Certificates(s) and policies of insurance shall contain or shall be endorsed to contain the covenant of the insurance carrier(s) that it shall provide no less than thirty (30) days written notice be given to the City prior to any material modification or cancellation of such insurance. In the event of a material modification or cancellation of coverage, the City may terminate the Contract or stop the Work in accordance with the Contract Documents, unless the City receives, prior to such effective date, another properly executed original Certificate of Insurance and original copies of endorsements or certified original policies, including all endorsements and attachments thereto evidencing coverage's set forth herein and the insurance required herein is in full force and effect. Contractor shall not take possession, or use the Site, or commence operations under this Contract until the City has been furnished original Certificate(s) of Insurance and certified original copies of endorsements or policies of insurance including all endorsements and any and all other attachments as required in this Article. The original endorsements for each policy and the Certificate of Insurance shall be signed by an individual authorized by the insurance carrier to do so on its behalf. D. The Certificate(s) of Insurance, policies and endorsements shall so covenant and shall be construed as primary, and the City's insurance and/or deductibles and/or self-insured retentions or self-insured programs shall not be construed as contributory. E. City reserves the right to adjust the monetary limits of insurance coverages during the term of this Contract including any extension thereof if, in the City's reasonable judgment, the amount or type of insurance carried by the Contractor becomes inadequate. 61147.02100\20950242.3 -79- 00 72 13 - GENERAL CONDITIONS F. Contractor shall report to the City, in addition to the Contractor's insurer, any and all insurance claims submitted by the Contractor in connection with the Work under this Contract. ARTICLE 40. TIME FOR COMPLETION AND LIQUIDATED DAMAGES A. Time for Completion/Liquidated Damages. Time is of the essence in the completion of the Work. Work shall be commenced within ten (10) Days of the date stated in the City's Notice to Proceed and shall be completed by Contractor in the time specified in the Contract Documents. The City is under no obligation to consider early completion of the Project; and the Contract completion date shall not be amended by the City's receipt or acceptance of the Contractor's proposed earlier completion date. Furthermore, Contractor shall not, under any circumstances, receive additional compensation from the City (including but not limited to indirect, general, administrative or other forms of overhead costs) for the period between the time of earlier completion proposed by the Contractor and the Contract completion date. If the Work is not completed as stated in the Contract Documents, it is understood that the City will suffer damage. In accordance with Government Code section 53069.85, being impractical and infeasible to determine the amount of actual damage, it is agreed that Contractor shall pay to the City as fixed and liquidated damages, and not as a penalty, the sum stipulated in the Contract for each calendar day of delay until the Work is fully completed. Contractor and its surety shall be liable for any liquidated damages. Any money due or to become due the Contractor may be retained to cover liquidated damages. B. Inclement Weather. Contractor shall abide by the Engineer's determination of what constitutes inclement weather. Time extensions for inclement weather shall only be granted when the Work stopped during inclement weather is on the critical path of the Project schedule. C. Extension of Time. Contractor shall not be charged liquidated damages because of any delays in completion of the Work due to unforeseeable causes beyond the control and without the fault or negligence of Contractor (or its subcontractors or suppliers). Contractor shall within five (5) Days of identifying any such delay notify the City in writing of causes of delay. The City shall ascertain the facts and extent of delay and grant extension of time for completing the Work when, in its judgment, the facts justify such an extension. Time extensions to the Project shall be requested by the Contractor as they occur and without delay. No delay claims shall be permitted unless the event or occurrence delays the completion of the Project beyond the Contract completion date. D. No Damages for Reasonable Delay. The City's liability to Contractor for delays for which the City is responsible shall be limited to only an extension of time unless such delays were unreasonable under the circumstances. In no case shall the City be liable for any costs which are borne by the Contractor in the regular course of business, including, but not limited to, home office overhead and other ongoing costs. Damages caused by unreasonable City delay, including delays caused by items that are the responsibility of the City pursuant to Government Code section 4215, shall be based on actual costs only, no proportions or formulas shall be used to calculate any delay damages. 61147.02100\20950242.3 -80- 00 72 13 - GENERAL CONDITIONS ARTICLE 41. COST BREAKDOWN AND PERIODIC ESTIMATES Contractor shall furnish on forms Approved by the City: A. Within ten (10) Days of Notice to Proceed with the Contract, a detailed estimate giving a complete breakdown of the Contract price, if the Contract amount is a lump sum. B. A monthly itemized estimate of Work done for the purpose of making progress payments. In order for the City to consider and evaluate each progress payment application, the Contractor shall submit a detailed measurement of Work performed and a progress estimate of the value thereof before the tenth (10th) Day of the following month. C. Contractor shall submit, with each of its payment requests, an adjusted list of actual quantities, verified by the Engineer, for unit price items listed, if any, in the Bid Form. D. Following the City's Acceptance of the Work, the Contractor shall submit to the City a written statement of the final quantities of unit price items for inclusion in the final payment request. E. The City shall have the right to adjust any estimate of quantity and to subsequently correct any error made in any estimate for payment. Contractor shall certify under penalty of perjury, that all cost breakdowns and periodic estimates accurately reflect the Work on the Project. ARTICLE 42. PROGRESS ESTIMATES AND PAYMENT A. By the tenth (10th) Day of the following calendar month, Contractor shall submit to Engineer a payment request which shall set forth in detail the value of the Work done for the period beginning with the date work was first commenced and ending on the end of the calendar month for which the payment request is prepared. Contractor shall include any amount earned for authorized extra work. From the total thus computed, a deduction shall be made in the amount of five percent (5%) for retention, except where the City has adopted a finding that the Work done under the Contract is substantially complex, and then the amount withheld as retention shall be the percentage specified in the Notice Inviting Bids. From the remainder a further deduction may be made in accordance with Section B below. The amount computed, less the amount withheld for retention and any amounts withheld as set forth below, shall be the amount of the Contractor's payment request. B. The City may withhold a sufficient amount or amounts of any payment or payments otherwise due to Contractor, as in his judgment may be necessary to cover: Payments which may be past due and payable for just claims against Contractor or any subcontractors for labor or materials furnished in and about the performance of work on the Project under this Contract. 2. Defective work not remedied. 61147.02100\20950242.3 -81- 007213 -GENERAL CONDITIONS 3. Failure of Contractor to make proper payments to his subcontractor or for material or labor. 4. Completion of the Contract if there is a reasonable doubt that the Work can be completed for balance then unpaid. 5. Damage to another contractor or a third party. 6. Amounts which may be due the City for claims against Contractor. 7. Failure of Contractor to keep the record ("as -built") drawings up to date. 8. Failure to provide update on construction schedule as required herein. 9. Site cleanup. 10. Failure to comply with Contract Documents. 11. Liquidated damages. 12. Legally permitted penalties. C. The City may apply such withheld amount or amounts to payment of such claims or obligations at its discretion with the exception of subsections (13)(1), (3), and (5) of this Article, which must be retained or applied in accordance with applicable law. In so doing, the City shall be deemed the agent of Contractor and any payment so made by the City shall be considered as a payment made under contract by the City to Contractor and the City shall not be liable to Contractor for such payments made in good faith. Such payments may be made without prior judicial determination of claim or obligations. The City will render Contractor a proper accounting of such funds disbursed on behalf of Contractor. D. Upon receipt, the Engineer shall review the payment request to determine whether it is undisputed and suitable for payment. If the payment request is determined to be unsuitable for payment, it shall be returned to Contractor as soon as practicable but not later than seven (7) Days after receipt, accompanied by a document setting forth in writing the reasons why the payment request is not proper. The City shall make the progress payment within 30 calendar days after the receipt of an undisputed and properly submitted payment request from Contractor, provided that a release of liens and claims has been received from the Contractor pursuant to Civil Code section 8132. The number of days available to the City to make a payment without incurring interest pursuant to this paragraph shall be reduced by the number of days by which the Engineer exceeds the seven (7) Day requirement. E. A payment request shall be considered properly executed if funds are available for payment of the payment request and payment is not delayed due to an audit inquiry by the financial officer of the City. ARTICLE 43. SECURITIES FOR MONEY WITHHELD Pursuant to section 22300 of the Public Contract Code of the State of California, Contractor may 61147.02100\20950242.3 -82- 00 72 13 - GENERAL CONDITIONS request the City to make retention payments directly to an escrow agent or may substitute securities for any money withheld by the City to ensure performance under the contract. At the request and expense of Contractor, securities equivalent to the amount withheld shall be deposited with the City or with a state or federally chartered bank as the escrow agent who shall return such securities to Contractor upon satisfactory completion of the contract. Deposit of securities with an escrow agent shall be subject to a written agreement substantially in the form provided in section 22300 of the Public Contract Code. ARTICLE 44. CHANGES AND EXTRA WORK. A. Contract Change Orders. The City, without invalidating the Contract, may order changes in the Work consisting of additions, deletions or other revisions, and the Contract Price and Contract Time shall be adjusted accordingly. Except as otherwise provided herein, all such changes in the Work shall be authorized by Change Order, and shall be performed under the applicable conditions of the Contract Documents. A Change Order signed by the Contractor indicates the Contractor's agreement therewith, including any adjustment in the Contract Price or the Contract Time, and the full and final settlement of all costs (direct, indirect and overhead) related to the Work authorized by the Change Order. 2. Contractor shall promptly execute changes in the Work as directed in writing by the City even when the parties have not reached agreement on whether the change increases the scope of Work or affects the Contract Price or Contract Time. All claims for additional compensation to the Contractor shall be presented in writing. No claim will be considered after the Work in question has been done unless a written Change Order has been issued or a timely written notice of claim has been made by Contractor. 3. Whenever any change is made as provided for herein, such change shall be considered and treated as though originally included in the Contract, and shall be subject to all terms, conditions, and provisions of the original Contract. 4. Contractor shall not be entitled to claim or bring suit for damages, whether for loss of profits or otherwise, on account of any decrease or omission of any item or portion of Work to be done. 5. No dispute, disagreement, or failure of the parties to reach agreement on the terms of the Change Order shall relieve the Contractor from the obligation to proceed with performance of the work, including Additional Work, promptly and expeditiously. 6. Contractor shall make available to the City any of the Contractor's documents related to the Project immediately upon request of the City, as set forth in Article 52. 7. Any alterations, extensions of time, Additional Work, or any other changes may be made without securing consent of the Contractor's surety or sureties. B. Contract Price Change. 61147.02100\20950242.3 -83- 00 72 13 - GENERAL CONDITIONS 1. Process for Determinina Adiustments in Contract Price. a. Owner Initiated Change. The Contractor must submit a complete cost proposal, including any change in the Contract Price or Contract Time, within seven (7) Days after receipt of a scope of a proposed change order initiated by the City, unless the City requests that proposals be submitted in less than seven (7) Days. b. Contractor Initiated Change. The Contractor must give written notice of a proposed change order required for compliance with the Contract Documents within seven (7) Days of discovery of the facts giving rise to the proposed change order. c. Whenever possible, any changes to the Contract amount shall be in a lump sum mutually agreed to by the Contractor and the City. d. Price quotations from the Contractor shall be accompanied by sufficiently detailed supporting documentation to permit verification by the City, including but not limited to estimates and quotations from subcontractors or material suppliers, as the City may reasonably request. Contractor shall certify the accuracy of all Change Order Requests under penalty of perjury. e. If the Contractor fails to submit a complete cost proposal within the seven (7) Day period (or as requested), the City has the right to order the Contractor in writing to commence the Work immediately on a time and materials basis and/or issue a lump sum change to the Contract Price and/or Contract Time in accordance with the City's estimate. If the change is issued based on the City's estimate, the Contractor will waive its right to dispute the action unless within fifteen (15) Days following completion of the added/deleted work, the Contractor presents written proof that the City's estimate was in error. 2. Unit Price Change Orders. a. When the actual quantity of a Unit Price item varies from the Bid Form, compensation for the change in quantity will be calculated by multiplying the actual quantity by the Unit Price. This calculation may result in either an additive or deductive Final Change Order pursuant to the Contract Documents. b. No Mark up for Overhead and Profit. Because the Contract Unit Prices provided in the Bid Form include Overhead and Profit as determined by Contractor at the time of Bid submission, no mark up or deduction for Overhead and Profit will be included in Unit Price Change Orders. c. Bid items included on the Bid Form may be deducted from the Work in their entirety without any negotiated extra costs. d. Contractor acknowledges that unit quantities are estimates and agrees that the estimated unit quantities listed on the Bid Form will be adjusted to reflect the actual unit quantities which may result in an adjustment to the Contract Unit Prices. Such an adjustment will be made by execution of a final additive 61147.02100\20950242.3 -84- 00 72 13 - GENERAL CONDITIONS or deductive Change Order following Contractor's completion of the Work. Upon notification, Contractor's failure to respond within seven (7) Days will result in City's issuance of a unit quantity adjustment to the Contract Unit Prices and/or Contract Time in accordance with the Contract Documents. e. The City or Contractor may make a Claim for an adjustment in the Unit Price in accordance with the Contract Documents if: the quantity of any item of Unit Price Work performed by Contractor differs by twenty-five percent (25%) or more from the estimated quantity of such item indicated in the Contract; and there is no corresponding adjustment with respect to any other item of Work; and iii. Contractor believes that Contractor is entitled to an increase in Unit Price as a result of having incurred additional expense or the City believes that the City is entitled to a decrease in Unit Price and the parties are unable to agree as to the amount of any such increase or decrease.. 3. Lump Sum Change Orders. Compensation for Lump Sum Change Orders shall be limited to expenditures necessitated specifically by the Additional Work, and shall be segregated as follows: a. Labor. The costs of labor will be the actual cost for wages prevailing locally for each craft or type of worker at the time the Additional Work is done, plus employer payments of payroll taxes and insurance, health and welfare, pension, vacation, apprenticeship funds, and other direct costs resulting from Federal, State or local laws, as well as assessment or benefits required by lawful collective bargaining agreements. The use of a labor classification which would increase the Additional Work cost will not be permitted unless the Contractor establishes the necessity for such new classifications. Labor costs for equipment operators and helpers shall be reported only when such costs are not included in the invoice for equipment rental. Materials. The cost of materials reported shall be at invoice or lowest current price at which such materials are locally available in the quantities involved, plus sales tax, freight, and delivery. Materials costs shall be based upon supplier or manufacturer's invoice. If invoices or other satisfactory evidence of cost are not furnished within fifteen (15) Days of delivery, then the City shall determine the materials cost, at its sole discretion. c. Tool and Equipment Use. Costs for the use of small tools, which are tools that have a replacement value of $1,000 or less, shall be considered included in the Overhead and Profit mark-ups established below. Regardless of ownership, the rates to be used in determining equipment use costs shall not exceed listed rates prevailing locally at equipment rental agencies, or distributors, at the time the Work is performed. 4. Time and Materials Change Orders. 61147.02100\20950242.3 -85- 00 72 13 - GENERAL CONDITIONS a. General. The term Time and Materials means the sum of all costs reasonably and necessarily incurred and paid by Contractor for labor, materials, and equipment in the proper performance of Additional Work. Except as otherwise may be agreed to in writing by the City, such costs shall be in amounts no higher than those prevailing in the locality of the Project, and shall include only the following items. b. Timely and Final Documentation. T&M Daily Sheets. Contractor must submit timesheets, materials invoices, records of equipment hours, and records of rental equipment hours to the City's Representative for an approval signature each day Additional Work is performed. Failure to get the City's Representative's approval signature each Day shall result in a waiver of Contractor's right to claim these costs. The City's Representative's signature on time sheets only serves as verification that the Work was performed and is not indicative of City's agreement to Contractor's entitlement to the cost. T&M Daily Summary Sheets. All documentation of incurred costs ("T&M Daily Summary Sheets") shall be submitted by Contractor within three (3) Days of incurring the cost for labor, material, equipment, and special services as Additional Work is performed. Contractor's actual costs shall be presented in a summary table in an electronic spreadsheet file by labor, material, equipment, and special services. Each T&M Daily Summary Sheet shall include Contractor's actual costs incurred for the Additional Work performed that day and a cumulative total of Contractor's actual costs incurred for the Additional Work. Contractor's failure to provide a T&M Daily Summary Sheet showing a total cost summary within three (3) Days but within five (5) Days of performance of the Work will result in the Contractor's otherwise allowable overhead and profit being reduced by 50% for that portion of Additional Work which was not documented in a timely manner. Contractor's failure to submit the T&M Daily Summary Sheet within five (5) Days of performance of the Work will result in a total waiver of Contractor's right to claim these costs. iii. T&M Total Cost Summary Sheet. Contractor shall submit a T&M Total Cost Summary Sheet, which shall include total actual costs, within seven (7) Days following completion of City approved Additional Work. Contractor's total actual cost shall be presented in a summary table in an electronic spreadsheet file by labor, material, equipment, and special services. Contractor's failure to submit the T&M Total Cost Summary Sheet within seven (7) Days of completion of the Additional Work will result in Contractor's waiver for any reimbursement of any costs associated with the T&M Summary Sheets or the performance of the Additional Work. c. Labor. The Contractor will be paid the cost of labor for the workers used in the actual and direct performance of the Work. The cost of labor will be the sum of the actual wages paid (which shall include any employer payments to or on behalf of the workers for health and welfare, pension, vacation, and similar purposes) substantiated by timesheets and certified payroll for wages 61147.02100\20950242.3 -86- 00 72 13 - GENERAL CONDITIONS prevailing for each craft or type of workers performing the Additional Work at the time the Additional Work is done, and the labor surcharge set forth in the Department of Transportation publication entitled Labor Surcharge and Equipment Rental Rates, which is in effect on the date upon which the Work is accomplished and which is a part of the Contract. The labor surcharge shall constitute full compensation for all payments imposed by Federal, State, or local laws and for all other payments made to, or on behalf of, the workers, other than actual wages. Equipment Operator Exception. Labor costs for equipment operators and helpers shall be paid only when such costs are not included in the invoice for equipment rental. Foreman Exception. The labor costs for foremen shall be proportioned to all of their assigned work and only that applicable to the Additional Work shall be paid. Indirect labor costs, including, without limitation, the superintendent, project manager, and other labor identified in the Contract Documents will be considered Overhead. d. Materials. The cost of materials reported shall be itemized at invoice or lowest current price at which materials are locally available and delivered to the Project site in the quantities involved, plus the cost of sales tax, freight, delivery, and storage. Trade discounts available to the purchaser shall be credited to the City notwithstanding the fact that such discounts may not have been taken by Contractor. For materials secured by other than a direct purchase and direct billing to the purchaser, the cost shall be deemed to be the price paid to the actual supplier as determined by the City's Representative. iii. Payment for materials from sources owned wholly or in part by the purchaser shall not exceed the price paid by the purchaser for similar materials from said sources on Additional Work items or the current wholesale price for such materials delivered to the Project site, whichever price is lower. iv. If, in the opinion of the City's Representative, the cost of materials is excessive, or Contractor does not furnish satisfactory evidence of the cost of such materials, then the cost shall be deemed to be the lowest current wholesale price for the total quantity concerned delivered to the Project site less trade discounts. V. The City reserves the right to furnish materials for the Additional Work and no Claim shall be allowed by Contractor for costs of such materials or Indirect Costs or profit on City furnished materials. e. Equipment. 61147.02100\20950242.3 -87- 00 72 13 - GENERAL CONDITIONS Rental Time. The rental time to be paid for equipment on the Project site shall be the time the equipment is in productive operation on the Additional Work being performed and, in addition, shall include the time required to move the equipment to the location of the Additional Work and return it to the original location or to another location requiring no more time than that required to return it to its original location; except that moving time will not be paid if the equipment is used on other than the Additional Work, even though located at the site of the Additional Work. (a) Rental Time Not Allowed. Rental time will not be allowed while equipment is inoperative due to breakdowns. (b) Computation Method. The following shall be used in computing the rental time of equipment on the Project site. (i) When hourly rates are paid, any part of an hour less than 30 minutes of operation shall be considered to be 1/2 -hour of operation, and any part of an hour in excess of 30 minutes will be considered one hour of operation. (ii) When daily rates are paid, any part of a day less than 4 hours operation shall be considered to be 1/2 -day of operation, and any part of an hour in excess of 4 hours will be considered one day of operation. Rental Rates. Contractor will be paid for the use of equipment at the lesser of (i) the actual rental rate, or (ii) the rental rate listed for that equipment in the California Department of Transportation publication entitled Labor Surcharge and Equipment Rental Rates, which is in effect on the date upon which the Contract was executed. Such rental rates will be used to compute payments for equipment whether the equipment is under Contractor's control through direct ownership, leasing, renting, or another method of acquisition. The rental rate to be applied for use of each item of equipment shall be the rate (i.e., daily, monthly) resulting in the least total cost to the City for the total period of use. If it is deemed necessary by Contractor to use equipment not listed in the publication, an equitable rental rate for the equipment will be established by the City's Representative. Contractor may furnish cost data which might assist the City's Representative in the establishment of the rental rate. iii. Contractor -Owned Equipment. (a) For Contractor -owned equipment, the allowed equipment rental rate will be limited to the monthly equipment rental rate using a utilization rate of 173 hours per month. (b) For Contractor -owned equipment, the rental time to be paid for equipment on the Site shall be the time the equipment is in productive operation, unless, in the instance of standby time, the equipment could be actively used by Contractor on another project, then City shall pay for the entirety of the time the equipment is on 61147.02100\20950242.3 -88- 00 72 13 - GENERAL CONDITIONS Site. It shall be Contractor's burden to demonstrate to the City that the equipment could be actively used on another project. iv. All equipment shall, in the opinion of the City's Representative, be in good working condition and suitable for the purpose for which the equipment is to be used. V. Before construction equipment is used on the Additional Work, Contractor shall plainly stencil or stamp an identifying number thereon at a conspicuous location, and shall furnish to the City's Representative, in duplicate, a description of the equipment and its identifying number and the scheduled Additional Work activities planned. vi. Unless otherwise specified, manufacturer's rating and manufacturer approved modifications shall be used to classify equipment for the determination of applicable rental rates. Equipment which has no direct power unit shall be powered by a unit of at least the minimum rating recommended by the manufacturer. Special Services. Special work or services are defined as that Additional Work characterized by extraordinary complexity, sophistication, or innovation or a combination of the foregoing attributes which are unique to the construction industry. Invoices for Special Services. When the City's Representative and Contractor determine that a special service is required which cannot be performed by the forces of Contractor or those of any of its Subcontractors, the special service may be performed by an entity especially skilled in the Additional Work. Invoices for special services based upon the current fair market value thereof may be accepted without complete itemization of labor, material, and equipment rental costs, after validation of market values by the City's Representative. Discount and Allowance. All invoices for special services will be adjusted by deducting all trade discounts offered or available, whether the discounts were taken or not. In lieu of Overhead and Profit specified herein, a total allowance not to exceed fifteen percent (15%) for Overhead and Profit will be added to invoices for Special Services. iii. When the City determines, in its sole discretion, that competitive bidding is necessary for certain special services, Contractor shall solicit competitive bids for those special services. g. Excluded Costs. The term Time and Material shall not include any of the following costs or any other home or field office overhead costs, all of which are to be considered administrative costs covered by Contractor's allowance for Overhead and Profit. Overhead Cost. Payroll costs and other compensation of Contractor's officers, executives, principals, general managers, engineers, architects, estimators, attorneys, auditors, accountants, purchasing and contracting 61147.02100\20950242.3 -89- 00 72 13 - GENERAL CONDITIONS agents, timekeepers, clerks, and other personnel employed by Contractor whether at the Site or in Contractor's principal office or any branch office, material yard, or shop for general administration of the Additional Work; ii. Office Expenses. Expenses of Contractor's principal and branch offices; iii. Capital Expenses. Any part of Contractor's capital expenses, including interest on Contractor's capital employed for the Additional Work and charges against Contractor for delinquent payments; iv. Negligence. Costs due to the negligence of Contractor or any Subcontractor or Supplier, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, including without limitation the correction of Defective Work, disposal of materials or equipment wrongly supplied, and making good any damage to property; V. Other. Other overhead or general expense costs of any kind and the cost of any item not specifically and expressly included in the Contract Documents; vi. Small Tools. Cost of small tools valued at less than $1,000 and that remain the property of Contractor; vii. Administrative Costs. Costs associated with the preparation of Change Orders (whether or not ultimately authorized), cost estimates, or the preparation or filing of Claims; viii. Anticipated Lost Profits. Expenses of Contractor associated with anticipated lost profits or lost revenues, lost income or earnings, lost interest on earnings, or unpaid retention; ix. Home Office Overhead. Costs derived from the computation of a "home office overhead" rate by application of the Eichleay, Allegheny, burden fluctuation, or other similar methods; X. Special Consultants and Attorneys. Costs of special consultants or attorneys, whether or not in the direct employ of Contractor, employed for services specifically related to the resolution of a Claim, dispute, or other matter arising out of or relating to the performance of the Additional Work. h. Overhead, Profit and Other Charges. The mark-up for overhead (including supervision) and profit on work added to the Contract shall be according to the following: "Net Cost" is defined as consisting of costs of labor, materials, and tools and equipment only excluding overhead and profit. The costs of applicable insurance and bond premium will be reimbursed to the Contractor and subcontractors at cost only, without mark-up. Contractor shall provide City with documentation of the costs, including, but not 61147.02100\20950242.3 -90- 00 72 13 - GENERAL CONDITIONS limited to, payroll records, invoices, and such other information as City may reasonably request. For Work performed by the Contractor's forces, the added cost for overhead and profit shall not exceed fifteen percent (15%) of the Net Cost of the Work. iii. For Work performed by a subcontractor, the added cost for overhead and profit shall not exceed fifteen percent (15%) of the subcontractor's Net Cost of the Work to which the Contractor may add five percent (5%) of the subcontractor's Net Cost. iv. For Work performed by a sub -subcontractor, the added cost for overhead and profit shall not exceed fifteen percent (15%) of the sub - subcontractor's Net Cost for Work to which the subcontractor and general contractor may each add an additional five percent (5%) of the Net Cost of the lower tier subcontractor. V. No additional mark-up will be allowed for lower tier subcontractors, and in no case shall the added cost for overhead and profit payable by City exceed twenty-five percent (25%) of the Net Cost as defined herein, of the party that performs the Work. 5. All of the following costs are included in the markups for overhead and profit described above, and Contractor shall not receive any additional compensation for: Submittals, drawings, field drawings, Shop Drawings, including submissions of drawings; field inspection; General Superintendence; General administration and preparation of cost proposals, schedule analysis, Change Orders, and other supporting documentation; computer services; reproduction services; Salaries of project engineer, superintendent, timekeeper, storekeeper, and secretaries; Janitorial services; Small tools, incidentals and consumables; Temporary On -Site facilities (Offices, Telephones, High Speed Internet Access, Plumbing, Electrical Power, Lighting; Platforms, Fencing, Water), Jobsite and Home office overhead or other expenses; vehicles and fuel used for work otherwise included in the Contract Documents; Surveying; Estimating; Protection of Work; Handling and disposal fees; Final Cleanup; Other Incidental Work; Related Warranties; insurance and bond premiums. 6. For added or deducted Work by subcontractors, the Contractor shall furnish to the City the subcontractor's signed detailed record of the cost of labor, material and equipment, including the subcontractor markup for overhead and profit. The same requirement shall apply to sub -subcontractors 7. For added or deducted work furnished by a vendor or supplier, the Contractor shall furnish to the City a detailed record of the cost to the Contractor, signed by such vendor or supplier. 8. Any change in the Work involving both additions and deletions shall indicate a net total cost, including subcontracts and materials. Allowance for overhead and profit, as specified herein, shall be applied if the net total cost is an increase in the Contract Price; overhead and profit allowances shall not be applied if the net 61147.02100\20950242.3 -91- 007213 -GENERAL CONDITIONS total cost is a deduction to the Contract Price. The estimated cost of deductions shall be based on labor and material prices on the date the Contract was executed. 9. Contractor shall not reserve a right to assert impact costs, extended job site costs, extended overhead, constructive acceleration and/or actual acceleration beyond what is stated in the Change Order for Work. No claims shall be allowed for impact, extended overhead costs, constructive acceleration and/or actual acceleration due to a multiplicity of changes and/or clarifications. The Contractor may not change or modify the City's change order form in an attempt to reserve additional rights. 10. If the City disagrees with the proposal submitted by Contractor, it will notify the Contractor and the City will provide its opinion of the appropriate price and/or time extension. If the Contractor agrees with the City, a Change Order will be issued by the City. If no agreement can be reached, the City shall have the right to issue a unilateral Change Order setting forth its determination of the reasonable additions or savings in costs and time attributable to the extra or deleted work. Such determination shall become final and binding if the Contractor fails to submit a claim in writing to the City within fifteen (15) Days of the issuance of the unilateral Change Order, disputing the terms of the unilateral Change Order, and providing such supporting documentation for its position as the City may require. C. Change of Contract Times. 1. The Contract Times may only be changed by a Change Order. 2. All changes in the Contract Price and/or adjustments to the Contract Times related to each change shall be included in Contractor's COR pursuant to this Article. No cost or time will be allowed for cumulative effects of multiple changes. All Change Orders must state that the Contract Time is not changed or is either increased or decreased by a specific number of days. Failure to include a change to time shall waive any change to the time unless the parties mutually agree in writing to postpone a determination of the change to time resulting from the Change Order. 3. Notice of the amount of the request for adjustment in the Contract Times with supporting data shall be delivered within seven (7) Days after such start of occurrence, unless City's Representative allows an additional period of time to ascertain more accurate data in support of the request. No extension of time or additional compensation shall be given for a delay if the Contractor failed to give notice in the manner and within the time prescribed. 4. City may elect, at City's sole discretion, to grant an extension in Contract Times, without Contractor's request, because of delays or other factors. 5. Use of Float and Critical Path. a. Float is for the benefit of the Project. Float shall not be considered for the exclusive use or benefit of either the City or the Contractor. 61147.02100\20950242.3 -92- 00 72 13 - GENERAL CONDITIONS Contractor shall not be entitled to compensation, and City will not compensate Contractor, for delays which impact early completion. Any difference in time between the Contractor's early completion and the Contract Time shall be considered a part of the Project float. 6. Contractor's entitlement to an extension of the Contract Times is limited to a City - caused extension of the critical path, reduced by the Contractor's concurrent delays, and established by a proper time impact analysis. No time extension shall be allowed unless, and then only to the extent that, the City -caused delay extends the critical path beyond the previously approved Contract Time. If approved, the increase in time required to complete the Work shall be added to the Contract Time. a. Contractor shall not be entitled to an adjustment in the Contract Price or Contract Times for delays within the control of Contractor. Delays attributable to and within the control of a Subcontractor or Supplier shall be deemed to be delays within the control of Contractor. b. If Contractor is delayed in the performance or progress of the Work by fire, flood, epidemic, abnormal weather conditions (as determined by the City), Acts of God, acts or failures to act of utility owners not under the control of City, or other causes not the fault of and beyond control of City and Contractor, then Contractor shall be entitled to an time extension when the Work stopped is on the critical path. Such a non -compensable adjustment shall be Contractor's sole and exclusive remedy for such delays. Contractor must submit a timely request in accordance with the requirements of this Article. c. Utility -Related Delays. Contractor shall immediately notify in writing the utility owner and City's Representative of its construction schedule and any subsequent changes in the construction schedule which will affect the time available for protection, removal, or relocation of utilities. Requests for extensions of time arising out of utility relocation or repair delays shall be filed in accordance with this Article. ii. Contractor shall not be entitled to damages or additional payment for delays attributable to utility relocations or alterations if correctly located, as noted in the Contract Documents or by the Underground Service Alert survey. 7. Content for Requests for Contract Extension. Contractor's justification for entitlement shall be clear and complete citing specific Contract Document references and reasons on which Contractor's entitlement is based. At a minimum, each request for a time extension must include: a. Each request for an extension of Contract Time must identify the impacting event, in narrative form, providing a description of the delay event and sufficient justification as to why the Contractor is entitled to a time extension. Contractor must demonstrate that the delay arises from unforeseeable 61147.02100\20950242.3 -93- 00 72 13 - GENERAL CONDITIONS causes beyond the control and without the fault or negligence of both Contractor and any Subcontractors or Suppliers, or any other persons or organizations employed by any of them or for whose acts any of them may be liable, and that such causes in fact lead to performance or completion of the Work, or specified part in question, beyond the corresponding Contract Times, despite Contractor's reasonable and diligent actions to guard against those effects. b. Each request for an extension of Contract Time must include a time impact analysis in CPM format, using the Contemporaneous Impacted As -Planned Schedule Analysis to calculate the impact of the delay event. 8. No Damages for Reasonable Delay. a. City's liability to Contractor for delays for which City is responsible shall be limited to only an extension of time unless such delays were unreasonable under the circumstances. In no case shall City be liable for any costs which are borne by the Contractor in the regular course of business, including, but not limited to, home office overhead and other ongoing costs. b. Damages caused by unreasonable City delay that impact the critical path, including delays caused by items that are the responsibility of the City pursuant to Government Code section 4215, shall be compensated at the Daily Rate established in the Special Conditions. No other calculations, proportions or formulas shall be used to calculate any delay damages. c. City and City's Representative, and the officers, members, partners, employees, agents, consultants, or subcontractors of each of them, shall not be liable to Contractor for any claims, costs, losses, or damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) sustained by Contractor on or in connection with any other project or anticipated project. 9. Contractor's failure, neglect, or refusal to comply with the requirements of the Contract Documents, or any portion thereof, shall bar Contractor's request for extensions of the Contract Times. Such failure, neglect, or refusal prejudices City's and City's Representative's ability to recognize and mitigate delay, and such failure, neglect, or refusal prevent the timely analysis of requests for extensions of Contract Times, and whether such extensions may be warranted. Contractor hereby waives all rights to extensions of Contract Times due to delays or accelerations that result from or occur during periods of time for which Contractor fails, neglects, or refuses to fully comply with the requirements of this Article. ARTICLE 45. FINAL ACCEPTANCE AND PAYMENT A. The acceptance of the Work on behalf of the City will be made by the Engineer. Such acceptance by the City shall not constitute a waiver of defects. When the Work has been accepted there shall be paid to Contractor a sum equal to the contract price less any amounts previously paid Contractor and less any amounts withheld by 61147.02100\20950242.3 -94- 00 72 13 - GENERAL CONDITIONS the City from Contractor under the terms of the contract. The final five percent (5%), or the percentage specified in the notice inviting bids where the City has adopted a finding of substantially complete, shall not become due and payable until five (5) calendar days shall have elapsed after the expiration of the period within which all claims may be filed under the provisions of Civil Code section 9356. If the Contractor has placed securities with the City as described herein, the Contractor shall be paid a sum equal to one hundred percent (100%) of the contract price less any amounts due the City under the terms of the Contract. B. Unless Contractor advises the City in writing prior to acceptance of the final five percent (5%) or the percentage specified in the notice inviting bids where the City has adopted a finding of substantially complete, or the return of securities held as described herein, said acceptance shall operate as a release to the City of all claims and all liability to Contractor for all things done or furnished in connection with this work and for every act of negligence of the City and for all other claims relating to or arising out of this work. If Contractor advises the City in writing prior to acceptance of final payment or return of the securities that there is a dispute regarding the amount due the Contractor, the City may pay the undisputed amount contingent upon the Contractor furnishing a release of all undisputed claims against the City with the disputed claims in stated amounts being specifically excluded by Contractor from the operation of the release. No payments, however, final or otherwise, shall operate to release Contractor or its sureties from the Faithful Performance Bond, Labor and Material Payment Bond, or from any other obligation under this contract. C. In case of suspension of the contract any unpaid balance shall be and become the sole and absolute property of the City to the extent necessary to repay the City any excess in the cost of the Work above the contract price. D. Final payment shall be made no later than 60 days after the date of acceptance of the Work by the City or the date of occupation, beneficial use and enjoyment of the Work by the City including any operation only for testing, start-up or commissioning accompanied by cessation of labor on the Work, provided that a release of liens and claims has been received from the Contractor pursuant to Civil Code section 8136. In the event of a dispute between the City and the Contractor, the City may withhold from the final payment an amount not to exceed 150% of the disputed amount. E. Within ten (10) calendar days from the time that all or any portion of the retention proceeds are received by Contractor, Contractor shall pay each of its subcontractors from whom retention has been withheld each subcontractor's share of the retention received. However, if a retention payment received by Contractor is specifically designated for a particular subcontractor, payment of the retention shall be made to the designated subcontractor if the payment is consistent with the terms of the subcontract. ARTICLE 46. OCCUPANCY The City reserves the right to occupy or utilize any portion of the Work at any time before completion, and such occupancy or use shall not constitute acceptance of any part of Work covered by this Contract. This use the Contract. shall not relieve the Contractor of its responsibilities under 61147.02100\20950242.3 -95- 00 72 13 - GENERAL CONDITIONS ARTICLE 47. INDEMNIFICATION To the fullest extent permitted by law, Contractor shall immediately defend (with counsel of the City's choosing), indemnify and hold harmless the City, officials, officers, agents, employees, and representatives, and each of them from and against: A. Any and all claims, demands, causes of action, costs, expenses, injuries, losses or liabilities, in law or in equity, of every kind or nature whatsoever, but not limited to, injury to or death, including wrongful death, of any person, and damages to or destruction of property of any person, arising out of, related to, or in any manner directly or indirectly connected with the Work or this Contract, including claims made by subcontractors for nonpayment, including without limitation the payment of all consequential damages and attorney's fees and other related costs and expenses, however caused, regardless of whether the allegations are false, fraudulent, or groundless, and regardless of any negligence of the City or its officers, employees, or authorized volunteers (including passive negligence), except the sole negligence or willful misconduct or active negligence of the City or its officials, officers, employees, or authorized volunteers. B. Contractor's defense and indemnity obligation herein includes, but is not limited to damages, fines, penalties, attorney's fees and costs arising from claims under the Americans with Disabilities Act (ADA) or other federal or state disability access or discrimination laws arising from Contractor's Work during the course of construction of the improvements or after the Work is complete, as the result of defects or negligence in Contractor's construction of the improvements. C. Any and all actions, proceedings, damages, costs, expenses, fines, penalties or liabilities, in law or equity, of every kind or nature whatsoever, arising out of, resulting from, or on account of the violation of any governmental law or regulation, compliance with which is the responsibility of Contractor; D. Any and all losses, expenses, damages (including damages to the Work itself), attorney's fees, and other costs, including all costs of defense which any of them may incur with respect to the failure, neglect, or refusal of Contractor to faithfully perform the Work and all of Contractor's obligations under the agreement. Such costs, expenses, and damages shall include all costs, including attorney's fees, incurred by the indemnified parties in any lawsuit to which they are a party. Contractor shall immediately defend, at Contractor's own cost, expense and risk, with the City Council's choosing, any and all such aforesaid suits, actions or other legal proceedings of every kind that may be brought or instituted against the City, its officials, officers, agents, employees and representatives. Contractor shall pay and satisfy any judgment, award or decree that may be rendered against the City, its officials, officers, employees, agents, employees and representatives, in any such suit, action or other legal proceeding. Contractor shall reimburse the City, its officials, officers, agents, employees and representatives for any and all legal expenses and costs incurred by each of them in connection therewith or in enforcing the indemnity herein provided. The only limitations on this provision shall be those imposed by Civil Code section 2782. 61147.02100\20950242.3 -96- 00 72 13 - GENERAL CONDITIONS ARTICLE 48. PROCEDURE FOR RESOLVING DISPUTES In accordance with Public Contract Code sections 20104 et seq. and other applicable law, public works claims of $375,000 or less which arise between the Contractor and the City shall be resolved under the following statutory procedure unless the City has elected to resolve the dispute pursuant to Public Contract Code section 10240 et seq. A. All Claims. All claims shall be submitted in writing and accompanied by substantiating documentation. Claims must be filed on or before the date of final payment unless other notice requirements are provided in the contract. "Claim" means a separate demand by the Contractor for (1) a time extension, (2) payment of money or damages arising from work done by or on behalf of the Contractor and payment of which is not otherwise expressly provided for or the Contractor is not otherwise entitled, or (3) an amount the payment of which is disputed by the City. B. Claims Under $50,000. The City shall respond in writing to the claim within 45 calendar days of receipt of the claim, or, the City may request, in writing, within 30 calendar days of receipt of the claim, any additional documentation supporting the claim or relating to defenses or claims the City may have. If additional information is needed thereafter, it shall be provided upon mutual agreement of the City and the Contractor. The City's written response shall be submitted 15 calendar days after receiving the additional documentation, or within the same period of time taken by the Contractor to produce the additional information, whichever is greater. C. Claims over $50,000 but less than or equal to $375,000. The City shall respond in writing within 60 calendar days of receipt, or, may request in writing within 30 calendar days of receipt of the claim, any additional documents supporting the claim or relating to defenses or claims the City may have against the City. If additional information is needed thereafter, it shall be provided pursuant to mutual agreement between the City and the Contractor. The City response shall be submitted within 30 calendar days after receipt of the further documents, or within the same period of time taken by the Contractor to produce the additional information or documents, whichever is greater. The Contractor shall make these records and documents available at all reasonable times, without any direct charge. D. All Claims. The Contractor will submit the claim justification in the following format: Summary of claim merit and price, and Contract clause pursuant to which the claim is made. 2. List of documents relating to claim: a. Specifications b. Drawings c. Clarifications (Requests for Information) d. Schedules e. Other (All Related Documents) 3. Chronology of events and correspondence. 4. Analysis of claim merit. 61147.02100\20950242.3 -97- 00 72 13 - GENERAL CONDITIONS 5. Analysis of claim cost. 6. Analysis of time impact analysis in CPM format. 7. Cover letter and certification of validity of the claim. E. All Claims. If the Contractor disputes the City's response, or if the City fails to respond within the statutory time period(s), the Contractor may so notify the City within 15 calendar days of the receipt of the response or the failure to respond, and demand an informal conference to meet and confer for settlement. Upon such demand, the City shall schedule a meet and confer conference within 30 calendar days. F. The Contractor must comply with the claims filing procedures set forth in Government Code sections 900 et seq. for any claim or any portion thereof that remains in dispute, after the meet and confer conference. For purposes of those provisions, the time within which a claim must be filed shall be tolled from the time the Contractor submits the written claim until the time the claim is denied, including any time utilized for the meet and confer conference. Submission of a claim, properly certified, with all required supporting documentation, and written rejection or denial of all or part of the claim by the City, is a condition precedent to any action, proceeding, litigation, suit, general conditions claim, or demand for arbitration by Contractor. G. Government Code Claim. In addition to any and all contract requirements pertaining to notices of and requests for compensation or payment for extra work, disputed work, construction claims and/or changed conditions, the Contractor must comply with the claim procedures set forth in Government Code sections 900 et seq. prior to filing any lawsuit against the City. Such Government Code claims and any subsequent lawsuit based upon the Government Code claims shall be limited to those matters that remain unresolved after all procedures pertaining to extra work, disputed work, construction claims, and/or changed conditions have been followed by Contractor. If no such Government Code claim is submitted, or if the prerequisite contractual requirements are not otherwise satisfied as specified herein, Contractor shall be barred from bringing and maintaining a valid lawsuit against the City. ARTICLE 49. CITY'S RIGHT TO TERMINATE CONTRACT A. Termination for Cause by the City: In the sole estimation of the City, if the Contractor refuses or fails to prosecute the Work or any separable part thereof with such diligence as will insure its completion within the time specified by the Contract Documents, or any extension thereof, or fails to complete such Work within such time, or if the Contractor should be adjudged a bankrupt, or if it should make a general assignment for the benefit of its creditors, or if a receiver should be appointed on account of its insolvency, or the Contractor or any of its subcontractors should violate any of the provisions of this Contract, the City may serve written notice upon the Contractor and its Surety of the City's intention to terminate this Contract. This notice of intent to terminate shall contain the reasons for such intention to terminate this Contract, and a statement to the effect that the 61147.02100\20950242.3 -98- 00 72 13 - GENERAL CONDITIONS Contractor's right to perform this Contract shall cease and terminate upon the expiration of ten (10) calendar days unless such violations have ceased and arrangements satisfactory to the City have been made for correction of said violations. 2. In the event that the City serves such written notice of termination upon the Contractor and the Surety, the Surety shall have the right to take over and perform the Contract. If the Surety does not: (1) give the City written notice of Surety's intention to take over and commence performance of the Contract within 15 calendar days of the City's service of said notice of intent to terminate upon Surety; and (2) actually commence performance of the Contract within 30 calendar days of the City's service of said notice upon Surety; then the City may take over the Work and prosecute the same to completion by separate contract or by any other method it may deem advisable for the account and at the expense of the Contractor. 3. In the event that the City elects to obtain an alternative performance of the Contract as specified above: (1) the City may, without liability for so doing, take possession of and utilize in completion of the Work such materials, appliances, plants and other property belonging to the Contractor that are on the site and reasonably necessary for such completion (A special lien to secure the claims of the City in the event of such suspension is hereby created against any property of Contractor taken into the possession of the City under the terms hereof and such lien may be enforced by sale of such property under the direction of the City Council without notice to Contractor. The proceeds of the sale after deducting all expenses thereof and connected therewith shall be credited to Contractor. If the net credits shall be in excess of the claims of the City against Contractor, the balance will be paid to Contractor or Contractor's legal representatives.); and (2) Surety shall be liable to the City for any cost or other damage to the City necessitated by the City securing an alternate performance pursuant to this Article. B. Termination for Convenience by the City: 1. The City may terminate performance of the Work called for by the Contract Documents in whole or, from time to time, in part, if the City determines that a termination is in the City's interest. 2. The Contractor shall terminate all or any part of the Work upon delivery to the Contractor of a Notice of Termination specifying that the termination is for the convenience of the City, the extent of termination, and the Effective Date of such termination. 3. After receipt of Notice of Termination, and except as directed by the City's Representative, the Contractor shall, regardless of any delay in determining or adjusting any amounts due under this Termination for Convenience clause, immediately proceed with the following obligations: a. Stop Work as specified in the Notice. 61147.02100\20950242.3 -99- 00 72 13 - GENERAL CONDITIONS Complete any Work specified in the Notice of Termination in a least cost/shortest time manner while still maintaining the quality called for under the Contract Documents. c. Leave the property upon which the Contractor was working and upon which the facility (or facilities) forming the basis of the Contract Document is situated in a safe and sanitary manner such that it does not pose any threat to the public health or safety. d. Terminate all subcontracts to the extent that they relate to the portions of the Work terminated. e. Place no further subcontracts or orders, except as necessary to complete the continued portion of the Contract. Submit to the City's Representative, within ten (10) calendar days from the Effective Date of the Notice of Termination, all of the usual documentation called for by the Contract Documents to substantiate all costs incurred by the Contractor for labor, materials and equipment through the Effective Date of the Notice of Termination. Any documentation substantiating costs incurred by the Contractor solely as a result of the City's exercise of its right to terminate this Contract pursuant to this clause, which costs the contractor is authorized under the Contract documents to incur, shall: (1) be submitted to and received by the Engineer no later than 30 calendar days after the Effective Date of the Notice of Termination; (2) describe the costs incurred with particularity; and (3) be conspicuously identified as "Termination Costs occasioned by the City's Termination for Convenience." 4. Termination of the Contract shall not relieve Surety of its obligation for any just claims arising out of or relating to the Work performed. 5. In the event that the City exercises its right to terminate this Contract pursuant to this clause, the City shall pay the Contractor, upon the Contractor's submission of the documentation required by this clause and other applicable provisions of the Contract Documents, the following amounts: a. All actual reimbursable costs incurred according to the provisions of this Contract. b. A reasonable allowance for profit on the cost of the Work performed, provided Contractor establishes to the satisfaction of the City's Representative that it is reasonably probable that Contractor would have made a profit had the Contract been completed and provided further, that the profit allowed shall in no event exceed fifteen (15%) percent of the costs. c. A reasonable allowance for Contractor's administrative costs in determining the amount payable due to termination of the Contract under this Article. C. Notwithstanding any other provision of this Article, when immediate action is necessary to protect life and safety or to reduce significant exposure or liability, the City may immediately order Contractor to cease Work on the Project until such safety 61147.02100\20950242.3 -100- 00 72 13 - GENERAL CONDITIONS or liability issues are addressed to the satisfaction of the City or the Contract is terminated. ARTICLE 50. WARRANTY AND GUARANTEE OF WORK A. Contractor hereby warrants that materials and Work shall be completed in conformance with the Contract Documents and that the materials and Work provided will fulfill the requirements of this Warranty. Contractor hereby agrees to repair or replace, at the discretion of the City, any or all Work that may prove to be defective in its workmanship, materials furnished, methods of installation or fail to conform to the Contract Document requirements together with any other Work which may be damaged or displaced by such defect(s) within a period of one (1) year from the date of the Notice of Completion of the Project without any expense whatever to the City, ordinary wear and tear and unusual abuse and neglect excepted. Contractor shall be required to promptly repair or replace defective equipment or materials, at Contractor's option. All costs associated with such corrective actions and testing, including the removal, replacement, and reinstitution of equipment and materials necessary to gain access, shall be the sole responsibility of the Contractor. B. For any Work so corrected, Contractor's obligation hereunder to correct defective Work shall be reinstated for an additional one (1) year period, commencing with the date of acceptance of such corrected Work. The reinstatement of the one (1) year warranty shall apply only to that portion of work that was corrected. Contractor shall perform such tests as City may require to verify that any corrective actions, including, without limitation, redesign, repairs, and replacements comply with the requirements of the Contract. In the event of Contractor's failure to comply with the above- mentioned conditions within ten (10) calendar days after being notified in writing of required repairs, to the reasonable satisfaction of the City, the City shall have the right to correct and replace any defective or non -conforming Work and any work damaged by such work or the replacement or correction thereof at Contractor's sole expense. Contractor shall be obligated to fully reimburse the City for any expenses incurred hereunder immediately upon demand. C. In addition to the warranty set forth in this Article, Contractor shall obtain for City all warranties that would be given in normal commercial practice and assign to City any and all manufacturer's or installer's warranties for equipment or materials not manufactured by Contractor and provided as part of the Work, to the extent that such third -party warranties are assignable and extend beyond the warranty period set forth in this Article. Contractor shall furnish the City with all warranty and guarantee documents prior to final Acceptance of the Project by the City as required. D. When specifically indicated in the Contract Documents or when directed by the Engineer, the City may furnish materials or products to the Contractor for installation. In the event any act or failure to act by Contractor shall cause a warranty applicable to any materials or products purchased by the City for installation by the Contractor to be voided or reduced, Contractor shall indemnify City from and against any cost, expense, or other liability arising therefrom, and shall be responsible to the City for the cost of any repairs, replacement or other costs that would have been covered by the warranty but for such act or failure to act by Contractor. 61147.02100\20950242.3 -101- 007213 -GENERAL CONDITIONS E. The Contractor shall remedy at its expense any damage to City -owned or controlled real or personal property. F. The City shall notify the Contractor, in writing, within a reasonable time after the discovery of any failure, defect, or damage. The Contractor shall within ten (10) calendar days after being notified commence and perform with due diligence all necessary Work. If the Contractor fails to promptly remedy any defect, or damage; the City shall have the right to replace, repair or otherwise remedy the defect, or damage at the Contractor's expense. G. In the event of any emergency constituting an immediate hazard to health, safety, property, or licensees, when caused by Work of the Contractor not in accordance with the Contract requirements, the City may undertake at Contractor's expense, and without prior notice, all Work necessary to correct such condition. H. Acceptance of Defective Work. If, instead of requiring correction or removal and replacement of Defective Work, the City prefers to accept it, City may do so. Contractor shall pay all claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) attributable to City's evaluation of and determination to accept such Defective Work and for the diminished value of the Work. 2. If any acceptance of defective work occurs prior to release of the Project Retention, a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work, and City shall be entitled to an appropriate decrease in the Contract Price, reflecting the diminished value of Work and all costs incurred by City. 3. If the Project Retention is held in an escrow account as permitted by the Contract Documents, Contractor will promptly alert the escrow holder, in writing, of the amount of Retention to be paid to City. 4. If the acceptance of Defective Work occurs after release of the Project Retention, an appropriate amount will be paid by Contractor to City. City May Correct Defective Work. If Contractor fails within a reasonable time after written notice from City's Representative to correct Defective Work, or to remove and replace rejected Work as required by City, or if Contractor fails to perform the Work in accordance with the Contract Documents, or if Contractor fails to comply with any other provision of the Contract Documents, City may, after seven (7) Days' written notice to Contractor, correct, or remedy any such deficiency. 2. In connection with such corrective or remedial action, City may exclude Contractor from all or part of the Site, take possession of all or part of the Work and suspend Contractor's services related thereto, take possession of Contractor's tools, appliances, construction equipment and machinery at the Site, 61147.02100\20950242.3 -102- 00 72 13 - GENERAL CONDITIONS and incorporate in the Work all materials and equipment stored at the Site or for which City has paid Contractor but which are stored elsewhere. Contractor shall allow City and City's Representative, and the agents, employees, other contractors, and consultants of each of them, access to the Site to enable City to exercise the rights and remedies to correct the Defective Work. 3. All claims, costs, losses, and damages (including but not limited to all fees and charges of engineers, architects, attorneys, and other professionals and all court or arbitration or other dispute resolution costs) incurred or sustained by City correcting the Defective Work will be charged against Contractor, and a Change Order will be issued incorporating the necessary revisions into the Contract Documents with respect to the Work; and City shall be entitled to an appropriate decrease in the Contract Price. 4. Such claims, costs, losses and damages will include, but not be limited to, all costs of repair, or replacement of work of others destroyed or damaged by correction, removal, or replacement of Defective Work. 5. If the Change Order is executed after all payments under the Contract have been paid by City and the Project Retention is held in an escrow account as permitted by the Contract Documents, Contractor will promptly alert the escrow holder, in writing, of the amount of Retention to be paid to City. 6. If the Change Order is executed after release of the Project Retention, an appropriate amount will be paid by Contractor to City. 7. Contractor shall not be allowed an extension of the Contract Times because of any delay in the performance of the Work attributable to City correcting Defective work. J. Nothing in the Warranty or in the Contract Documents shall be construed to limit the rights and remedies available to City at law or in equity, including, but not limited to, Code of Civil Procedure section 337.15. ARTICLE 51. DOCUMENT RETENTION & EXAMINATION A. In accordance with Government Code section 8546.7, records of both the City and the Contractor shall be subject to examination and audit by the State Auditor General for a period of three (3) years after final payment. B. Contractor shall make available to the City any of the Contractor's other documents related to the Project immediately upon request of the City. C. In addition to the State Auditor rights above, the City shall have the right to examine and audit all books, estimates, records, contracts, documents, bid documents, subcontracts, and other data of the Contractor (including computations and projections) related to negotiating, pricing, or performing the modification in order to evaluate the accuracy and completeness of the cost or pricing data at no additional cost to the City, for a period of four (4) years after final payment. 61147.02100\20950242.3 -103- 00 72 13 - GENERAL CONDITIONS ARTICLE 52. SEPARATE CONTRACTS A. The City reserves the right to let other contracts in connection with this Work or on the Project site. Contractor shall permit other contractors reasonable access and storage of their materials and execution of their work and shall properly connect and coordinate its Work with theirs. B. To ensure proper execution of its subsequent Work, Contractor shall immediately inspect work already in place and shall at once report to the Engineer any problems with the Work in place or discrepancies with the Contract Documents. C. Contractor shall ascertain to its own satisfaction the scope of the Project and nature of any other contracts that have been or may be awarded by the City in prosecution of the Project to the end that Contractor may perform this Contract in the light of such other contracts, if any. Nothing herein contained shall be interpreted as granting to Contractor exclusive occupancy at site of the Project. Contractor shall not cause any unnecessary hindrance or delay to any other contractor working on the Project. If simultaneous execution of any contract for the Project is likely to cause interference with performance of some other contract or contracts, the Engineer shall decide which Contractor shall cease Work temporarily and which contractor shall continue or whether work can be coordinated so that contractors may proceed simultaneously. The City shall not be responsible for any damages suffered or for extra costs incurred by Contractor resulting directly or indirectly from award, performance, or attempted performance of any other contract or contracts on the Project site. ARTICLE 53. NOTICE AND SERVICE THEREOF All notices shall be in writing and either served by personal delivery or mailed to the other party as designated in the Bid Forms. Written notice to the Contractor shall be addressed to Contractor's principal place of business unless Contractor designates another address in writing for service of notice. Notice to City shall be addressed to the City as designated in the Notice Inviting Bids unless City designates another address in writing for service of notice. Notice shall be effective upon receipt or five (5) calendar days after being sent by first class mail, whichever is earlier. Notice given by facsimile shall not be effective unless acknowledged in writing by the receiving party. ARTICLE 54. NOTICE OF THIRD PARTY CLAIMS Pursuant to Public Contract Code section 9201, the City shall provide the Contractor with timely notification of the receipt of any third -party claims relating to the Contract. The City is entitled to recover reasonable costs incurred in providing such notification. ARTICLE 55. STATE LICENSE BOARD NOTICE Contractors are required by law to be licensed and regulated by the Contractors' State License Board which has jurisdiction to investigate complaints against contractors if a complaint regarding a patent act or omission is filed within four (4) years of the date of the alleged violation. A complaint regarding a latent act or omission pertaining to structural defects must be filed within ten (10) years of the date of the alleged violation. Any questions concerning a contractor may be referred to the Registrar, Contractors' State License Board, P.O. Box 26000, Sacramento, California 95826. 61147.02100\20950242.3 -104- 00 72 13 - GENERAL CONDITIONS ARTICLE 56. INTEGRATION A. Oral Modifications Ineffective. No oral order, objection, direction, claim or notice by any party or person shall affect or modify any of the terms or obligations contained in the Contract Documents. B. Contract Documents Represent Entire Contract. The Contract Documents represent the entire agreement of the City and Contractor. ARTICLE 57. ASSIGNMENT OF CONTRACT Contractor shall not assign, transfer, convey, sublet or otherwise dispose of the rights or title of interest of any or all of this contract without the prior written consent of the City. Any assignment or change of Contractor's name of legal entity without the written consent of the City shall be void. Any assignment of money due or to become due under this Contract shall be subject to a prior lien for services rendered or Material supplied for performance of Work called for under the Contract Documents in favor of all persons, firms, or corporations rendering such services or supplying such Materials to the extent that claims are filed pursuant to the Civil Code, the Code of Civil Procedure or the Government Code. ARTICLE 58. CHANGE IN NAME AND NATURE OF CONTRACTOR'S LEGAL ENTITY Should a change be contemplated in the name or nature of the Contractor's legal entity, the Contractor shall first notify the City in order that proper steps may be taken to have the change reflected on the Contract and all related documents. No change of Contractor's name or nature will affect City's rights under the Contract, including but not limited to the bonds. ARTICLE 59. ASSIGNMENT OF ANTITRUST ACTIONS Pursuant to Public Contract Code section 7103.5, in entering into a public works contract or subcontract to supply goods, services, or materials pursuant to a public works contract, 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 USC, Section 15) or under the Cartwright Act (Chapter 2 (commencing with Section 16700) of Part 2 of Division 7 of the Business and Professions Code), arising from the purchase of goods, services, or materials pursuant to this contract or any subcontract. This assignment shall be made and become effective at the time the City tenders final payment to the Contractor, without further acknowledgment by the parties. ARTICLE 60. PROHIBITED INTERESTS No City official or representative who is authorized in such capacity and on behalf of the City to negotiate, supervise, make, accept, or approve, or to take part in negotiating, supervising, making, accepting or approving any engineering, inspection, construction or material supply contract or any subcontract in connection with construction of the project, shall be or become directly or indirectly interested financially in the Contract. 61147.02100\20950242.3 -105- 00 72 13 - GENERAL CONDITIONS ARTICLE 61. CONTROLLING LAW Notwithstanding any subcontract or other contract with any subcontractor, supplier, or other person or organization performing any part of the Work, this Contract shall be governed by the law of the State of California excluding any choice of law provisions. ARTICLE 62. JURISDICTION; VENUE Contractor and any subcontractor, supplier, or other person or organization performing any part of the Work agrees that any action or suits at law or in equity arising out of or related to the bidding, award, or performance of the Work shall be maintained in the Superior Court of Orange County, California, and expressly consent to the jurisdiction of said court, regardless of residence or domicile, and agree that said court shall be a proper venue for any such action. ARTICLE 63. LAWS AND REGULATIONS A. Contractor shall give all notices and comply with all laws, ordinances, rules and regulations bearing on conduct of work as indicated and specified. If Contractor observes that drawings and specifications are at variance therewith, it shall promptly notify the Engineer in writing and any necessary changes shall be adjusted as provided for in this Contract for changes in work. If Contractor performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to the Engineer, it shall bear all costs arising therefrom. B. Contractor shall be responsible for familiarity with the Americans with Disabilities Act ("ADA") (42 U.S.C. § 12101 et seq.). The Work will be performed in compliance with ADA regulations. ARTICLE 64. PATENTS Contractor shall hold and save the City, officials, officers, employees, and authorized volunteers harmless from liability of any nature or kind of claim therefrom including costs and expenses for or on account of any patented or unpatented invention, article or appliance manufactured, furnished or used by Contractor in the performance of this contract. ARTICLE 65. OWNERSHIP OF CONTRACT DOCUMENTS All Contract Documents furnished by the City are City property. They are not to be used by Contractor or any subcontractor on other work nor shall Contractor claim any right to such documents. With exception of one complete set of Contract Documents, all documents shall be returned to the City on request at completion of the Work. ARTICLE 66. NOTICE OF TAXABLE POSSESSORY INTEREST In accordance with Revenue and Taxation Code section 107.6, the Contract Documents may create a possessory interest subject to personal property taxation for which Contractor will be responsible. ARTICLE 67. SURVIVAL OF OBLIGATIONS All reresentations, indemnifications, warranties, and guarantees made in, required by, or given 61147.02100\20950242.3 -106- 00 72 13 - GENERAL CONDITIONS in accordance with the Contract Documents, as well as all continuing obligations indicated in the Contract Documents, will survive final payment, completion, and acceptance of the Work or termination or completion of the Contract or termination of the services of Contractor. 61147.02100\20950242.3 -107- 00 72 13 - GENERAL CONDITIONS 00 73 13 — SPECIAL CONDITIONS 1.1 Engineer of Record. A. For purposes of this Project, the Engineer of Record or Engineer shall be: George Alvarez, P.E. City Engineer. 1.2 Location of the Project. A. The Project is located on Del Obsipo Street between Paseo De La Paz and Calle Aspero. B. The general location of the Project is shown on City Drawing No. 1 of 34. 1.3 Status of the Project Area and Rights -of -Way. A. City, at its expense, will provide all rights-of-way or permits, or both, covering the crossing of private property and public and private rights-of-way necessary for the permanent Work; provided, however, Contractor shall, at its expense, obtain any bonds or insurance policies or pay any fees and enter into any agreements required by a controlling authority, e.g., Caltrans or Southern Pacific Railroad Company, before Contractor enters upon any property or right-of-way under the jurisdiction of any such controlling authority for the purpose of performing Work. B. City has acquired or is negotiating to acquire any rights-of-way, or both, necessary for the permanent Work. C. If such permits are required, all operations of Contractor shall conform to the restrictions, regulations, and requirements set forth in said permits, copies of which will be included in the Contract Documents. D. Contractor may be required, as a condition for receiving final payment, to obtain, and provide City's Representative with copies of, executed damage releases from the owners of public and private property whose property has been damaged by the Work. The damage releases will be on a form provided by City. E. Contractor shall, also, as a condition for receiving final payment, obtain, and provide City's Representative with copies of, executed damage releases from the owners of certain public and private property or areas which have been crossed by the Work or otherwise affected by the Work. The damage releases will be on a form provided by City. 1.4 Site Data. A. The data provided herein is for the information of Contractor and is subject to all limitations and conditions set forth in the Contract Documents. B. Subsurface Exploration Data. The following data are included in the Project Manual: 1. Structural Pavement Investigation Report by LMI, Project No. 40784 61147.02100\20950242.3 -108- 007313 -SPECIAL CONDITIONS 2. Geotechnical Report by LGC Geotec, Project No. 17033-01 C. Other Site Data. The following data are available for inspection at City's office: • INITIAL STUDY/MITIGATED NEGATIVE DECLARATION — PREPARED BY LSA JANUARY 2017 • MITIGATION MONITORING AND REPORTING PROGRAM — LSA 2017 Copies of these reports, drawings and other materials may be examined at City's office during regular business hours. 1.5 Pre -Purchased or Pre -Negotiated Material. [NOT USED.] 1.6 Designation of City's Representative. A. Unless otherwise modified by City, City's Representative shall be Paul Meshkin. 1.7 Modification of Hours of Work. Hours of work shall be from 7:00 a.m. and 5:00 p.m. M — F. (CONSIDER ANY NOISE RESTRICTIONS FOR BLASTING OR CRUSHING AND ANY TRAFFIC RESTRICTIONS FOR ROAD CLOSURES.) 1.8 Project Retention In accordance with Public Contract Code § 7201, City will withhold 5% of each progress payment as retention on the Project. 1.9 Liquidated Damages Due to Contractor Delay. A. Time is of the essence. Should Contractor fail to complete all or any part of the Work within the time specified in the Contract Documents, City will suffer damage, the amount of which is difficult, if not impossible, to ascertain and, pursuant to the authority of Government Code section 53069.85, City shall therefore be entitled to $1,200 per Day as liquidated damages for each Day or part thereof that actual completion extends beyond the time specified. B. Liquidated damages may be deducted from progress payments due Contractor, Project retention or may be collected directly from Contractor, or from Contractor's surety. These provisions for liquidated damages shall not prevent City, in case of Contractor's default, from terminating the Contractor. 1.10 Utility Outages — Notices to Residents. A. Should Contractor's operations require interruption of any utility service, Contractor shall notify City at least ten (10) Days prior to the scheduled outage. Contractor will notify all impacted residents on a form provided by City at least seven (7) Days prior to the scheduled outage. 61147.02100\20950242.3 -109- 007313 -SPECIAL CONDITIONS B. Contractor shall be responsible for providing, at its cost, any temporary utility or facilities necessitated by the utility outage. 1.11 Schedule Constraints. NOT USED. 1.12 Noise Restrictions A. Contractor shall use only such equipment on the Work and in such state of repair so that the emission of sound therefrom is within the noise tolerance level of that equipment as established by Cal/OSHA. B. Contractor shall comply with the most restrictive of the following: (1) local sound control and noise level rules, regulations and ordinances and (2) the requirements contained in these Contract Documents, including hours of operation requirements. C. No internal combustion engine shall be operated on the Project without a muffler of the type recommended by the manufacturer. Should any muffler or other control device sustain damage or be determined to be ineffective or defective, the Contractor shall promptly remove the equipment and shall not return said equipment to the job until the device is repaired or replaced. Said noise and vibration level requirements shall apply to all equipment on the job or related to the job, including but not limited to, trucks, transit mixers or transit equipment that may or may not be owned by the Contractor. D. During all project area excavation and on-site grading, the project contractors shall equip all construction equipment, fixed or mobile, with properly operating and maintained mufflers consistent with manufacturers' standards. E. The project contractor shall place all stationary construction equipment so that emitted noise is directed away from receptors nearest the project area. F. The construction contractor shall locate equipment staging in areas that will create the greatest distance between construction -related noise sources and receptors nearest the project area during all project construction. G. Mechanical ventilation systems such as air-conditioning systems are required for first row noisesensitive structures such as residences, the senior living facility, and the church located within the 458 ft from the centerline of Del Obispo Street. H. During all project area construction, the construction contractor shall limit all construction -related activities to the hours between 7:00 a.m. and 6:00 p.m. Monday through Friday, and between 8:30 a.m. and 4:30 p.m. on Saturdays. No outdoor noise -generating construction activity is allowed on Sundays or national holidays. 61147.02100\20950242.3 -110- 007313 -SPECIAL CONDITIONS 1.13 Coordination with Other Contractors. NOT USED. END OF SPECIAL CONDITIONS 61147.02100\20950242.3 -111- 007313 -SPECIAL CONDITIONS 01 00 00 — GENERAL REQUIREMENTS PART 1 -- GENERAL 1.1 DESCRIPTION A. To be added Scope of Work for Base Bid consists of clear and grub, excavation, grading, sawcut and removal of AC pavement and berm, PCC curb & gutter, sidewalk, cross gutter and curb ramp, cold milling existing AC, construction of new PCC sidewalk and driveway, new AC and base, PCC curb & gutter, cross gutter and sidewalk, new catch basins and storm drains, construction of new MSE retaining wall with cable fence and v -gutter and shoring wall, installation of new street lighting, new streetscape and adjusting existing manhole, pull box and valve covers to grade. 1.2 RELATED REQUIREMENTS SPECIFIED ELSEWHERE PART 2 -- PRODUCTS (NOT USED) PART 3 -- EXECUTION 3.1 LAYOUT OF WORK AND QUANTITY SURVEYS A. General. The Contractor shall utilize a properly licensed surveyor to perform all layout surveys required for the control and completion of the Work, and all necessary surveys to compute quantities of Work performed. City and/or the Engineer of Record has established primary control to be used by the Contractor for establishing lines and grades required for the Work. Primary control consists of benchmarks and horizontal control points in the vicinity of the Work. A listing and identification of the primary control is provided on the Drawings. Before beginning any layout work or construction activity, the Contractor shall check and verify primary control, and shall advise the City Representative of any discrepancies. B. Quantity surveys. The Contractor shall perform such surveys and computations as are necessary to determine quantities of Work performed or placed during each progress payment period, and shall perform all surveys necessary for the City Representative to determine final quantities of Work in place. The City Representative will determine final quantities based upon the survey data provided by the Contractor, and the design lines and grades. If requested by the City Representative, the Contractor shall provide an electronic copy of data used for quantity computations. All surveys performed for measurement of final quantities of Work and material shall be subject to approval of City's Representative. Unless waived by City's Representative in each specific case, quantity surveys made by the Contractor shall be made in the presence of City's Representative. 61147.02100\20950242.3 -112- 01 00 00 -GENERAL REQUIREMENTS C. Surveying 1. Accuracy. Degree of accuracy shall be an order high enough to satisfy tolerances specified for the Work and the following: (a) Right-of-way and alignment of tangents and curves shall be within 0.1 foot. (b) Structure points shall be set within 0.01 foot, except where operational function of the special features or installation of metalwork and equipment require closer tolerances. When formwork has been placed and is ready for concrete, the Contractor shall check the formwork for conformance with the drawings and to ensure that the forms are sufficiently within the tolerance limits for the completed work. (c) Cross-section points shall be located within 0.1 foot, horizontally and vertically. (d) Aerial Mapping shall meet National Mapping Standards for 2 -foot contour intervals. D. Records. Survey data shall be recorded in accordance with recognized professional surveying standards. Original field notes, computations, and other surveying data shall be recorded on electronic data collectors or in standard field books and must be of sufficient quality to enable the Contractor to prepare accurate record drawings as required by the Contract Documents. E. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required for surveys for the layout of work and quantity surveys shall be included in the Schedule of Pay Items for items of work requiring the surveys. No additional compensation shall be made to the Contractor for this Work. 3.2 SCHEDULE A. Estimated Schedule. Within 14 Days after the issuance of the Notice to Proceed, Contractor shall prepare a Project schedule and shall submit this to the Engineer for Approval. The receipt or Approval of any schedules by the Engineer or the City shall not in any way relieve the Contractor of its obligations under the Contract Documents. The Contractor is fully responsible to determine and provide for any and all staffing and resources at levels which allow for good quality and timely completion of the Project. Contractor's failure to incorporate all elements of Work required for the performance of the Contract or any inaccuracy in the schedule shall not excuse the Contractor from performing all Work required for a completed Project within the specified Contract time period. If the required schedule is not received by the time the first payment under the Contract is due, Contractor shall not be paid until the schedule is received, reviewed and accepted by the Engineer. B. Schedule Contents. The schedule shall indicate the beginning and completion dates of all phases of construction; critical path for all critical, sequential time related activities; and "float time" for all "slack" or "gaps" in the non-critical activities. The schedule shall clearly identify all staffing and other resources which in the Contractor's judgment are needed to complete the Project within the time specified 61147.02100\20950242.3 -113- 01 0000 -GENERAL REQUIREMENTS for completion. The overall Project Schedule duration shall be within the Contract time. C. Schedule Updates. Contractor shall continuously update its construction schedule. Contractor shall submit an updated and accurate construction schedule to the Engineer monthly when requested to do so by Engineer. Contractor shall also submit schedules showing a three week detailed look -ahead at bi-weekly meetings conducted with the City. The Engineer may withhold progress payments or other amounts due under the Contract Documents if Contractor fails to submit an updated and accurate construction schedule. 3.3 TEMPORARY FIELD OFFICE A. Utility Services. Contractor, at its expense, shall arrange for, develop and maintain all utilities, including but not limited to water, electric power, sewage disposal and telephone communications, at the Site to meet the requirements of the Work. B. Sanitation. The Contractor shall provide sanitary facilities for all persons working on the project. These facilities shall be kept clean and shall not be unsightly or produce odors. 3.4 PROTECTION OF WORK AND PROPERTY A. All traffic detector loops, fences, walls, culverts, property line monuments, or other obstructions (except property line monuments within five (5) feet of the centerline of the mains) which are removed, damaged, or destroyed in the course of the Work, shall be replaced or repaired to the original condition. If Contractor provides the City with reasonable notice of the need for such repair or replacement, it shall be performed by the City. If the Contractor fails to provide the City with reasonable notice, the repair or replacement shall be performed by and at the expense of the Contractor to the satisfaction of the City, whether or not those obstructions have been shown on the Plans, unless otherwise stated herein. It is then the Contractor's responsibility to employ at its expense a Licensed Land Surveyor to restore all property line monuments located more than five (5) feet from the centerline of the mains, which are destroyed or obliterated. Property line monuments located within five (5) feet of the centerline of the mains will be replaced by the City at no expense to the Contractor, provided the City is notified at least 48 hours before the property line monuments are damaged. B. Contractor shall provide such heat, covering, and enclosures as are necessary to protect all Work, materials, equipment, appliances, and tools against damage by weather conditions. C. Contractor shall take adequate precautions to protect existing sidewalks, curbs, pavements, utilities, and other adjoining property and structures, and to avoid damage thereto, and Contractor shall repair any damage thereto caused by the Work operations. Contractor shall: Enclose the working area with a substantial barricade, and arrange work to cause minimum amount of inconvenience and danger to the public. 61147.02100\20950242.3 -114- 01 0000 -GENERAL REQUIREMENTS 2. Provide substantial barricades around any shrubs or trees indicated to be preserved. 3. Deliver materials to the Project site over a route designated by the Engineer. 4. Provide any and all dust control required and follow the Applicable air quality regulations as appropriate. If the Contractor does not comply, the City shall have the immediate authority to provide dust control and deduct the cost from payments to the Contractor. 5. Confine Contractor's apparatus, the storage of materials, and the operations of its workers to limits required by law, ordinances, permits, or directions of the Engineer. Contractor shall not unreasonably encumber the Project site with its materials. 6. Take care to prevent disturbing or covering any survey markers, monuments, or other devices marking property boundaries or corners. If such markers are disturbed by accident, they shall be replaced by a civil engineer or land surveyor acceptable to the City, at no cost to the City. 7. Ensure that existing facilities, fences and other structures are all adequately protected and that, upon completion of all Work, all facilities that may have been damaged are restored to a condition acceptable to the City. 8. Preserve and protect from injury all buildings, pole lines and all direction, warning and mileage signs that have been placed within the right-of-way. 9. At the completion of work each day, leave the Project site in a clean, safe condition. 10. Comply with any stage construction and traffic control plans. Access to residences and businesses shall be maintained at all times, unless otherwise permitted in writing by the City. D. These precautionary measures will apply continuously and not be limited to normal working hours. Full compensation for the Work involved in the preservation of life, safety and property as above specified shall be considered as included in the prices paid for the various contract items of Work, and no additional allowance will be made therefore. E. Should damage to persons or property occur as a result of the Work, Contractor shall be responsible for proper investigation, documentation, including video or photography, to adequately memorialize and make a record of what transpired. The City shall be entitled to inspect and copy any such documentation, video, or photographs. 3.5 SITE CONDITIONS SURVEYS A. Work Included. 61147.02100\20950242.3 -115- 01 00 00 -GENERAL REQUIREMENTS Contractor shall conduct thorough pre -construction and post -construction site condition surveys of the entire project area. Site Conditions surveys shall include written documentation of the conditions found, as well as photographs and video recordings of the area within at least 80 feet of any construction area and staging area. The written notes, photographs, and video shall be suitable for forensic purposes to resolve any damage claims that may arise as a result of construction. B. Submittals. 1. Written documentation of site condition survey at pre -construction and post - construction. 2. Photographs as described herein of pre -construction and post -construction conditions. 3. Video recordings as described herein of pre -construction and post -construction conditions. 4. Submittals shall be made within three days of the surveys. All post -construction data shall be submitted prior to the final project inspection. C. Site Condition Written Documentation. Written documentation shall include the time, date, and conditions under which the site survey was made. The documentation shall note the condition of structures, pavement, sidewalks, utilities, fences, and etc. within the work areas. D. Photographs. General — Contractor shall take enough photographs during each site survey to provide a record of conditions existing prior to construction and conditions after construction. Pre -construction photographs shall be taken prior to any construction or mobilization of equipment, but not more that one week prior to actual start of work. The pre -construction photographs may be staged at different times to match the progression of the Work. 2. The photographs shall document existing damage to public and private facilities, both prior to and after construction. Conditions to be documented include, but are not limited to: sidewalk cracks, broken curbs, separated property walls, improvements within public right-of-ways, access roads used, utility covers and markings, signs, pavement striping, pavement, unique or unusual conditions, adjacent driveways, landscaping, survey markers, and any feature directed by the Engineer. Private property that is adjacent to the public right-of-way shall be documented to the extent visible from the public right-of-way. 3. Photographs shall include items to indicate scale, as needed. In particular, scales or other items shall be laid next to close ups of structural cracks and other damaged areas being recorded. Scaling shall also be used to document elevation differences, as needed. 61147.02100\20950242.3 -116- 01 0000 -GENERAL REQUIREMENTS 4. One set of color prints shall be submitted. Additional sets shall be available for reviewing in settling any construction disputes. A set of photos shall also be furnished in electronic format. The resolution shall be at least equal to 7 mega - pixels. All photos shall be documented as to time and date taken, photographer, project number, location, and orientation. Documentation shall include a brief description of objects photographed. E. Video Recording. Video recordings shall document the conditions of the entire area affected by construction, as well as nearby structures and facilities. The general documentation requirements for videos are the same as for photographs. Video recorders shall accurately and continuously record the time and date. 2. Video recordings shall include an audio portion made simultaneously during the videoing. The audio recording shall describe the location, time, orientation, and objects being recorded. Special commentary shall be provided for unusual conditions or damage noted. 3. Video equipment shall be capable of producing high resolution images and shall have zoom capabilities. 4. Video recordings shall provide an overall picture of the sites and shall provide detailed images of damaged areas. Video shall extend to the maximum height of structures. 5. The Engineer shall have the right to reject any audio video recordings submitted with unintelligible audio, uncontrolled pan or zoom, or of poor quality. Video recordings shall be repeated when rejected. 6. Video recordings shall be submitted with labels indicating the project, date, recorder, and other pertinent information. Recordings shall be submitted on standard DVDs in a standard format. F. Timing. Contractor shall provide written notice of the time scheduled for the site conditions survey and the place it is to begin. Contractor shall obtain the Engineer's concurrence prior to beginning the condition survey. The Engineer reserves the right to cancel the survey due to weather conditions or other problems. Videoing shall be done during times of good visibility and no videoing or photography shall be done during periods of visible precipitation or when standing water obscures pavement. Contractor shall provide the Engineer with an opportunity to have a representative present when taking the photos and provide guidance during photographing. G. Site Surveyor. The site condition surveyor(s) shall be experienced in construction and potential damage concerns. The site condition surveyor(s) shall be familiar with the photography and video equipment being used. 61147.02100\20950242.3 -117- 01 0000 -GENERAL REQUIREMENTS H. Field Quality Control. Prior to submitting videos and photographs, the Contractor shall spot check the photos and videos in the field to insure they accurately reflect the actual conditions and to insure they are correctly labeled. Soils Compaction Testing. 1. All soils compaction testing will be done by a licensed geotechnical engineer furnished by the City. 2. For pipeline construction, soil compaction testing will be done at 100 -foot intervals at the bottom of the trench prior to placement of pipe bedding; at the top of the pipe bedding above the pipe; every two vertical feet of trench backfill; at the top of the trench backfill, which sould be the bottom of the pavement section; and at the top of the aggregate base prior to pavement construction. 3.6 SUBMITTAL REQUIREMENTS FOR MANUALS AND RECORD DRAWINGS A. General. The Contractor shall furnish all materials and perform all Work required for furnishing submittals to City in accordance with Contract Documents. B. Technical Manuals. 1. The Contractor shall submit technical operation and maintenance information for each item of mechanical, electrical and instrumentation equipment in an organized manner in the Technical Manual. It shall be written so that it can be used and understood by City's operation and maintenance staff. 2. The Technical Manual shall be subdivided first by specification section number; second, by equipment item; and last, by "Category." "Categories" shall conform to the following (as applicable): (a) Category 1 - Equipment Summary: (1) Summary: A summary table shall indicate the equipment name, equipment number, and process area in which the equipment is installed. (b) Category 2 - Operational Procedures: (1) Procedures: Manufacturer -recommended procedures on the following shall be included in Part 2: a. Installation b. Adjustment c. Startup d. Location of controls, special tools, equipment required, or related instrumentation needed for operation 61147.02100\20950242.3 -118- 01 00 00 -GENERAL REQUIREMENTS e. Operation procedures f. Load changes g. Calibration h. Shutdown i. Troubleshooting j. Disassembly k. Reassembly I. Realignment m. Testing to determine performance efficiency n. Tabulation of proper settings for all pressure relief valves, low and high pressure switches, and other protection devices o. List of all electrical relay settings including alarm and contact settings (c) Category 3 - Preventive Maintenance Procedures: (1) Procedures: Preventive maintenance procedures shall include all manufacturer -recommended procedures to be performed on a periodic basis, both by removing and replacing the equipment or component, and by leaving the equipment in place. (2) Schedules: Recommended frequency of preventive maintenance procedures shall be included. Lubrication schedules, including lubricant SAE grade, type, and temperature ranges, shall be covered. (d) Category 4 - Parts List: (1) Parts List: A complete parts list shall be furnished, including a generic description and manufacturer's identification number for each part. Addresses and telephone numbers of the nearest supplier and parts warehouse shall be included. (2) Drawings: Cross-sectional or exploded view drawings shall accompany the parts list. (e) Category 5 - Wiring Diagrams: (1) Diagrams: Part 5 shall include complete internal and connection wiring diagrams for electrical equipment items. (f) Category 6 - Shop Drawings: (1) Drawings: This part shall include approved shop or fabrication drawings, complete with dimensions. 61147.02100\20950242.3 -119- 01 0000 -GENERAL REQUIREMENTS (g) Category 7 - Safety: (1) Procedures: This part describes the safety precautions to be taken when operating and maintaining the equipment or working near it. (h) Category 8 - Documentation: (1) All equipment warranties, affidavits, and certifications required by the Technical Specifications shall be placed in this part. 3. The Contractor shall furnish to City six (6) identical Technical Manuals. Each set shall consist of one or more volumes, each of which shall be bound in a standard binder. C. Spare Parts List - The Contractor shall furnish to City six (6) identical sets of spare parts information for all mechanical, electrical, and instrumentation equipment. The spare parts list shall include the current list price of each spare part. The spare parts list shall include those spare parts which each manufacturer recommends be maintained by City in inventory. Each manufacturer or supplier shall indicate the name, address, and telephone number of its nearest outlet of spare parts to assist City in ordering. The Contractor shall cross-reference all spare parts lists to the equipment numbers designated in the Contract Documents. The spare parts lists shall be bound in standard size, 3 -ring binder. D. Record Drawings The Contractor shall maintain one record set of Drawings at the Site. On these, it shall mark all Project conditions, locations, configurations, and any other changes or deviations which may vary from the information represented in the original Contract Documents, including buried or concealed construction and utility features which are revealed during the course of construction. Special attention shall be given to recording the horizontal and vertical location of all buried utilities that differ from the locations indicated, or which were not indicated on the Contract Drawings. Said record drawings shall be supplemented by any detailed sketches as necessary or directed to fully indicate the Work as actually constructed. These master record drawings of the as -built conditions, including all revisions made necessary by Addenda and Change Orders shall be maintained up-to-date during the progress of the Project. Red ink shall be used for alterations and notes. Notes shall identify relevant Change Orders by number and date. 2. For all Projects involving the installation of any pipeline, Contractor shall survey and record the top of the pipe at a minimum of every 100 linear feet, and at each bend, recording both the horizontal and vertical locations. 3. Record drawings shall be accessible to City's Representative at all times during the construction period. Failure on the Contractor's part to keep record drawings current could result in withholding partial payment. 4. Upon Completion of the Project and as a condition of final acceptance, the Contractor shall finalize and deliver a complete set of Record Drawings to City's Representative. The information submitted by the Contractor will be assumed to be correct, and the Contractor shall be responsible for, and liable to City, for the 61147.02100\20950242.3 -120- 01 0000 -GENERAL REQUIREMENTS accuracy of such information, and for any errors or omissions which may or may not appear on the Record Drawings. E. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to complete the Manuals and Record Drawings shall be included in Contractor's bid and distributed in the Schedule of Pay. No additional compensation shall be made to the Contractor for this Work. 3.7 MATERIALS A. Materials to be Furnished by the Contractor Inspection of Materials. Materials furnished by the Contractor which will become a part of the Project shall be subject to inspection at any one or more of the following locations, as determined by City's Representative: at the place of production or manufacture, at the shipping point, or at the site of the Work. To allow sufficient time to provide for inspection, the Contractor shall submit to City's Representative, at the time of issuance, copies of purchase orders or other written instrument confirming procurement of the materials, including drawings and other pertinent information, covering materials on which inspection will be made. 2. No later than fourteen (14) Days prior to manufacture of material, Contractor shall inform City's Representative, in writing, the date the material is to be manufactured. 3. Contractors Obligations. The inspection of materials at any of the locations specified above or the waiving of the inspection thereof shall not impact whether the materials and equipment conform to the Contract Documents. Contractor will not be relieved from furnishing materials meeting the requirements of the Contract Documents due to City's inspection or lack of inspection of the equipment or materials. Acceptance of any materials will be made only after materials are installed in the Project. 4. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to accommodate City's testing efforts, including any travel required by Contractor's forces, shall be included in Contractor's bid and distributed in the Schedule of Pay Items related to the materials requiring testing. No additional compensation shall be made to the Contractor for this Work. 3.8 LOCAL CONDITIONS AND REQUIREMENTS A. Access to Work and Haul Routes 1. General. All work on the rights-of-way necessary for access to the Site shall be performed by the Contractor. 2. Access, Damage, Restoration. The Contractor shall make his own investigation of the condition of available public or private roads and of clearances, restrictions, bridge -load limits, permit or bond requirements, and other limitations 61147.02100\20950242.3 -121- 01 0000 -GENERAL REQUIREMENTS that affect or may affect transportation and ingress or egress at the Site. Claims for changes in Contract Price or Contract Times arising out of the unavailability of transportation facilities or limitations thereon shall not be considered by City. 3. The Contractor shall maintain and repair any damage arising out of Contractor's operations to all roads used during construction of the Project, and upon completion of all Work, but prior to final acceptance, the roads shall be restored to their original condition. Prior to using any road for access to the Site, the Contractor shall conduct a photograph and/or video survey of the roadway with a copy submitted to City's Representative. 4. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to complete this Work, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. B. Power. Contractor shall provide at its own expense all necessary power required for operations under the contract. The Contractor shall provide and maintain in good order such modern equipment and installations as shall be adequate in the opinion of the Engineer to perform in a safe and satisfactory manner the Work required by the contract. C. Construction Water. 1. Construction water shall not be used for purposes other than those required to satisfactorily complete the contract. 2. All connections to the City's water system used for the purposes of obtaining construction water shall utilize a temporary construction meter and backflow prevention device supplied by the City. The City -furnished backflow prevention device shall be tested immediately after installation and the construction meter and backflow prevention device shall not be placed into service until the backflow prevention device passes such tests. Backflow prevention device testing shall be performed in accordance with the most recent edition of the Manual of Cross - Connection Control as published by the University of Southern California by a person selected from City of San Juan Capistrano "City -Approved Certified Backflow Assembly Testers" list, and test results shall be provided to the Engineer. If the temporary construction meter and backflow prevention device are moved to alternate location(s) during construction, the backflow prevention device shall again be tested as described above immediately after re -installation. 3. For each temporary construction meter requested by the Contractor for the performance of work under this contract, an amount equivalent to the deposit requirement for temporary construction meters listed in the current approved version of the City's Policies and Procedures Manual shall be withheld from the final contract payment until the temporary construction meters are returned. D. Operation of Existing Water Facilities 1. The Contractor shall not operate any of the existing water systems, including pumps, motors, and hydrants, but shall contact the City two (2) working days in 61147.02100\20950242.3 -122- 01 0000 -GENERAL REQUIREMENTS advance with a list and location of the water system facilities that will require operating, opening, stopping, or closure by the City. 2. At the option of the Engineer, the Contractor may be permitted to operate valves for the purpose of making connections to existing mains. The City will perform all notification to existing customers regarding temporary loss of service. 3. Contractor shall submit a request on City's standard form for any shut -down of existing water facilities. 4. [**INSERT CONTRACTOR'S NOTICE (DOOR HANGERS) REQUIREMENTS, IF ANY"]. E. Construction at Existing Utilities General. Where the Work to be performed crosses or otherwise interferes with water, sewer, gas, or oil pipelines; buried cable; or other public or private utilities, the Contractor shall perform construction in such a manner so that no damage will result to either public or private utilities. It shall be the responsibility of the Contractor to determine the actual locations of, and make accommodates to maintain, all utilities. 2. Permission, Notice and Liability. Before any utility is taken out of service, permission shall be obtained by the Contractor from the owner. The owner, any impacted resident or business owner and the City Representative will be advised of the nature and duration of the utility outage as well as the Contractor's plan for providing temporary utilities if required by the owner. The Contractor shall be liable for all damage which may result from its failure to maintain utilities during the progress of the Work, and the Contractor shall indemnify City as required by the Contract Documents from all claims arising out of or connected with damage to utilities encountered during construction; damages resulting from disruption of service; and injury to persons or damage to property resulting from the negligent, accidental, or intentional breaching of utilities. 3. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to complete this Work, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. F. Traffic Control General. Contractor shall abide by traffic control plans approved by the appropriate jurisdiction. 2. Protections. Roads subject to interference by the Work shall be kept open or suitable temporary passages through the Work shall be provided and maintained by the Contractor. The Contractor shall provide, erect, and maintain all necessary barricades, suitable and sufficient flasher lights, flag persons, danger signals, and signs, and shall take all necessary precautions for the protection of the Work and the safety of the public. No construction work along public or private roads may 61147.02100\20950242.3 -123- 01 0000 -GENERAL REQUIREMENTS proceed until the Contractor has proper barricades, flasher lights, flag persons, signals, and signs in place at the construction site. 3. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to complete this Work, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. 4. Prior to construction, the construction contractor will be required to submit a TMP to the City of San Juan Capistrano Public Works (City PW) Department for review and approval. During construction, the City Public Works Department shall require the construction contractor to adhere to all requirements of the TMP. At a minimum, the TMP shall include the following: The route identification and selection for movement of heavy equipment and truck traffic in the project vicinity shall be coordinated with the City Public Works Department and the Orange County Sheriff's Department (OCSD) to minimize traffic and construction impacts. Truck drivers shall be notified of and required to use the identified route/routes between the project area and Interstate 5 (1-5). • Heavy equipment transport, material transportation, or exportation to and from the project area shall not occur during weekday commute peak traffic periods between the hours of 7:00 a.m. and 9:00 a.m. and between 4:00 p.m. and 6:00 p.m., and shall be coordinated by the contractor with the City Public Works Department and OCSD. • The City Public Works Department will require the construction contractor to notify OCSD and OCFA prior to project construction regarding any temporary limitations to emergency access across and in the vicinity of Del Obispo Street. • Warning signs indicating frequent truck entry and exit shall be posted at staging areas. • Warning signs shall be used to notify motorists of lane closures, if needed. • Signs shall be posted identifying alternative bicycle and pedestrian routes where construction activities may close sections of the road, on -street bike lanes, and sidewalks. G. Cleaning Up Contractor at all times shall keep premises free from debris such as waste, rubbish, and excess materials and equipment. Contractor shall not store debris under, in, or about the premises. Contractor shall also clean all asphalt and concrete areas to the degree necessary to remove oil, grease, fuel, or other stains caused by Contractor operations or equipment. The use of water, resulting in mud on streets, will not be permitted as substitute for sweeping or other methods. Dust control may require having a water truck onsite for the 61147.02100\20950242.3 -124- 01 0000 -GENERAL REQUIREMENTS duration of the project, and/or use of temporary hoses and pipelines to convey water. 2. Contractor shall fully clean up the site at the completion of the Work. If the Contractor fails to immediately clean up at the completion of the Work, the City may do so and the cost of such clean up shall be charged back to the Contractor. 3.9 ENVIRONMENTAL QUALITY PROTECTION A. Environmental Conditions 1. Contractor must comply with all applicable environmental laws, Project conditions, and constraints. 2. City has considered these Environmental Conditions when determining the Contract Times and no additional time or compensation will be added to the Contract due to these Conditions. B. Landscape and Vegetation Preservation General. The Contractor shall exercise care to preserve the natural landscape and vegetation, and shall conduct operations so as to prevent unnecessary destruction, scarring, or defacing of the natural surroundings in the vicinity of the Work. 2. Damage and Restoration. Movement of crews and equipment within the rights-of- way and over routes provided for access to the Work shall be performed in a manner to prevent damage to property. When no longer required, construction roads shall be restored to original contours. 3. Upon completion of the Work, and following removal of construction facilities and required cleanup, land used for construction purposes and not required for the completed installation shall be scarified and regraded, as required, so that all surfaces are left in a condition that will facilitate natural revegetation, provide for proper drainage, and prevent erosion. 4. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to complete this Work, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. C. Protected Species General. If, in the performance of the Work, evidence of the possible occurrence of any Federally listed threatened or endangered plant or animal is discovered, the Contractor shall notify the City Representative immediately, giving the location and nature of the findings. Written confirmation of the evidence, location and nature of the findings shall be forwarded to City within 2 Days. 61147.02100\20950242.3 -125- 01 0000 -GENERAL REQUIREMENTS 2. Procedures. The Contractor shall immediately cease all construction activities in the immediate area of the discovery to the extent necessary to protect the endangered plant or animal. If directed by the City Representative, Contractor will refrain from working in the immediate area, suspend the Work in its entirety, or alter its performance to ensure full compliance with all applicable permits, laws and regulations. Any City directed changes to the Work as a result of a siting will be pursuant to the Contract Documents. 3. False Siting. Any costs or delays incurred by City or the Contractor due to unreasonable or false notification of an endangered plant or animal will be borne by the Contractor. 4. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to comply with this paragraph, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. D. Preservation of Historical and Archeological Resources Prior to commencement of any grubbing or grading activities, a qualified archaeologist and Native American monitor shall be retained by the City of San Juan Capistrano (City) to provide professional archaeologist and Native American monitoring services for any construction activities that may disturb native soils. The archaeologist shall be selected from the roll of qualified archaeologists maintained by the County of Orange (County). The Native American monitor shall be selected by the City. The archaeologist and Native American monitor shall be present at the pre - grading conference to establish procedures for archaeological resource surveillance. Those procedures shall include provisions for temporarily halting or redirecting work to permit sampling, identification, and evaluation of resources deemed by the chaeologist to potentially be historical resources or unique archaeological resources, or by the Native American onitor to be tribal cultural resources under the California Environmental Quality Act (CEQA). These procedures shall be reviewed and approved by the City Director of Public Works, or designee, prior to ommencement of any surface disturbance on the Project site. Should any cultural or tribal cultural resources be discovered, no further grading shall occur in the area of the discovery until the City Director of Public Works, or designee, is satisfied that the following treatment of the resource has occurred. In the event that a unique archeological resource or tribal cultural resource is discovered, and in accordance with Public Resources Code Section 21083.2(b)(1), (2), and (4), the resource shall be moved and buried in an open space area of the Project site, such as slope areas, which will not be subject to further grading activity, erosion, flooding, or any other ground disturbance that has the potential to expose the resource. The on-site area to which the resource is moved shall be protected in perpetuity as permanent open space. No identification of the resource shall be made onsite; however, the City shall plot the new location of the resource on a map showing latitudinal and longitudinal coordinates and provide that map to the Native American Heritage Commission (NAHC) for inclusion in the Sacred Lands File (SLF). Disposition of the resources shall be at the discretion of the City, but in accordance with the foregoing. 61147.02100\20950242.3 -126- 01 0000 -GENERAL REQUIREMENTS General. If, in the performance of the Work, Contractor should unearth cultural resources (for example, human remains, animal bones, stone tools, artifacts and/or midden deposits) through excavation, grading, watering or other means, the Contractor notify the Construction/Archeological Monitor and/or the City Representative immediately, giving the location and nature of the findings. Written confirmation of the evidence, location and nature of the findings shall be forwarded to the Construction/Archeological Monitor and/or City within 2 Days. 2. Procedures. The Contractor shall immediately cease all construction activities in the immediate area of the discovery to the extent necessary to protect the cultural resource. If directed by the City Representative, Contractor will refrain from working in the immediate area, suspend the Work in its entirety, or re -sequence and/or alter its performance to ensure full compliance with all applicable permits, laws and regulations. Should the presence of cultural resources be confirmed, the Contractor will assist the City Representative and the Construction/Archeological Monitor in the preparation and implementation of a data recovery plan. The Contractor shall provide such cooperation and assistance as may be necessary to preserve the cultural resources for removal or other disposition. Any City directed changes to the Work as a result of the cultural resource will be pursuant to the Contract Documents. 3. Contractor's Liability. Should Contractor, without permission, injure, destroy, excavate, appropriate, or remove any cultural resource on or adjacent to the Site, it will be subject to disciplinary action, arrest and penalty under applicable law. The Contractor shall be principally responsible for all costs of mitigation and/or restoration of cultural resources related to the unauthorized actions identified above. Contractor shall be required to pay for unauthorized damage and mitigation costs to cultural resources (historical and archeological resources) as a result of unauthorized activities that damage cultural resources and shall indemnify City pursuant to the Contract Documents. 4. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to comply with this paragraph, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. 5. Previously Undocumented Archaeological Resources. If previously undocumented archaeological resources are discovered during project grading and excavation, work will be halted in that area until a qualified archaeologist can assess the significance of the find and, if appropriate, recover the archaeological material from the area. The qualified archaeologist may also, in consultation with the City's Project Engineer, determine that on-site monitoring by a qualified cultural resources monitor should occur during grading and excavation activities in that area. E. Dust and Pollution Control 1. Contractor shall provide all necessary material, equipment and labor to prevent and control the emission of dust and any other potential pollutant on site. 61147.02100\20950242.3 -127- 01 0000 -GENERAL REQUIREMENTS 2. Contractor shall not discharge into the atmosphere from any source smoke, dust or other air contaminants in violation of the law, rules, and regulations of the governing agency. 3. Cost. Unless otherwise called for by the Contract Documents, the cost of all material, equipment, and labor required to comply with this paragraph, shall be included in Contractor's bid and distributed in the Schedule of Pay Items. No additional compensation shall be made to the Contractor for this Work. F. Fugitive Dust In addition to all other environmental and air quality requirements of the Contract Documents, Contractor must also comply with the most recent version of South Coast Air Quality Management District's (SCAQMD) Rule 403 — Fugitive Dust, to reduce the amount of particulate matter entrained in the ambient air as a result of the Project. All equipment shall be SCAQMD compliant and permitted, as needed. 2. City has considered these other requirements when determining the Contract Times and no additional time or compensation will be added to the Contract due to these requirements. G. Management of Storm, Surface and Other Waters Storm water, surface water, groundwater, and nuisance, or other waters may be encountered at various times during construction of the Project. Federal and State laws require the City and its contractors to manage such waters pursuant to the requirements of California State Water Resources Control Board Order Number 2009-0009-DWQ, the Federal Clean Water Act, and the California Porter Cologne Water Quality Control Act. Contractor acknowledges that it has investigated the risk arising from such waters in conjunction with the Project, and assumes any and all risks and liabilities arising therefrom. 2. The Contractor shall perform all construction operations in such a manner as to comply, and ensure all subcontractors to comply, with all applicable Federal, State, and local laws, orders, and regulations concerning the control and abatement of water pollution; and all terms and conditions of any applicable permits issued for the Project. In the event there is a conflict between Federal, State, and local laws, regulations, and requirements, the most stringent shall apply. 3. Contractor violations. If noncompliance should occur, the Contractor shall report this to the City Representative immediately, with the specific information submitted in writing within 2 Days. Consistent violations of applicable Federal, State, or local laws, orders, regulations, or Water Quality Standards may result in City stopping all site activity until compliance is ensured. The Contractor shall not be entitled to any change in Contract Price or Contract Times, claim for damage, or additional compensation by reason of such a work stoppage. Corrective measures required to bring activities into compliance shall be at the Contractor's expense. 61147.02100\20950242.3 -128- 01 0000 -GENERAL REQUIREMENTS 4. Compliance with Construction General Storm water Permit. Contractor shall be required to comply with all aspects of the State Water Resources Control Board (State Board) Water Quality Order No. 2009-0009-DWQ, National Pollutant Discharge Elimination System General Permit for Storm Water Discharges Associated with Construction Activity (Permit) for all projects that involve construction on or disturbance of one acre or more of land or which are part of a larger common area of development. (a) Contractor shall prepare and implement a Storm Water Pollution Prevention Plan (SWPPP) for the Project site based on the appropriate Risk Level requirements, and draft and coordinate submittal of all Permit related documents with City's Legally Responsible Person and/or Authorized Signatory as those terms are defined in the Permit. The Contractor shall submit the SWPPP to the City Representative for review not less than fifteen (15) Days prior to the start of on- site construction work. City will file the Notice of Intent and pay the filing fee. (b) The SWPPP shall be developed by a Qualified SWPPP Developer and implemented by a Qualified SWPPP Practitioner as those terms are defined in the Permit and shall include industry standard requirements for water quality control including but not be limited to the following: (1) Sediment and erosion control measures to manage sediment and erosion including vegetative practices, structural control, silt fences, straw dikes, sediment controls or operator controls as appropriate. Storm water management measures shall be instituted as required, including velocity dissipaters, and solid waste controls shall address controls for building materials and offsite tracking of sediment. (2) Wastewater and storm water management controls to divert offsite surface flows around the Project site and to divert surface flows within the Project area away from areas of open earth or stockpiles of building and other materials. Wastewater from general construction activities, such as drain water collection, aggregate processing, concrete batching, drilling, grouting, or other construction operations, shall not enter flowing or dry watercourses without having met the authorized non - storm water discharge requirements listed in State Board Water Quality Order No. 2009-0009-DWQ, Section III.C., including proper notification to the Regional Water Board. (3) Pollution prevention measures including methods of dewatering, unwatering, excavating, or stockpiling earth and rock materials which include prevention measures to control silting and erosion, and which will intercept and settle any runoff of sediment -laden waters. (4) Turbidity prevention measures for prevention of excess turbidity including, but are not restricted to, intercepting ditches, settling ponds, gravel filter entrapment dikes, flocculating processes, recirculation, combinations thereof, or other approved methods that are not harmful to aquatic life. All such wastewaters discharged into surface waters, shall contain the least concentration of settleable material possible, and shall meet all conditions of section 402, the National Pollutant Discharge Elimination System (NPDES) permit. 61147.02100\20950242.3 -129- 01 0000 -GENERAL REQUIREMENTS (5) Overall construction site management measures to address changes at the Project site as the Project moves through different phases and changes that account for rainy and dry season management practices. (6) Pollution control measures and construction activity methods that will prevent entrance, or accidental spillage, of solid matter, contaminants, debris, or other pollutants or wastes, into streams, flowing or dry watercourses, lakes, wetlands, reservoirs, or underground water sources. Such pollutants and wastes include, but are not restricted to: refuse, garbage, cement, sanitary waste, industrial waste, hazardous materials, radioactive substances, oil and other petroleum products, aggregate processing, tailings, mineral salts, and thermal pollution. (7) Control measures for stockpiled or deposited materials prohibiting the stockpile or deposit of excavated materials, or other construction materials, near or on stream banks, lake shorelines, or other watercourse perimeters where they can be washed away by high water or storm runoff, or can, in any way, encroach upon the watercourse. (8) Develop and implement a Rain Event Action Plan (REAP), if required, that must be designed and implemented to protect all exposed portions of the site 48 hours prior to any likely precipitation event. (9) Monitoring, reporting and record keeping, as necessary to achieve compliance with applicable Permit requirements, including but not limited to annual reports and rain event reports. (c) Before any Permit related documents, including the SWPPP, rain event reports, or annual reports may be submitted to the State Board or implemented on the Project site, they must first be reviewed and approved by City. (d) City retains the right to procure and maintain coverage under the Permit for the Project site if the Contractor fails to draft a SWPPP or other Permit related document, or fails to proceed in a manner that is satisfactory to City. City reserves the right to implement its own SWPPP at the Project site, and hire additional contractors to maintain compliance. Whether Contractor has adequately maintained compliance with the Permit shall be City's sole determination. In the event that Contractor has failed or is unable to maintain compliance with the Permit, any costs or fines incurred by City in implementing a SWPPP, or otherwise maintaining compliance with the Construction General Permit shall be paid by the Contractor. (e) Failure to implement the SWPPP or otherwise comply with the Permit is a violation of federal and state law. Contractor hereby agrees to indemnify City as required by the Contract Documents for any noncompliance or alleged noncompliance with the Permit arising out of or in connection with the Project, except for liability resulting from the sole established negligence, willful misconduct or active negligence of City. City may seek damages from Contractor for delay in completing the Contract in accordance with the Contract Documents, caused by Contractor's failure to comply with the Permit. 61147.02100\20950242.3 -130- 01 0000 -GENERAL REQUIREMENTS 5. In addition to compliance with the Permit, Contractor shall comply with the lawful requirements of any applicable municipality, district, drainage district, flood control district, and other local agencies regarding discharges of storm water, surface water, groundwater or other nuisance waters off of the Project site. 6. Oil storage tanks management. (a) Storage tank placement. All oil or other petroleum product (hereinafter referred to collectively as oil) storage tanks shall be placed at least 20 feet from streams, flowing or dry watercourses, lakes, wetlands, reservoirs, and any other water source. (b) Storage area dikes. Storage areas shall be diked at least 12 inches high or graded and sloped to permit safe containment of leaks and spills equal to the capacity of all tanks and/or containers located within each area, plus a sufficient amount of freeboard to contain the 25 -year rainstorm. (c) Diked area barriers. Diked areas shall have an impermeable barrier at least 10 mils thick. Areas used for refueling operations shall have an impermeable liner at least 10 mils thick buried under 2 to 4 inches of soil. (d) Spill Prevention Control and Countermeasure Plan (SPCC). Where the location of a construction site is such that oil from an accidental spillage could reasonably be expected to enter into or upon the navigable waters of the United States or adjoining shorelines, and the aggregate storage of oil at the site is over 1,320 gallons or a single container has a capacity in excess of 660 gallons, the Contractor shall prepare an SPCC Plan. The Contractor shall submit the SPCC Plan to the Engineer at least 30 days prior to delivery or storage of oil at the site. The Plan must have been reviewed and certified by a registered professional engineer in accordance with 40 C.F.R., part 112 7. Underground tank prohibition. The Contractor shall not use underground storage tanks. 8. Construction safety standards. The Contractor shall comply with the sanitation and potable water requirements of Section 7 of United States Bureau of Reclamation's publication "Reclamation Safety And Health Standards." 9. Other Permits. (a) Other permits applicable to the Project are listed in the Special Conditions. The Contractor shall obtain all other necessary licenses and permits. (b) Monitoring. The Contractor is required to conduct monitoring in order to meet the requirements of the permits, which may include sampling, testing and inspections. (c) Recordkeeping. The Contractor shall retain all records and data required by the permits for the time specified in the contract. 10. Cost. Except as specified herein, the cost of complying with this section shall be included in the Schedule of Pay Items for work which necessitate the water pollution prevention measures required by this paragraph. 61147.02100\20950242.3 -131- 01 0000 -GENERAL REQUIREMENTS END OF GENERAL REQUIREMENTS 61147.02100\20950242.3 -132- 01 00 00 -GENERAL REQUIREMENTS DEL OBISO STREET WIDENING CIP 16102 SPECIAL PROVISIONS Bid Item 1: BONDING, MOBILIZATION AND INSURANCE Mobilization shall be in accordance with Article 6 under Instructions to Bidders, Subsection 9-3.4 "Mobilization," of the Standard Specifications, and these special provisions. Mobilization shall consist of the following: • Preparatory work and operations, including but not limited to, those necessary for the movement of personnel, equipment, supplies, incidentals to the project site • Cleaning up the site at the completion of project • Establishment of all offices, buildings, construction yards, sanitary facilities, and any other facilities necessary for work on the project • All other work and operations which must be performed or costs incurred prior to beginning work on the various contract items on the project site • Demobilization costs anticipated at the completion of the project. Bonding shall be in accordance with Article 25 under Instructions to Bidders. Insurance shall be in accordance with Article 25 under Instructions to Bidders and Articles 38 and 39 under General Conditions. The cost of all bonds and insurance policies, including premiums and incidentals, shall be included in mobilization. No additional compensation will be allowed for additional mobilizations required, including but not limited to, delays caused by the relocation of existing utility facilities shown on the plans or discovered during construction operations. The deletion of work or the addition of extra work as provided for herein shall not affect the price paid for Mobilization. Payment for mobilization, site cleanup at the completion of the project, additional mobilizations, cost of all bonds and insurance policies, and all costs incurred prior to beginning work shall be considered to be included in the contract lump sum price paid for Mobilization and no additional compensation will be allowed. Payment will be made on a basis of the percentage of work completed on the entire project. Bid Item 2: CLEARING AND GRUBBING Clearing and grubbing shall be performed in accordance with the plans, Section 300-1, "Clearing and Grubbing," of the Standard Specifications and these Special Provisions. Clearing and grubbing shall include removal of all existing natural and artificial objectionable materials from the right-of-way in construction areas, road approaches, material sites within the right-of-way not specifically addressed in these special provisions and within the limits of temporary construction easement, only with prior approval of the Engineer. Tree pruning/root trimming shall be performed as necessary for curb, gutter and asphalt construction as well as other related work. This work shall only be done with the express approval of the Engineer. All 61147.02100\20950242.3 -133- SPECIAL PROVISIONS materials shall be removed as approved by the Engineer. This work shall be performed in advance of grading and paving operations and in accordance with section 300-1 of the Standard Specifications. NOTICE TO CONTRACTOR: Work shall include removal and disposal of an existing tree within the property located at 26112 Calle Cobblestone. Said tree is located near the top of the slope adjacent to Del Obispo Street. Removal shall include the tree roots to a minimum depth of 5 feet below the existing surface and backfilling and compaction of the hole with native as directed by the Engineer. Full compensation for conforming to the requirements of this article shall be considered as included in contract bid prices paid for the various items of work and no additional compensation will be allowed therefor. Bid Item 3: TRAFFIC CONTROL Traffic controls, including but not limited to vehicular and pedestrian traffic controls, maintenance of vehicular and pedestrian access, detours, and street closures shall be in accordance with Article 20 of General Conditions and Subsections 7-10 of latest edition of the Standard Specifications, including all its subsequent amendments, and the latest edition of the California Manual on Uniform Traffic Control Devices and these special provisions. Nothing in these special provisions shall be construed as relieving the contractor from his or her responsibility to provide for the safety and convenience of traffic and the public during construction. Convenient and safe pedestrian access to occupied residential and business property shall be maintained at all times. Access to mailboxes must be maintained at all times such that the postal delivery service is not interrupted. Trash pick-up service shall not be interrupted. Access to vacant and unused property may be restricted when approved by the Engineer. Both vehicular and pedestrian access shall be maintained at all times to other property except as otherwise specifically authorized in writing by the Engineer. Stockpiling and/or storage of materials on any public right-of-way or parking areas will not be allowed without specific permission of the Engineer. Materials spilled along or on said right-of- way or parking areas shall be removed completely and promptly. All stockpile and/or storage shall be kept in a safe, neat, clean, and orderly fashion, and shall be restored to equal or better than original condition upon completion of the work. Traffic control shall include furnishing all labor, materials, tools, equipment, flaggers, lights, channelizers, temporary railing, temporary striping, barriers, portable flashing lights, flashing arrow signs, changeable message signs, and incidentals required to comply with the provisions specified and referred to herein above. Contractor shall submit construction staging, traffic control and detour plans prepared and signed by a licensed Traffic Engineer for approval by the City. Contractor shall not proceed with any lane closures prior to approval of these plans by the City. Contractor shall be responsible for installation of all temporary signage and delineation on the approved traffic control plans, including a minimum of five (5) changeable message signs (CMS), follows: 61147.02100\20950242.3 -134- SPECIAL PROVISIONS One (1) Project Identification CMS signs shall be placed approximately 250 feet beyond the limit of construction at each end of the project, ten (10) days prior to start of construction. The text of the identification sign shall be included on the traffic control plans for City approval. • Up to three (3) detour CMS signs shall be installed at nearby major intersections to provide alternate routes or detour traffic around the construction site. At least one 12 -foot wide lane shall be provided for each direction of travel on all streets at all time, except as permitted by the Engineer. Travel lanes shall be maintained on pavement and shall remain unobstructed. Where existing delineation is obscured, damaged, removed, or reflectivity reduced; or where detours or temporary traffic lanes have been created through the construction zone, the Contractor shall place and maintain temporary delineation until permanent striping is placed. Payment for traffic control per these special provisions shall be paid per the lump sum price bid. No separate payment shall be allowed. Bid Item 4: CONSTRUCTION SURVEY Work includes compliance with all the requirements under Section 3.1 LAYOUT OF WORK AND QUANTITY SURVEYS under General Requirements, furnishing surveying equipment, stakes, flags, pins, lath, whiskers, and other materials necessary to set and maintain construction stakes or marks as necessary to achieve the required accuracy and to support the method of operations, subject to the engineer's approval. The Contractor shall submit to the Engineer a minimum of 7 Days prior to start of the Work a list of survey monuments and ties which may be disturbed. The Contractor shall also be responsible for re-establishment of the disturbed controlling survey monuments and ties by a Registered Land Surveyor or Registered Civil Engineer authorized to practice land surveying within the State of California and filing a Corner Record of the re-established monument or ties with the County Surveyor. Payment for Construction Survey shall be paid per the lump sum price bid. No separate payment shall be allowed. Bid Item 5: IMPLEMENT EROSION CONTROL PLAN Work includes compliance with all the requirements under Section 3.9 ENVIRONMENTAL QUALITY PROTECTION under General Requirements. The Contractor shall comply with the requirements of Subsection 7-8.6 of the Standard Specifications, requirements in the State Construction General Permit (CGP) Order 2009-0009-DWQ and shall conduct his operations so as to prevent Portland cement, mud, silt or other materials from entering the surface drainage structures of the adjoining street and any underground storm drainage system. The Contractor shall implement the approved Erosion Control Plan and shall obtain approval from the Engineer prior to start of construction. 61147.02100\20950242.3 -135- SPECIAL PROVISIONS Full compensation for implementation of the approved Erosion Control Plans, prevention of water pollution and all required control work for preservation, clean-up and restoration of damaged property shall be considered as included in the lump sum price bid. No separate payment will be allowed. Bid Item 6: EARTHWORK AND GRADING Earthwork operations shall conform to the requirements of Section 300-2, "Unclassified Excavation" (SSPWC) and Section 300-4, "Unclassified Fill". Grading shall be performed to construct the lines and grades shown on the plans. Add the following to Subsection 300-2.1, "General", (SSPWC): Unclassified excavation shall include all excavation not covered under clearing and grubbing nor in any of the removal items. The Contractor's attention is directed to the Structural Pavement Investigation Report boring locations regarding existence of underground water. If underground water is encountered during excavation, it shall be the responsibility of the Contractor to dewater and use special grading techniques and/or material to handle this condition prior to placing fill. All cost for complying with this requirement shall be included in the contract unit price for unclassified excavation. Any other methods or techniques implemented shall be included in the bid item for unclassified excavation. Contractor shall provide grading as directed by the Engineer to accommodate construction of a new pole by SDG&E in a timely manner. Any re -grading of the area for final construction of the roadway improvements shall be the responsibility of the Contractor and at no additional cost to the City. Payment for Earthwork and Grading shall be per contract unit price per CY and shall include excavation, dewatering, backfill, compaction, grading and hauling and disposal of material off- site in accordance with all applicable federal, state and local regulations. No additional compensation will be allowed therefor. Bid Item 7: EXPORT Contractor shall haul and dispose of all excess material in a safe and legal manner. Payment for excavation and export of materials off-site shall be per contract unit price per CY and shall include hauling and disposal of material to City yards in accordance with all applicable federal, state and local regulations. No additional compensation will be allowed therefor. Bid Items 8 & 9: ASPHALT CONCRETE PAVEMENT, BERM AND BASE REMOVAL All work shall conform to the provisions in Subsection 300-1.3, "Removal and Disposal of Materials," of the Standard Specifications, and these Special Provisions. 61147.02100\20950242.3 -136- SPECIAL PROVISIONS Removal of existing AC pavement and Base (except for cold milling) as shown on the plans shall include conformance to the provisions of Subsection 300-1.3, "Removal and Disposal of Materials," of the Standard Specifications and these Special Provisions. All AC pavement to be removed shall be machine saw cut. In no instance shall the saw -cut depth be less than one and one (1-'/2) inches in depth. It is the contractor's responsibilitV to determine the method of removal that best satisfies the project requirements. Payment for Removal of AC and Base shall be per SQUARE FOOT unit price bid for Sawcut and Remove Existing AC Pavement and Base and will be considered full compensation for furnishing all labor, tools, equipment, and materials necessary for saw cutting, removal and disposal of the existing asphalt concrete and base material and no additional compensation will be allowed therefor. Payment for Removal of AC berm and Base shall be per LINEAL FOOT unit price bid for Sawcut and Remove Existing AC Berm and will be considered full compensation for furnishing all labor, tools, equipment, and materials necessary for saw cutting, removal and disposal of the existing asphalt concrete and base material and no additional compensation will be allowed therefor. Bid Items 10-13.36.37 and 43: PORTLAND CEMENT CONCRETE REMOVAL All PCC removal work shall conform to the provisions in Subsection 300-1.3, "Removal and Disposal of Materials," of the Standard Specifications, and these Special Provisions. Removal of existing concrete Curb & Gutter, Sidewalk, Cross Gutter and Spandrel and curb ramp shall include sawcut and removal of concrete, base material and subgrade as necessary and per these special provisions. Portland Concrete Removal shall include removal of any existing PCC walkway in the immediate vicinity of the planned work necessary to allow for the installation of standard sidewalk. This shall include removal of any additional walkway needed to join existing walkway and new sidewalk at a maximum slope of five percent (5%). All PCC (concrete) pavement removals shall be machine saw cut. Pavement saw -cut shall be made so that removal is to the saw -cut line at score line or joint without additional cracking or breakage beyond the saw -cut line. Payment for PCC removal shall be at LINEAL FOOT unit price bid for Curb & Gutter and RCP, at SQUARE FOOT unit price bid for Sidewalk, Cross Gutter and Spandrel, and Curb Ramp, at EACH unit price for PCC headwall and grate inlet and riser, and shall include all removal and disposal costs of existing improvements and base material, as necessary. Bid Item 14: ADJUST MANHOLE FRAME AND COVER TO GRADE Manhole frames and covers in areas to be paved, graded or overlaid shall be set to the finish grade by the Contractor. It shall be the responsibility of the Contractor to obtain written approval from the Engineer prior to setting manholes to finish grade. In any event, it shall be the 61147.02100\20950242.3 -137- SPECIAL PROVISIONS responsibility of the Contractor to protect in place all existing utilities including but not limited to manholes, valves and pull boxes, unless otherwise directed by the Engineer. Work, measurement and payment for this item shall comply with Subsection 301-1.6 and 301-1.7 of the Standard Specifications. Payment to adjust manhole and frame to grade shall be made at the contract unit price per EACH and shall constitute full compensation for all labor, materials, tools, and equipment to disconnect, reset, reconnect and provide any required repaving as a result of adjusting the manhole and frame to grade as approved by the Engineer and no additional compensation will be allowed. Bid Item 15 and 16: ADJUST UTILITY COVER TO GRADE All gas, water and other underground utility covers, valve cans and lids, within the areas to be graded or paved shall be adjusted to grade in accordance with the requirements of their respective owners. The Contractor shall clean the interiors of all debris. It is the Contractor's responsibility to verify the number and location of these structures and to notify the owners thereof prior to doing this work. Valves, valve boxes and valve covers within an area to be paved, graded or overlaid shall be set to the finish grade by the contractor. It shall be the responsibility of the Contractor to obtain written approval from the Engineer prior to setting valves to finish grade. In any event, it shall be the responsibility of the Contractor to identify, locate and protect in place all existing utilities including but not limited to manholes, valves and pull boxes, unless otherwise directed by the Engineer. Payment to adjust valve to grade shall be made at the contract unit price per EACH and shall constitute full compensation for all labor, materials, tools, and equipment to disconnect, reset, reconnect and provide any required repaving as a result of adjusting the valve to grade as approved by the Engineer and no additional compensation will be allowed. Bid Item 17: COLD MILL AC PAVEMENT All work shall conform to the provisions in Subsections 302-5.2, "Cold Milling Asphalt Concrete Pavement", of the Standard Specifications, and these Special Provisions. The Contractor shall cold mill existing asphalt concrete pavement, as dimensioned and as otherwise designated on the Plans. Payment for cold mill shall be at the contract price bid per SQUARE FOOT and shall include full compensation for furnishing all labor, equipment and materials for doing the work and for disposal and removal of materials. Bid Items 18, 19 & 49: CONSTRUCT ASPHALT CONCRETE PAVEMENT AND CRUSHED MISCELLANEOUS BASE General: All AC pavement shall conform to sections 302-5 and 600-2 of the Standard Specifications, respectively, except as modified herein indicated on the Standard Drawings. 61147.02100\20950242.3 -138- SPECIAL PROVISIONS Paving: The Contractor shall furnish to the City, reports from the supplier certifying that the asphalt pavement materials and proportions comply with the designated classifications for asphalt concrete pavement as required herein, or as directed by the Engineer. Asphalt Concrete being constructed directly upon existing hard surface pavement requires a tack coat conforming to section 302-5.4 of the Standard Specifications, or a Prime Coat conforming to section 302-5.3 of the Standard Specifications. Tack coat material shall be trackless tack or approved equal. The trackless tack coat material shall provide the same or superior shear strength and crack resistance performance as conventional tack coat material. Payment for new AC pavement for Bid Item 18 shall be made at the contract unit price per TON delivered to the site and shall constitute full payment for all labor, materials, equipment, and incidentals and no additional compensation shall be allowed therefor. Payment for AC pavement replacement for Bid Item 49 shall be made at the contract unit price per SQUARE FOOT and shall be considered full compensation for furnishing and installing backfill, temporary resurfacing, new AC and base to match existing. No additional compensation will be allowed. General: The installation of Crushed Miscellaneous Base (CMB) shall be in the areas designated on the plans and shall comply with Subsections 200-2.2 of the Standard Specifications. Payment for CRUSHED MISCELLANEOUS BASE shall be per contract price bid per CY and shall be considered full compensation for providing all necessary materials, labor, tools and equipment for furnishing and placing CMB under asphalt concrete within the roadbed as shown on plans and no additional compensation will be allowed therefor. Bid Item 20: CONSTRUCT ARHM OVERLAY PER PLANS This item consists of supplying and placing a minimum of 1.5 inch thick compacted Asphalt Rubber Hot Mix Gap Graded (ARHM-GG-C) finish course in accordance with the provisions of Sections 203-1, 2036.5, 203-11, 302-5 and 302-9, "Asphalt Rubber Hot Mix" of the Standard Specifications except as modified and supplemented below: A tack coat shall be applied to all surfaces that will be in contact with the asphalt surfacing. It shall be furnished and applied in accordance with the requirements of Section 203-3 and 302-5 of the SSPWC. Tack coat material shall be trackless tack or approved equal. The trackless tack coat material shall provide the same or superior shear strength and crack resistance performance as conventional tack coat material. The contractor shall have a minimum of three operational rollers including two vibratory rollers on the job site. The vibratory roller shall be used during the breakdown rolling operation. The rollers shall conform to the requirements of the SSPWC. Relative compaction shall be subject to testing by a certified testing laboratory by the City. The contractor shall be responsible for the cost of re -testing should the compaction test results fail to meet the specifications. Upon completion, the pavement shall be true to grade and cross section. When a ten -foot (3m) straight -edge is laid on the finished surface parallel to the centerline of the roadway, the surface shall not vary from the edge of the straight -edge more than 1/8 inch (3mm), except at 61147.02100\20950242.3 -139- SPECIAL PROVISIONS intersections or at changes of grade. Any areas that are not within this tolerance shall be brought to grade immediately following the initial rolling. However if the paving material has been cooled below the lower limits of the spreading temperatures prescribed in Subsection 302- 5.5, "Distribution and Spreading", the surface of the pavement shall be brought to a true grade and cross section by removing the pavement material in the areas to be repaired, by an approved method, to provide a minimum laying depth of one -inch (25mm) of new pavement material at the joint line. Repairs shall not be made to pavement surfaces by feather -edging at joints. Payment for ARHM pavement overlay shall be made at the contract unit price TON delivered to the site and shall constitute full payment for all labor, materials, equipment, and incidentals and no additional compensation shall be allowed therefor. Bid Item 21- 25. 28-29. 32 and 44: CONSTRUCT PCC IMPROVEMENTS The installation of curb & gutter, cross gutters, sidewalk, walkways, curb, driveways, curb ramps and appurtenant PCC improvement shall be constructed in the areas designated herein and shall comply with Subsections 302-6 and 303-5 of the Standard Specifications and City Standards. All improvements shall be constructed of concrete prepared in accordance with Subsection 201- 1 of the Standard Specifications using symbol designation class 520-C-2500. The certified tickets accompanying each batch of ready mix concrete delivered to the job site shall clearly show the "class designation" of the specified concrete mix in addition to the requirements of Subsection 201-1.4.3, "Transit Mixers" of the Standard Specifications. Curb & Gutter: Curb and Gutter construction shall be constructed as shown on the plans and City standard plan 301 and modified only as required and approved by the Engineer. Curb and Gutter shall be constructed over 6 inches of CMB. All affected irrigation and planting shall be repaired by the Contractor to the satisfaction of the Engineer. Cross Gutter: The cross gutter construction shall conform to City standard plan 305 and details in the Plans. Contractor shall submit high early -strength mix design for Engineer's approval for all cross gutter construction. Use of Regulated set portland cement (RSPC) is allowed. Mix design shall achieve ultimate strength in a manner that allows opening the roadway to traffic within four (4) hours of pouring the concrete. Sidewalk Improvements: Improvements shall conform to the requirements of Subsection 303- 5.4 of the Standard Specifications except: Sidewalk construction shall conform to City of San Juan Capistrano Std. Plan 330. Walkway replacement needed to join new sidewalk shall be in kind to the walkway removed or as directed by the Engineer's representative. Repair all planting and irrigation affected by the work to the satisfaction of the Engineer. Driveways: Driveway construction shall conform to City standard plans 310 and 401 and shall include new construction as shown on the plans and modified only as required and approved by the Engineer. Driveways shall be constructed over 6 inches of CMB. All affected irrigation and planting shall be repaired by the Contractor to the satisfaction of the Engineer. 61147.02100\20950242.3 -140- SPECIAL PROVISIONS Curb Ramp: Curb Ramp (wheelchair ramp or pedestrian ramp) construction shall conform to Caltrans Standard Plan A88A and modified as shown on the plans and as required and approved by the City Manager or his authorized representative. Curb ramp structural section shall consist of 4 inches of PCC over 5 inches of CMB. Additionally, all curb ramps shall have a detectable warning surface that extends the full width of the ramp and 3 feet minimum length (3'x4' or 3'x5'). The finished surfaces of the detectable warning surface shall be free from blemishes. Curb ramp detectable warning surface shall consist of raised truncated domes constructed or installed on curb ramps. Detectable warning surface for all new ramp construction shall be cast - in -place or stamped into the surface of the curb ramp. The only exception shall be those ramps that are to remain in place and be fitted with a new detectable warning surface, which shall be a prefabricated surface installed on the existing curb ramp. The color of the detectable warning surface shall be Armor Tile Blue or approved equal. The contractor shall provide a color and material sample for City approval prior to installation of truncated warning surface. Prefabricated detectable warning surface shall be in conformance with the requirements established by the Department of General Services, Division of State Architect and in conformance with the manufacturer's recommendations. The manufacturer shall provide a written 5 -year warranty for prefabricated detectable warning surfaces, guaranteeing replacement when there is defect in the dome shape, color fastness, sound -on -cane acoustic quality, resilience, or attachment. The warranty period shall begin upon acceptance of the contract. Work for the construction for curb ramps shall include any and all preparation necessary for the construction of curb ramps called for on the plans. This work shall include the replacement of any and all improvements to join existing improvements. Any appurtenant PCC Improvement constructed as part of this project and not included with a unit price bid quote or otherwise covered for payment herein shall be paid at the unit price for 4 inch Sidewalk per square foot prorated to reflect the true amount of PCC material being constructed, as approved by the Engineer's Representative. The prorated unit price bid for the appurtenant PCC improvement shall include all costs of subgrade preparation, and the excavation, furnishing and compacting of backfill material and no additional compensation will be allowed therefor. Tests: All compaction tests and tests for Portland Cement Concrete will be performed by and at the expense of the City except the costs for failed tests shall be borne by the Contractor. The total cost of failed tests will be determined at the conclusion of construction. The unit price bid for PCC Sidewalk, Curb & Gutter, Driveways, Cross Gutter shall include all costs of removal of existing improvements and base material, as necessary, subgrade preparation, and the excavation, and/or removals, furnishing and compacting of crushed miscellaneous base and/or backfill material, installing concrete and reinforcement, if applicable, per plans, and the adjustment to finish grade of all street light pull boxes and water meter boxes within the limits of new construction as required by these specifications. Payment shall be per unit price bid for each item and will be considered full compensation for furnishing labor, tools, equipment, and materials necessary for the removal of each item listed in 61147.02100\20950242.3 -141- SPECIAL PROVISIONS these special provisions and will include the Cost of placement and compaction of CMB under each PCC item per plans, complete construction of each item and repair and restoration of all affected irrigation and planting to the satisfaction of the Engineer. No additional compensation will be allowed therefor. Bid Item 26: CONSTRUCT SUBDRAIN BARRIER Work shall consist of constructing a subdrain including all necessary excavation, furnishing and installing perforated pipe, gravel, filter fabric and all other items shown on City standard plan 350 and as shown on the plans. Payment shall be per contract price bid per LINEAL FOOT and constitute full compensation for completing all work as shown on the plans and per these special provisions. Bid Items 27, 38, 46-47: CONSTRUCT LOCAL DEPRESSION, EXTENDED SIDEWALK FLUME, CURB OPENING CATCH BASIN AND CONCRETE COLLAR All improvements shall be constructed of concrete prepared in accordance with Subsection 201- 1 of the Standard Specifications using symbol designation class 560-C-3250. The certified tickets accompanying each batch of ready mix concrete delivered to the job site shall clearly show the "class designation" of the specified concrete mix in addition to the requirements of Subsection 201-1.4.3, "Transit Mixers" of the Standard Specifications. The unit price bid per EACH to CONSTRUCT CATCH BASIN PER PLANS shall include all costs of furnishing, pouring and installing PCC and/or reinforcement, subgrade preparation, excavation and/or removals, furnishing and compacting of crushed miscellaneous base and/or backfill material for structures, and all other miscellaneous items shown or referenced on the plans and as required by these specifications. The unit price bid per EACH to CONSTRUCT LOCAL DEPRESSION shall include all costs of furnishing, pouring and installing PCC and/or reinforcement, subgrade preparation, excavation and/or removals, furnishing and compacting of crushed miscellaneous base and/or backfill material for structures, and all other miscellaneous items shown or referenced on the plans and as required by these specifications. The unit price bid per EACH to CONSTRUCT CONCRETE COLLAR shall include all costs of furnishing, forming and pouring PCC and/or reinforcement, subgrade preparation, excavation and/or removals and backfill material for the structure, and all other miscellaneous items shown or referenced on the plans and as required by these specifications. Bid Item 30: REMOVE AND RELOCATE EXISTING WATER APPURTENANCE Work shall comply with the guidelines and requirements of City of San Juan Capistrano Utility Department. Payment shall be per contract price per EACH and shall constitute full compensation for all work necessary for relocation of the item such that the entire system is fully operational. 61147.02100\20950242.3 -142- SPECIAL PROVISIONS Bid Item 31: CONSTRUCT MODULAR EARTH RETAINING SYSTEM Work shall consist of constructing a Verdura 30 or approved equal retaining wall as shown on the plans and per the manufacturer's recommendations. The finish wall shall match any existing adjoining wall. Payment for the Earth Retaining System shall be at the contract price bid per SQUARE FOOT and shall constitute full compensation for furnishing all labor, equipment, tools and materials for block wall, Posi-Dura tie -back or approved equal installed and connected to the shoring wall per plans, Crushed Aggregate Base compacted in place and sub -drain consisting of 4 -inch perforated PVC in % inch rock gallery wrapped in filter fabric as shown on the plans. No additional payment will be allowed therefor. Bid Item 33: CONSTRUCT PERMANENT SHORING WALL Work shall consist of construction of permanent shoring wall per plans. Payment for the Permanent Shoring Wall shall be at the contract price bid per LINEAL FOOT and shall constitute full compensation for furnishing all labor, equipment, tools and materials for steel, piles, laggings, structural concrete, cement slurry, 4 -inch galvanized pipes, transfer members, shims and all other items shown on the plans and not included under separate bid items. No additional payment will be allowed therefor. Bid Items 34 and 45: CONSTRUCT PVC DRAIN PIPE WITH BEDDING AND FITTINGS Work shall consist of furnishing and installing bedding per manufacturer's recommendations. of the standard specifications. PVC plastic pipe as shown on the plans over PVC pipe shall comply with Subsection 207-17 Payment shall be at the contract unit price per linear foot of pipe and shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in installing pipe and cap complete in place, including excavation, backfill and compaction, including furnishing, installing and compaction of bedding. Bid Item 35: CONSTRUCT CABLE RAILING (3 CABLES) Work shall consist of furnishing and installing foundation and cable railing above the MSE wall as shown on the plans and per Caltrans standard plan B11-47. Work shall comply with Caltrans standard specifications, latest edition. Payment shall be at the contract unit price per linear foot of railing and shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in installing railing in place, including forming and PCC foundation. No additional compensation will be allowed therefor. Bid Item 39: CONSTRUCT REINFORCED CONCRETE PIPE Contractor shall furnish and install RCP as shown on the plans. RCP shall meet the requirements shown on the plans and subsection 207-2, "Reinforced Concrete Pipe" and Section 306, "Underground Conduit Construction" of the Standard Specifications. 61147.02100\20950242.3 -143- SPECIAL PROVISIONS The unit price bid to CONSTRUCT RCP per lineal foot shall include all costs of excavation, bedding, pipe installation per the manufacturer's recommendations, backfill and compaction. Bid Item 40 & 41: CONSTRUCT STORM DRAIN MANHOLE AND PIPE CONNECTION Contractor shall construct reinforced concrete manhole as shown on the plans. Work shall meet the requirements shown on the plans and Section 306, "Underground Conduit Construction" of the Standard Specifications. The unit price bid to construct manhole per each shall include all costs of excavation, backfill and compaction. Bid Item 42: FURNISH AND INSTALL STORMWATER QUALITY DEVICE Contractor shall furnish and install a Filterra or approved equal storm water quality device as shown on the plans and in accordance with the manufacturer's recommendations. The unit price bid to construct device per each shall include all costs of excavation, bedding, backfill and compaction. Bid Item 48 and 54: CONSTRUCT WATER SERVICE AND METER Work shall consist of furnishing and installing the water lateral and meter as shown on the plans. Payment shall be at the contract unit price per each. Bid Item 50, 53: REMOVE EXISITNG WATER METER AND ABANDON WATER SERVICE Work for removal of water line and water meter shall be done per plans and in accordance with subsection 5-3 of the Standard Specifications. Any salvageable material shall be delivered to the City yard. All asphalt and concrete damaged as a result of this work shall be repaired to City standards to match existing. Payment for removing existing water line will be at the contract unit price per lineal foot and shall include full compensation for removing existing water meter and all necessary excavation, removals, backfill and compaction per these special provisions. Bid Item 51: CUT AND CAP EXISTING WATER LINES AND REMOVE WATER LINES, HYDRANTS, VALVES, METER AND BOX Work shall consist of removing the existing the portion of the water line and capping end as shown on the plans and backfilling and compaction as directed by the Engineer and per standard specifications. Payment shall be at the unit price per LF and shall include performance of all work in these special provisions. Bid Item 52: CONSTRUCT FIRE HYDRANT This work shall consist of furnishing and installing a fire hydrant and service lateral as shown on the plans and per City of San Juan Capistrano Standard Plan W-6. 61147.02100\20950242.3 -144- SPECIAL PROVISIONS Payment will be at the price bid per each and will include full compensation for excavation, connecting lateral to the main, backfill, compaction and furnishing and installing fire hydrant. Bid Item 55: FURNISH AND INSTALL WATER LINE FITTING This work shall consist of furnishing and installing fittings for construction of new water lines as shown on the plans and as directed by the Engineer. Payment will be at the price bid per each and will include full compensation for excavation, connecting lateral to the main, backfill and compaction. Bid Item 56: SIGNING AND STRIPING IMPROVEMENTS All roadway signage shall conform to Section 56 "Signs" of the latest edition of State of California, Department of Transportation Standard Specifications. All pavement delineation and markings shall conform to Section 84 "Traffic Stripes and Pavement Markings" and Section 85 "Pavement Markings" of the State of California, Department of Transportation Standard Specifications, Latest Edition, and these special provisions. Any and all removal of existing or interfering striping and markings shall be by method approved by the Engineer. All roadway signage, pavement striping and markings shall be installed per the California Manual of Uniform Traffic Control Devices (CA MUTCD), latest edition. Payment to install signage, pavement striping and marking shall be made at the contract unit price per LUMP SUM bid and shall constitute full compensation for all labor, materials, tools, and equipment to remove or relocate existing interfering signage and installation of new signage within public right of way and private property and remove existing interfering striping and/or markings and installation of new pavement delineation and marking within public right of way and private property, as approved by the Engineer. Bid Item 57: TRAFFIC SIGNAL MODIFICATION This work shall include all necessary trenching, furnishing and installing of all required conduits, pavement restoration as directed by the Engineer and furnishing and installing of the traffic signal improvements as shown on the plans, complete and operational. The traffic signal installation shall conform to Section 86 "Electrical Systems" of the State of California, Department of Transportation Standard Specifications, Latest Edition, and these special provisions. §86-1.01 SUMMARY The first paragraph of §86-1.01 shall be replaced with the following paragraphs: This work consists of installation of a new traffic signal and intersection lighting, conduit, and pullboxes; installation of new traffic signal controller, signal cabinet; installation of new EVP (2) 61147.02100\20950242.3 -145- SPECIAL PROVISIONS detectors, permanent modification of existing striping, markings, curb painting, reflective and raised pavement markers, roadside signage, and concrete modifications at the intersection of: Del Obispo Street and Via Vermuelen §86-1.03 SCHEDULE OF VALUES §86-1.03A Work Reports The subsection titled "Work Reports", §86-1.03A shall be added to §86-1.03, "Schedule of Values", of the State Standard Specifications and these Special Provisions: Contractor shall submit work reports to the Department of Public Works, attention the City Engineer or its representative, on forms approved by the City. Work reports shall be submitted with invoices. A. Content of Work Reports -work reports shall minimally include the following: 1. Labor -The report shall show names of workers, classification or licensing of workers, and hours worked. 2. Equipment -The report shall indicate the type and model of equipment used, as appropriate. 3. Description of the Work Performed -The report shall list type of work completed, quantities and location where work was completed. §86-1.04 EQUIPMENT LIST AND DRAWINGS. The following paragraphs shall be added to §86-1.04: Materials lists, manufacturer's data, equipment brochures and operations manuals, technical data, controller cabinet wiring diagram, and all other related equipment information, shall be labeled and identified, and shall be submitted to the Engineer in a three-ring binder. The controller cabinet supplier shall furnish two maintenance manuals and two operations manuals for the controller assembly unit, auxiliary equipment, vehicle detector sensor units, control units and amplifiers which are to be supplied as a part of the contract. The maintenance manuals and operation manuals may be combined into one manual. The maintenance manuals or combined maintenance and operations manuals shall be submitted at the time the equipment is delivered for testing or, if ordered by the Engineer, prior to purchase. The maintenance manual shall include, but need not be limited to, the following items: 1. Specifications 2. Design Characteristics 3. General Operation Theory 4. Function of All Controls 5. Trouble Shooting Procedure (Diagnostic Routine) 6. Block Circuit Diagram 7. Geographical Layout of Components 8. Schematic Diagrams 61147.02100\20950242.3 -146- SPECIAL PROVISIONS 9. List of Replaceable Parts with Stock Numbers The CONTRACTOR shall retain one copy of all approved material lists and samples at the job site, readily accessible for inspection by the Engineer. Said materials lists and samples shall be the basis for approval or rejection of work. The CONTRACTOR shall retain one copy of the CSS, CSP, these Special Provisions, and the Plans at the job site at all times that work on the project is being prosecuted. §86-1.05 CERTIFICATE OF COMPLIANCE §86-1.05 shall be deleted and the Contractor is directed to the Maintenance and Guarantee provisions, contained elsewhere in these special provisions. §86-1.07 SCHEDULING OF WORK The following paragraphs and sections shall be added to §86-1.07: The Contractor is directed to the Schedule of Work provisions, contained elsewhere in these provisions and to the paragraphs below: The Contractor shall initiate traffic signal equipment acquisition within one (1) week of execution of the contract by placing orders for all necessary equipment and supplies which cannot be manufactured and delivered to the Contractor's possession within 28 calendar days. Written proof of equipment order(s) by the Contractor shall be provided to the Engineer within 2 weeks of execution of the contract. The Contractor shall start construction activity at a reasonable length of time prior to delivery of equipment and following receipt of written notice to proceed. This will permit excavations, installation of conduits, pull boxes and foundations in a most expedient manner, and minimize the disruption and inconvenience of an extended construction schedule. Construction, once started, shall be pursued until completion. No materials or equipment shall be stored at the job site until the Agency issues a Notice to Proceed. The job site(s) shall be maintained in a safe, neat, and orderly condition at all times. The Engineer shall be notified a minimum of five working days in advance of beginning of modifications to channelization, signing, traffic signal and lighting systems. All permanent striping, pavement markings, and signing shall be in place prior to the beginning of the Functional Test Period for the new traffic signal system. The Contractor shall complete all sandblasting, striping, pavement markings, and signing installations and modifications shown on the plans. §86-2 MATERIALS AND INSTALLATION §86-2.01 EXCAVATING AND BACKFILLING The following paragraph shall be added to §86-2.01: All excavated material shall be removed from the site and backfilled with compacted crushed aggregate base material topped with temporary asphalt concrete on the same working day as removed. A temporary alternative to backfilling, with permission of the Engineer, shall be the placement of non-skid steel plates with temporary asphalt concrete ramping at edges of the steel plates. Such plating shall not be allowed for more than five (5) working days, after which backfill shall be required. The second and third sentences of the second paragraph of §86-2.01 shall be deleted and replaced with the following sentence: All backfill shall be compacted to 95% relative compaction unless shown otherwise on the plans. 61147.02100\20950242.3 -147- SPECIAL PROVISIONS §86-2.03 FOUNDATIONS §86-2.03A General The first paragraph of §86-2.03A shall be deleted and replaced with the following sentences: Portland Cement Concrete (PCC) shall be Class 560-C-3250 concrete prepared in accordance with the 2012 Standard Specifications for Public Works Construction. Placement of concrete shall conform to the provisions in §51, "Concrete Structures": The following paragraphs shall be added to §86-2.03A: All material removed for pole foundations shall become the property of the Contractor and shall be disposed of outside the site of work by and at the expense of the Contractor. The top of traffic signal controller cabinet foundations shall be 18 inches above the surrounding grade. Foundation concrete shall be vibrated to eliminate air pockets. A diligent effort has been made to locate all existing underground utilities that could conflict with the excavation for Cast -In -Drilled -Hole (CIDH) foundations. It is believed that the locations shown on the plans are conflict -free. The Contractor shall obtain mark -outs and pothole any utilities in close proximity to the foundation locations to insure that no conflicts exist. If it is found that existing utilities are in conflict, the Engineer will adjust the foundation locations accordingly. Contractor shall allow at least two (2) full working days for the Engineer to determine a suitable new location. All costs for potholing, adjusting locations, coordinating with utility companies to insure that their structures are not threatened and any hand -digging required to install CIDH foundations shall be included in the Lump Sum Price for "Traffic Signal Installation" and no additional compensation will be made therefore. The foundations shown on the plan shall be extended if conditions require additional depth. Such additional work, if ordered by the ENGINEER shall be considered as included in the lump sum contract bid price. Contractor shall define exact location of all utilities in the vicinity of the new foundations, by hand digging if necessary. After all utilities are established, Contractor shall contact the Engineer for authorization of specific foundation location. Foundations shall be hand -dug until clear of obstructions. Foundations for traffic signal and luminaire mast arm poles shall be constructed to ensure that the traffic signal or luminaire mast arm is perpendicular (with a tolerance of 2° from perpendicular) to the adjacent tangent curb face or to the alignment as shown on the plans. Foundations that do not provide the proper alignment of the traffic signal or luminaire mast arm (as specified above) shall be completely removed and reconstructed at the Contractor's expense. The Contractor is strongly encouraged to verify the proper alignment of the traffic signal pole or electrolier foundation anchor bolts prior to placement of Portland cement concrete. §86-2.05 CONDUIT The following paragraphs shall be added to §86-2.05: All new conduit shall be Schedule 80 Polyvinyl Chloride (PVC) unless shown otherwise on the plans. 61147.02100\20950242.3 -148- SPECIAL PROVISIONS After conductors have been installed, the ends of conduit termination in pull boxes and controller cabinets shall be sealed with an Agency -approved type of sealing compound. §86-2.05B Use The following shall replace the third numbered item of the third paragraph of §86-2.05B: All new conduits installed between signal standard and adjacent pull boxes shall be two and a half-inch (64 mm) nominal diameter, unless shown otherwise on the plans. §86-2.05C Installation The following shall be added to the beginning of the eighteenth paragraph of §86-2.05C: Conduit installation by "Trenching in Pavement Method" shall not be allowed within the traveled way of any public street without prior written authorization by the Engineer. Authorization for trenching within the traveled way of a public street may be granted by the Engineer if three unsuccessful attempts to jack or bore the conduit have been made or existing underground utility installations preclude the safe installation of conduit by boring or jacking methods. §86-2.06 Pull Boxes The following paragraphs shall be added to §86-2.06: All new pull boxes shall be Number 5 unless shown otherwise. All new Number 5 and Number 6 pull boxes shall be plastic lined and equipped with fibrelyte lids. No new pull boxes shall be installed in or within one foot of any curb access ramp. CSP ES -8, Note 3(c) shall not apply. §86-2.09 Wiring The following paragraphs shall be added to §86-2.09: Ungrounded traffic signal conductors shall not be spliced. §86-2.09D Splicing and Terminations The first paragraph of §86-2.09D, "Splicing" shall be deleted and replaced with the following: Conductors shall be run continuous from terminal block to terminal block, except that multiple lighting circuit conductors may be spliced and soldered in pull boxes. Conductors No. 8 AWG or larger shall be spliced by the use of "C" shaped compression connectors and soldering. §86-2.09E Splice Installation The first paragraph of §86-2.09E shall be replaced with: "Method B" as shown on CSP ES -13A shall be used to insulate splices. Heat shrink tubing shall not be allowed. §86-2.10 Bonding and Grounding Bonding and grounding shall be in accordance with Section §86-2.10 of the State Standard Specifications and these Special Provisions. The following paragraph shall be added to §86-2.10: Grounding jumper shall be attached by a 3/16 -inch, or larger, brass bolt in the signal standard or controller pedestal and shall be run to the conduit, ground rod, or bonding wire in adjacent pull box. §86-2.14 TESTING 61147.02100\20950242.3 -149- SPECIAL PROVISIONS Testing shall conform to the provisions in Sections 86-2.148 and 86-2.14C, "Field Testing," and "Functional Testing", respectively, of the Caltrans Standard Specifications and these Technical Provisions. Econolite shall submit the wiring schematic of the controller cabinet assembly for approval once design is completed (before assembly) to the City Engineer. The contractor is responsible for having the new cabinet assembly tested at the Econolite testing facility in Anaheim, CA. The testing facility shall contact City Engineer or its representative when the testing of the controller assembly is complete and available for inspection. After completion of approved testing, Econolite shall notify the City that the equipment is available for pickup. Approximately 21 calendar days will be required for testing and notification of the final results. In addition to the five days of continuous satisfactory operation, called for in Section 86-2.14C, "Functional Testing," of the CALTRANS Standard Specifications, five more days of satisfactory operation will be required after the signal system is connected and satisfactorily functioning with the City's Master System Controller. The City's contractor will be responsible for the transportation (pickup and delivery) of the tested/approved signal cabinet assembly. The Contractor shall arrange to have a field representative from the City, a City signal technician, a knowledgeable technician and employee of the manufacturer of the traffic signal controller/cabinet assembly and BBS present at the time of the traffic signal turn - on. The representatives shall be fully -qualified to work on their respective traffic signal equipment. The manufacturer's representatives and City staff shall be notified at least (7) working days prior to intersection turn -on. §86-3 CONTROLLER ASSEMBLIES Solid-state traffic actuated controller units, cabinets and auxiliary equipment shall conform to the provisions in Section 86-3 "Controller Assemblies" of the CALTRANS Specifications, these Technical Provisions and NEMA TS -2 standards. Complete controller cabinet assembly, including controller, completely wired cabinet and appurtenances shall be supplied by the contractor as follows: City of San Juan Capistrano Type `P' Cabinet Specification: Econolite Cobalt ATC TS2 Type 2 System Controller Unit with Ethernet port, data key, and appurtenances in a Type P cabinet. The signal cabinet shall include miscellaneous items as necessary to produce a fully -operational system in accordance with the plans, technical provisions, Caltrans Standard Plans and Standard Specifications. Power distribution panel, inside auxiliary control panel, police panel and all detector termination panels shall be hard wired. No "Plug and Go" connections are allowed. ,�L13I►1: 19FWAI 181 A WA 61147.02100\20950242.3 -150- SPECIAL PROVISIONS City shall furnish a new Type "P" cabinet assembly as indicated on the plan that includes the following items: 1. One (1) - fully wired (8) phase NEMA TS2 Type 2 "P" unpainted aluminum cabinet, as indicated on the plan. 2. One (1) - Econolite Cobalt ATC TS2 Aries -ready system Controller Unit with data key and ethernet port. 3. One (1) - Type 16 Malfunction Management Unit with LCD display (programmed for intersection). 4. One (1) - eight (8) position detector rack with sixteen (16) channels of detection, and one (1) bus interface unit. One (1) EVP 2 -channel card slot only positions are to be provided in detector rack as required. 5. One (1) twelve (12) position horizontal load bay. 6. One (1) - controller cabinet power supply. 7. Three (3) battery back-up system alarm inputs: on battery, flash (programmable percentage battery power remaining), and timer. Myers BBS system, including (4) batteries, to be installed inside cabinet with inverter shelf -mounted for straight -on horizontal viewing of the LCD screen. 8. An "On Battery" factory installed high impact red light option shall be installed on top of the signal cabinet, and be a minimum of 2.5 inches in diameter. The "On Battery" LED shall operate from the DC voltage of the BBS to notify that the BBS is on battery power without opening the door. The light will be wired to and controlled by the BBS power module. 9. A factory -installed flush mount generator compartment with neoprene gaskets for weatherproofing shall be installed on the signal cabinet. The generator compartment shall include a locking 30 AMP plug, L5 -30P, for connecting of a portable AC generator. A manual transfer switch shall be mounted within the signal cabinet to allow for transferring from utility power to generator power. The generator door will provide a cable slot to allow for closing of the door when the generator is plugged in and to lock the cable inside of the compartment. The door shall include a Corbin Type 2 lock. All auxiliary equipment installed in controller cabinet to completely operate a 8 -phase traffic signalized intersection. Prior to fabrication of the cabinet, a review of the completed cabinet take -off shall be conducted by the city representative. SPECIFICATIONS AND STANDARDS FOR THE CABINET ASSEMBLY: National electrical manufacturers association, traffic control systems, NEMA standards publication: TS2 - latest release. WARRANTY STATEMENT: Terms of controller cabinet warranty: WARRANTY COVERAGE: The supplier of equipment operation and that it meets this document. LENGTH OF WARRANTY: shall warranty their product to be free from defect in design and all the requirements of this specification and those incorporated in 61147.02100\20950242.3 -151- SPECIAL PROVISIONS The warranty term on a wired signal cabinet shall be a (1) year minimum from date of shipment including the bus interface units and cabinet power supply. Equipment such as the controller and malfunction management unit (MMU) shall have a (5) year minimum warranty. CABINET CONSTRUCTION: A complete NEMA TS2 Type 2 "P" cabinet shall be supplied, and shall meet, as a minimum, all applicable sections of the NEMA standard publication. Where differences occur, this specification shall govern. The cabinet shall meet the following criteria: 1. Material shall be aluminum sheet, 5052-H32, with a minimum thickness of 0.125 -inch. 2. The cabinet exterior shall be unpainted (raw finish). 3. The door hinge shall be of the continuous type with a stainless steel hinge pin. 4. The door handle shall be aluminum. 5. All seams shall be sealed with RTV sealant or equivalent material on the interior of the cabinet. All seams shall be continuous weld. 6. Cabinet lock shall be of the Corbin No. 2 Type. 7. A roll out computer table shall be mounted at a location designated by the City Representative. 8. The cabinet shall have four (4) sets of cabinet wiring diagrams. 9. The cabinet shall have one (1) set of equipment manuals (Controller, MMU, etc.). NOTE: NO PLUG -N -GO EQUIPMENT SHALL BE ALLOWED FOR POWER DISTRIBUTION PANEL, INSIDE AUXILIARY CONTROL PANEL AND POLICE PANEL (ONLY HARD WIRING). SHELVES Two (2) aluminum shelves extending completely across the back of the cabinet. The top shelf shall support the detector rack and power supply. The second shelf extending completely across the back shall support the controller and MMU. The shelves shall not interfere with the lowering or removal of the main panel. EQUIPMENT ACCESSIBILITY All mounted panels and equipment shall have a minimum tool access clearance of 6". VENTILATING FAN The cabinet shall be provided with one (1) thermostatically -controlled ventilation fan, adjustable between 80 to 150 degrees F and shall be installed at the top of the cabinet plenum. AIR FILTER ASSEMBLY The cabinet air filter shall be a one-piece removable, medium efficiency, synthetic, pleated (Econolite part No. 57389P11) air filter and shall be firmly secured to the air entrance of the cabinet. 61147.02100\20950242.3 -152- SPECIAL PROVISIONS CABINET LIGHT ASSEMBLY The cabinet shall be equipped with an LED lighting fixture mounted on the inside of the cabinet near the front edge. The LED light shall be activated by an on/off switch that is turned on when the cabinet door is opened and turned off when the door is closed. The cabinet shall also have a gooseneck type LED lighting fixture that shall be mounted on the inside of the door near the hinge. The gooseneck light shall be activated by an on/off switch that is turned on when the cabinet door is opened and turned off when the door is closed. LIGHTNING SUPPRESSION The cabinet shall be equipped with an EDCO model SHP-300-10 surge arrester, or city approved equivalent. POWER PANEL THE POWER PANEL SHALL HOUSE THE FOLLOWING EQUIPMENT: 1. One (1) 40 AMP main breaker to supply power to the main panel, controller, MMU, and cabinet power supply. 2. One (1) 15 AMP auxiliary breaker to supply power to the fan, light, and GFCI outlet. 3. One (1) 50 AMP, 125 VAC radio interference line filter. 4. One (1) normally -open, 60 AMP, Crydom model #HA8471 solid state relay, or city approved equivalent. CONVENIENCE OUTLET Two (2) duplex outlets shall be supplied, as per the following: 1. The first is for short-term equipment use, 120 Volt AC, 15 AMP NEMA 5-15 GFCI duplex outlet, and shall be mounted in the lower right corner of the cabinet facing the inside of the cabinet door and within 6" of the front edge of the opening of the door. 2. The second is for long-term equipment use, 120 Volt AC, 15 AMP NEMA duplex outlets, and shall be mounted in the upper right corner of the cabinet facing the inside of the cabinet. Power shall be supplied from un -switched filtered power. INSIDE AUXILIARY CONTROL PANEL SWITCHE The inside door panel shall contain three (3) switches: Auto/Flash, Auto/Off/On Stop- Time, and Power On/Off. Auxiliary door panel switches shall be hard wired; printed circuit boards shall not be used. 1. AUTO/FLASH SWITCH (2 -POSITION) - In the Auto position, the intersection shall operate normally. In the Flash position, power shall be maintained to the controller and the intersection shall be placed in flash. The controller shall not be stop -timed when in flash. A guard shall be installed to prevent the switch from being shut off accidentally. 61147.02100\20950242.3 -153- SPECIAL PROVISIONS 2. AUTO/OFF/ON STOP -TIME SWITCH (3 -POSITION) - In the Auto position, the controller shall be stop -timed when the police door Auto/Flash switch is in the flash position or MMU Flash. In the Off position, the switch shall release all stop -time from controller. In the On position, the switch shall maintain a continuous stop time to the controller. 3. CONTROLLER POWER ON/OFF SWITCH (2 -POSITION) - This switch shall control the controller's AC power. A guard shall be installed to prevent the switch from being shut off accidentally. POLICE PANEL SWITCHES The police panel shall contain two (2) switches: signals On/Off and Auto/Flash. All police panel switches shall be hard wired; printed circuit boards shall not be used. SIGNALS ON/OFF SWITCH (2 -POSITION) - In the On position, the field displays shall show either normal operation or flash. In the Off position, power shall be removed from signal heads in the intersection. The controller shall continue to operate. In the Off position, the MMU shall not conflict or require reset. 2. AUTO/FLASH SWITCH (2 -POSITION) - In the Auto position, the intersection shall operate normally based on all other switches. In the Flash position, power shall not be removed from the controller and stop -time shall be applied based on the stop- time switch. CABINET WIRING CARI FS All controller and MMU cables shall have sufficient length to access any shelf position. All cables shall be encased in a protective sleeve along their entire free length and shall not obstruct the visibility of any cabinet equipment or interfere with the intended use of the computer tray. All cabinet wiring shall the color coded as follows: PURPLE = Flash Color Programming BROWN = Green Signal Wiring YELLOW = Yellow Signal Wiring RED = Red Signal Wiring BLUE = Controller Wiring GRAY = DC Ground Return, Logic Ground BLACK = AC Positive WHITE = AC Negative GREEN = Chassis MAIN -PANEL AND WIRE TERMINATION All wires terminated behind the main -panel and other panels shall be soldered. No pressure or solder -less connectors shall be used. Printed circuit boards shall not be used on main panels. 61147.02100\20950242.3 -154- SPECIAL PROVISIONS FLASHING OPERATION Cabinet shall be wired for NEMA flash. All cabinets shall be wired to flash red for all phases. Flashing display shall alternate between phases 1, 4, 5 and 8, and phases 2, 3, 6 and 7. DETECTOR RACK AND INTERFACE A minimum of one (1) TS -2 vehicle loop detector rack and one (1) hard -wired detector interface panel and necessary cabling shall be provided in the cabinet. Detector rack shall be labeled for each detector channel used and shall correspond with cabinet door diagram. Each individual rack shall support up to sixteen (16) channels of loop detection, one (1) BIU and two (2) EVP 2 - channel cards. PREEMPTION WIRING: The cabinet shall be completely -wired for EVP preemption specified on the plan(s). MAIN PANEL CONFIGURATION The main panel shall be fully wired in the following configuration: 1. Twelve (12) horizontal load sockets. 2. Four (4) flash transfer relay sockets. 3. One (1) flasher socket. 4. Wiring for one type 16 MMU. FIELD TERMINAL LOCATIONS Field terminals shall be located at the bottom of the main panel and angled forward for easy viewing and wiring. The order shall be from left to right beginning with phase one and following the order of the load switches. Field terminals shall be of the barrier type. CABINET EQUIPMENT LOOP DETECTORS, LOAD SWITCHES, FLASHERS, RELAYS Cabinet shall be equipped with the proper number of loop detectors, load switches, flashers, and relays to perform the intended operation. CONTROLLER UNIT Cabinet shall be equipped with o complete with the latest Econolite system ready for communication c Controller shall be equipped with Controller shall also allow logging battery back-up system. ie (1) Econolite Cobalt ATC TS2-Type 2 system controller recommended software and operating system, and shall be in the Aries Traffic Signal Management/Monitoring software. i 25 -pin FSK telemetry module, data key, and Ethernet port. of three (3) alarm inputs as required in the specifications for MALFUNCTION MANAGEMENT UNIT (MMU Cabinet shall be equipped with NEMA TS2 Type 16 MMU with the latest current released software. MMU jumper cards shall be programmed to specific intersection's requirements. 61147.02100\20950242.3 -155- SPECIAL PROVISIONS BUS INTERFACE UNIT (BIU) BIU's shall meet all TS2-1992, section 8 requirements. In addition, all BIU's shall provide three (3) separate front panel indicators: power, valid data, and transmit. CABINET POWER SUPPLY The cabinet power supply shall meet the NEMA TS2 specification. All power supplies shall also provide a separate front panel indicator led for each of the four (4) power outputs. Front panel banana jack test points for 24 VDC and logic ground shall also be provided. INTERCONNECT TERMINATION Cabinet shall be supplied with interconnect termination block, Siemens model no. S66M1-50 and sub -base assembly. LOAD SWITCH All load switches shall meet NEMA TS -2, Section 6 requirements and shall have input and output led indications. FLASHER UNIT All flasher units shall meet NEMA TS -2, Section 6 requirements and shall be EDI Model 810, or city approved equivalent. TELEMETRY INTERFACE PANEL Cabinet shall be wired with a 25 -pin telemetry interface panel and telemetry connecting cable that can communicate with the Aries Traffic Signal Management/Monitoring master software. The cabinet shall be wired for telemetry transient suppression, EDCO model No. PC642C-00- AD, or city approved equivalent. INTERSECTION DIAGRAM An intersection diagram prepared in Autocad shall be provided on an 8.5" x 11" sheet of paper and enclosed in a protective plastic cover. The diagram and protective cover shall be located on the inside of the cabinet door above the auxiliary panel. The diagram shall depict the general intersection layout, phases, overlaps, detector assignments, and north arrow. The top of the diagram will be west and the diagram shall be pre -approved by the City Engineer. CABINET WIRING DIAGRAM Cabinet wiring diagrams shall be arranged on three (3) separate sheets in a simplistic way to facilitate the reading of it. The first sheet shall represent everything on the left side of the cabinet, the second sheet everything in the middle of the cabinet including the main panel, and the third sheet everything on the right side of the cabinet. The final cabinet wiring diagram layout shall be approved by the City Engineer prior to construction of cabinet assembly. 61147.02100\20950242.3 -156- SPECIAL PROVISIONS The Complete Controller Cabinet Assembly, including controller, completely wired cabinet and appurtenances shall be supplied by Econolite Control Products. §86-4 TRAFFIC SIGNAL FACES AND FITTINGS §86-4.01 VEHICLE SIGNAL FACES The following paragraph shall replace §86-4.01: Each vehicle signal face must: 1. Be nominal 12 -inch diameter (300 mm) 2. Be furnished with Gelcore Light Emitting Diode (LED) indications, visors, and backplates 3. Be adjustable and allow for 360 -degree rotation about the vertical axis 4. Comply with ITE publication ST -017B, "Vehicle Traffic Control Signal Heads" 5. Comply with California Test 604, except for arrow and "X" faces 6. Have 3 sections arranged vertically: red at top, yellow at center, and green at bottom unless shown otherwise on plans 7. Be of the same manufacturer and material, if more than 1 is installed at an intersection, except for programmed visibility type 6 8. Be furnished with bronze terminal compartments. All new vehicle indications, visors, and backplates shall be metal. Top openings of vehicle indications shall be sealed with neoprene gaskets. §86-4.03 PEDESTRIAN SIGNAL FACES Pedestrian signals shall conform to section 86-4.03, "Pedestrian Signal Faces", of the State Specifications and these special provisions. The following paragraphs shall be added to §86-4.03: All new pedestrian indications shall be Gelcore Model No. P16MAD-S, 16"x18", countdown signal module. The message bearing surface of the module shall be supplied with an outline "HAND" and "MAN" symbol, overlapping, that comply with Institute of Transportation Engineer's (ITE) Publication ST -011B "Pedestrian Traffic Control Signal Indications" (PTCSI) standard for these symbols. The numbers 00 to 99 on the numerical display shall have a minimum height of 7 inches. Performance Standards: CHROMACITY (Color): ITE PTCSI-STD, MOISTURE INGRESS: NEMA STD 250-1991, VIBRATION RESISTANCE: MIL -STD -833 Method 2007, ELECTRONIC NOISE: FCC Title 47 Sub. B Sec. 15, TRANSIENT PROTECTION: ITE PTCSI-STD. Operating Specifications: OPERATING TEMPERATURE: -40°C( -400F) to +740C(1650F), OPERATING VOLTAGE RANGE: 80V to 135V (60 Hz AC), POWER FACTOR (P.F.) >90, TOTAL HARMONIC DISTORTION: (T.H.D.) <20%. §86-5 DETECTORS §86-5.01A(2) Sensor Unit Construction When inductive loop detectors are shown on the plans, the following paragraph shall be added to §86-5.01A(2): 61147.02100\20950242.3 -157- SPECIAL PROVISIONS Sensor units shall be single channel, shelf mounted, as manufactured by Reno A&E, Model L- 1200 -SS, or Agency -approved equal, with call hold and call delay features as well as self- diagnostic circuit. §86-5.01A(4) Installation Details The following shall replace §86-5.01A(4): Loop wire shall be type 2. Loop detector lead-in cable shall be Type B. All loops shall be Type D or Type E as specified on the plans. If any loop is damaged, the entire affected grouping of loops shall also be replaced. Presence loops shall be spaced 10' apart, wired in a series format and set forward one (1) foot ahead of the lead crosswalk stripe or limit line. Loop wire shall be Type 2. Loop detector lead-in cable shall be 2#16 cable, with white and black insulation. Advanced loops shall be Type "E", 6' diameter, with one pair of DLCs per lane with one channel per advance loop. Four turns shall be provided in each loop where the DLC is less than 500 feet, otherwise five turns shall be required. Four, Type "E", 6' diameter loops shall be used in all left turn pockets on Artesia Boulevard, with two pair of DLCs. PVC Conduit shall be installed per Standard Plan ES -5D, Curb Termination Type A. All loops shall have a minimum of 2-1/8" clearance of sealer above loop wires (maximum 6" clearance). The sides of the slot shall be vertical and the minimum radius of the slot entering and leaving the circular part of the loop shall be 1.5 inches. Slots shall be filled with hot -melt rubberized asphalt sealant (State Specification 8040-61E-06) conforming to the provisions as specified in Section 95-2-09 of the State Standard Specifications. Loop conductors and sealant shall be installed on the same day in which the loop slots are cut. Loops shall be megger tested to the satisfaction of the Engineer and shall have the (3) turns unless otherwise approved by the Engineer. Identify and band conductors for inductive loop installation. Band conductors in pairs, by lane, in the pull box adjacent to the loops and near the end of the conductors in the cabinet. Bands must comply with Section 86-2.09 of the State Standard Specifications. Residue resulting from slot cutting operation shall not be permitted to flow across shoulders or lanes occupied by public traffic and shall be removed from the pavement surface. Bicycle detector loops shall be installed per following detail: 61147.02100\20950242.3 -158- SPECIAL PROVISIONS J 11\6, symbol Z ❑ Z 1 tyP 2 0 45° WINDING DETAIL SAWCUT DETAIL ❑1 ROUND CORNERS OF ACUTE ANGLES TO PREVENT DAMAGE TO CONDUCTORS INSTALL 2-4-2 TURNS WHEN ONE TYPE PHASE LOOP IS IN SERIES WITH AN ADDITIONAL CIRCULAR LOOP ON A SENSOR UNIT CHANNEL. FOR SLOT DETAIL SEE LOOP INSTALLATION PROCEDURE, CALTRANS STD PLAN, ES -5A. BICYCLE LOOP DETECTOR CONFIGURATION The Contractor shall obtain approval of exact loop locations prior to final placement. The preliminary striping layout shall be performed prior to loop detector layout and loops shall be centered in the traveled portion of the lane. Prior to project acceptance, all loops shall be megger-tested from the controller cabinet to verify continuity of all splices as well as inductance of loops. Continuity tests and readings shall be documented and witnessed by the Owner's Representative and provided to the City Traffic Engineer in writing, at no cost. Bicycle loops shall be tested to detect the Reference Bicycle - Rider with 95% accuracy within a 6 foot by 6 foot Limit Line Detection Zone. §86-5.01 D Emergency Vehicle Detector System §86-5.01 D shall be replaced with the following section: Preemption -Opticom Unless shown otherwise on the plans, the Contractor shall furnish and install dual -head OpticomTm Emergency Vehicle Preemption (EVP) equipment as manufactured by the Minnesota Mining and Manufacturing Company (3M). EVP cable shall be 3M Model 138. EVP detectors shall be 3M Model 722, dual channel. EVP Phase Discriminator Modules shall be 3M Model 752. The Contractor shall furnish and install a 3M Model 760 card rack in the traffic signal controller cabinet. Emergency vehicle preemption equipment and software installed in traffic signalized intersections shall be the Global Traffic Technologies (GTT) Opticom Preemption System. All GTT Opticom equipment and software shall be new and obtained from the local authorized GTT Opticom Dealer. System Components to be furnished and installed on this project shall include optical detectors, mounting clamps, phase selectors, system racks (if necessary), Opticom cable and system software as shown on the plans or listed in the special provisions. 61147.02100\20950242.3 -159- SPECIAL PROVISIONS The encoded 700 series Opticom employs optical communication to identify the presence and classification of designated priority vehicles and to cause the traffic signal controller to advance to and/or hold a desired traffic signal display selected from phases normally available. The matched set of components which make up the system will cause the existing traffic controller to be manipulated upon recognition of the signal from the vehicle emitter. This communication is effective to the optical detectors at or near the intersection over a line -of -sight path of up to at least 2,500 feet under clear atmospheric conditions. The system shall operate on first-come, first-served basis or on a selected priority basis. The system shall be designed to yield to other priority demands such as railroad, draw bridge, etc. The system shall interface with existing traffic signal controllers without compromising normal operation or existing safety provisions. The Priority Control System shall consist of an encoded optical emitter, optical detector cable, and encoded type phase selectors. To assure desired performance, the system shall provide the synergy of all principle components, matched and proven through integrated testing and extensive functional experience. Phase selection shall be activated by an optical transmitted encoded signal of 14.035 or 9.639Hz, with modulation, from a single light source or upon the actuation of a test switch or remote call signal to the phase selector. The system shall provide for up to three optical detectors to be connected to each channel to provide continuous line -of -sight contact between the optical emitter and the optical detector units. Opticom Detector The Opticom Detector Model 722 shall be a lightweight, weatherproof device capable of sensing and transforming pulsed optical energy into electrical signals usable by the phase selection equipment. The unit shall be high -impact polycarbonate construction with non -corrosive hardware. The unit shall be designed for simple mounting at or near an intersection on mast arm, pedestal, or pipe. The dual -head unit shall have the following optical input and electrical output configuration: * M-722 Opticom Detector receives Optical signals from two directions and outputs two discrete electrical signals. The Opticom Detector shall be mounted on the mast arm using an approved mounting clamp. Placement of the Opticom Detector shall be determined in the field by the engineer, or as shown on plans. Contractor shall be responsible for relocating Opticom Detector(s) if contractor fails to notify Engineer prior to timing and turn -on of signals. Mounting Clamps The Pelco Ab -0155 is an approved mounting clamp for the optical detectors. The contractor shall furnish and install mounting brackets as shown on plans. Encoded Phase Selector The contractor shall furnish and install the Encoded phase selector M-752, (2) channel device or the M-754 (4) Channel device sufficient for intended operation. The phase selector (s) shall be intended for use with California / New York 170, 2070 and NEMA (National Electrical Manufacturers Association) controllers. The following information shall be stored in the activity log for each valid Opticom signal received: 61147.02100\20950242.3 -160- SPECIAL PROVISIONS Class, Code, Priority, Direction, Call Duration, Final Greens, Final Green duration and the time call ended in real time. The 700 series phase selector shall be capable of locking out unauthorized emitter signals. System Card Rack The contractor shall furnish and install an M-760 System card rack (If necessary) sufficient for up to 2 encoded phase selectors. The GTT system card rack and any electronics, wiring and devices required to interface with the traffic signal controller and the detector units in the controller at each intersection. Opticom Detector Cable The Optical detector cable shall be durable, shielded 3 -conductor cable with a drain wire. It shall conform to the requirements of the manufacturer of the Opticom system. It shall be the responsibility of the contractor that the authorized dealer of the emergency preemption equipment shall be present for the traffic signal lighting function test. To insure installation and functioning of the GTT Opticom equipment, the representative from the dealer shall be certified and factory trained on the latest edition of GTT Opticom equipment and software. The dealer shall provide a test vehicle with the latest 700 series emitter to test and verify satisfactory operation of GTT Opticom equipment, to insure a secure system with proper vehicle codes and classifications of emergency vehicles. Substantiated Warranty GTT will warrant that, provided the priority control system has been properly installed, operated and maintained, component parts of a matched system that prove to be defective in workmanship and / or material during the first (5) years from the date of shipment from the manufacture will be covered in a documented system -protection plan, plus provide an added (5) year maintenance coverage for repair or replacement at a fixed charge for a total of (10) years of product coverage. The contractor shall demonstrate that all of the components of each system are compatible and will perform satisfactorily as a system. Satisfactory performance shall be determined using the following test procedure: 1. Each system to be used for testing shall consist of an optical emitter assembly, an optical detector, at least 200 feet of optical detector cable and a discriminator module. 2. Two tests shall be conducted; one using Class I signal emitter and a distance of 1,000 feet between the emitter and the detector, the other using Class II signal emitter and a distance of 1,800 feet between the emitter and the detector. All range adjustments on the module shall be set to "Maximum" for each test. 3. Each above test shall be conducted for a period of one hour, during which the emitter shall be operated for 30 cycles, each consisting of a one -minute "on" interval and a one - minute "off' interval. §86-5.02 Pedestrian Push Button Assemblies The following paragraph shall be added to §86-5.02: All new pedestrian push button assemblies shall be Polara Engineering Inc., Navigator Accessible Pedestrian Signal (APS) or Agency -approved equal. Pedestrian push buttons shall be furnished with stainless steel tamper -proof screws. Pedestrian push button assemblies shall be furnished with a Caltrans R10 -3e sign and the sign shall be installed on the Pedestrian push button assembly with stainless steel tamper -proof screws. 61147.02100\20950242.3 -161- SPECIAL PROVISIONS §86-5.02A Navigator APS Specifications The following section shall be added as a new section (numbered §86-5.02A) to the CSS: Description: The Navigator is an Accessible Pedestrian Signal (APS) that provides both a vibrating arrow button and audible sounds during the WALK interval. During the PED clearance and DON'T WALK interval a locating tone is available. Sounds are emitted from the sides of the unit. The unit is capable of providing a: Locating Tone, Extended Push Activation, and Audible "CUCKOO," or "CHIRP," or "WALK SIGN IS ON" or custom voice message during the walk cycle. The unit shall be furnished with a "Voice on Location" feature. With a three (3) second button push, a custom message can be given before the walk cycle goes into effect that tells the pedestrian their location or other pertinent information. The weatherproof speaker is mounted behind a faceplate with a vandal resistant screen on the sides. A sunlight -visible LED confirms the button has been pushed. All new pedestrian navigator control units shall be manufactured by Polara Engineering, Inc. Control Unit: The control unit consists of a shelf mount card rack power supply base station that can accommodate up to four control units. One control unit is required for each walk phase. Power requirements in the control cabinet are continuous 120 VAC to the base station. All power supplied to the Navigator is 24 VDC. Control Unit Specification: POWER SUPPLIED TO VIBRATOR: 15 VDC pulsed. Operates during the walk interval only. CONFLICT DETECT: WALK indication is ignored in the event of a WALK/DON'T WALK conflict. AUDIO AMPLIFIER POWER OUTPUT: 10 W RMS into 8 Q. VOLUME CONTROL: Onboard trimming potentiometer for overall adjustment. Separate control for locate tone. VOLUME CONTROL AUTOMATIC ADJUSTMENT RANGE: 28 dB MAX. MICROPHONE FOR AMBIENT NOISE: Approximate frequency range: 170 Hz to 2.3 kHz. PED PUSH BUTTON INTERFACE: Accepts 12 to 48 V AC/DC imposed by connection to push button in parallel with existing traffic signal controller. LED OPERATION: The LED lights when button is pushed. The LED remains lit until the next WALK phase. BUTTON TONE: A brief "tick" confirms each button push. DIP SWITCH SELECTABLE OPTIONS: Chirp, Cuckoo, Walk Message, selectable walk sound duration, fixed or auto volume locate tone, location message if available, extended push of triggering, locating tone. AUDIBLE LOCATING TONE: 880 Hz plus harmonic, 0.1 second duration, 1 second interval. Operates during PED clearance and DON'T WALK interval. AUDIBLE CHIRP SOUND: From 2,700 Hz to 1,700 Hz, 0.2 second duration, 1 second interval, on only during WALK intervals. AUDIBLE CUCKOO SOUND: 1,250 Hz and 1,000 Hz, 0.6 second duration, 1.8 second interval, on only during WALK interval. Pedestrian Pole Unit Specification: VIBRATOR POWER: 15 VDC pulsed. 61147.02100\20950242.3 -162- SPECIAL PROVISIONS SPEAKER: 8 W to 15 W MAX, weather proof. TEMPERATURE RANGE: -40°C to +105°C. PUSH BUTTON: ADA compliant, connects to control unit in parallel with traffic signal controller connection. LED: Sunlight visible, red. CONSTRUCTION: FRAME: Cast aluminum, powder coated. FACE PLATE: Aluminum, powder coated, ink marking. ARROW PUSH BUTTON: Aluminum, hard anodized, powder coated. Voice Programming Kit: Contractor shall purchase the required voice programming kit for the Polara Navigator Control units. The kit will be used to program audible street crossing voice messages for the Navigator units (see plans). After programming of each unit, the complete kit will be given to the City Engineer. The pedestrian push button unit shall be located as shown on the plans and mounted at a maximum height of 42" above the finished surface of the public sidewalk. §86-6 LIGHTING §86-6.01 High Pressure Sodium Luminaires The following paragraph shall replace §86-6.01: New luminaires shall be High Pressure Sodium, IES Type III, full cutoff, Power/Door, as manufactured by General Electric Lighting Systems, Inc., or Agency -approved equal. The lighting output (in watts) shall be as shown on the plans. Integral photoelectric controls shall not be provided. MAINTENANCE AND GUARANTEE (a) The Contractor hereby guarantees that the entire work constructed by him under the contract will meet fully all requirements thereof as to quality of workmanship and of materials furnished by him. The Contractor hereby agrees to make, at his own expense, any repairs or replacements made necessary by defects in materials or workmanship supplied to him that become evident with one year after the date of final payment, and to restore to full compliance with the requirements of these specifications including the test requirements set forth herein for any part of the work constructed hereunder which during said one-year period is found to be deficient with respect to any provisions of the specifications. The Contractor also agrees to hold harmless from claims of any kind arising from damage due to said defects. The Contractor shall make all repairs and replacements promptly upon receipt of written orders for it from the Engineer. If the Contractor fails to make the repairs and replacements promptly, the City may do the work and the Contractor and its surety shall be liable to the City for the cost thereof. (b) The guarantees and agreements set forth in Subsection (a) hereof shall be secured by a surety bond which shall be delivered by the Contractor to the City before the notice of completion and acceptance of the work, by the Engineer, as provided in Subsection 6-8 of the Standard Specification. Said bond shall remain in force for a period of one-year after the date of said notice of completion and acceptance. Instead of providing such a bond as described above, the Contractor may, at his option, provide for the faithful performance bond furnished under the contract to remain in force and effect for said amount until the expiration of said one- year period. (c) The Contractor shall submit a certificate of compliance for all electrical material and equipment. 61147.02100\20950242.3 -163- SPECIAL PROVISIONS Payment for this item shall be considered as included in the lump sum price paid for "Traffic Signal Installation", and no additional payment shall be allowed therefor. Bid Item 58: STREET LIGHTING IMPROVEMENTS This work shall include all necessary trenching, furnishing and installing of all required conduits, pavement restoration as directed by the Engineer and furnishing and installing of the street light standards as shown on the plans, complete and operational. Street lighting installation shall conform to Section 307 of the Standard Specifications, Latest Edition, and these special provisions. Work shall also include coordination and cooperation with other utilities, including SDG&E and Southern California Gas Co. for the relocation and new installation of their facilities within the project limits. Full compensation for these items shall be considered as included in the lump sum price paid for "Street Lighting Improvements", and no additional payment shall be allowed therefor. Bid Item 59: IRRIGATION AND PLANTING IMPROVEMENTS This work shall include all necessary trenching, furnishing and installing of all required conduits, pavement restoration as directed by the Engineer and furnishing and installing of irrigation and planting as shown on the plans, complete and operational. Irrigation and Planting Improvements shall conform to Section 212 of the Standard Specifications, Latest Edition, and these special provisions. Full compensation for these items shall be considered as included in the lump sum price paid for "Irrigation and Planting Improvements", and no additional payment shall be allowed therefor. 61147.02100\20950242.3 -164- SPECIAL PROVISIONS City of San Juan Capistrano EXHIBIT "A" CHANGE ORDER FORM Contract Change Order # Project: Del Obspo Street Widening Project CIP 16102 Contract No.: Contractor: Owner: City of San Juan Capistrano Change Order No.: Orig. Contract Amt.: $ Prev. Appvd. Changes: $ This Change: $ Revised Contract Amt.: $ 32400 Paseo Adelanto San Juan Capistrano, CA 92675 (949) 493-1171 Days Days Days Days This Change Order covers changes to the subject contract as described herein. The Contractor shall construct, furnish equipment and materials, and perform all work as necessary or required to complete the Change Order items for a lump sum price agreed upon between the Contractor and City of San Juan Capistrano, otherwise referred to as Owner. This Contract Change Order consists of 2 pages and any exhibits attached to this Contract Change Order shall not be part of the Contract Change Order unless specifically initialed by or on behalf of both the Contractor and the City of San Juan Capistrano. Contract Change Order #. Page 1 of 2 61147.02100\20950242.3 EXHIBIT"A" Change Order Form Increase/ Contract Item (Decrease) Time No. Description of Changes in Contract Extension, Amount Days 1 2 Totals $ This Contract Change Order consists of 2 pages and any exhibits attached to this Contract Change Order shall not be part of the Contract Change Order unless specifically initialed by or on behalf of both the Contractor and the City of San Juan Capistrano. Contract Change Order #. Page 1 of 2 61147.02100\20950242.3 EXHIBIT"A" Change Order Form The amount of the contract will be increased by the sum of $and the contract time shall be extended by working days. The undersigned Contractor approves the foregoing Change Order # as to the changes, if any, in the contract price specified for each item including any and all supervision costs and other miscellaneous costs relating to the change in work, and as to the extension of time allowed, if any, for completion of the entire work on account of said Change Order #. The Contractor agrees to furnish all labor and materials and perform all other necessary work, inclusive of the directly or indirectly related to the approved time extension, required to complete the Change order items. This document will become a supplement of the contract and all provisions will apply hereto. It is understood that the Change Order shall be effective when approved by the Owner. Contractor accepts the terms and conditions stated above as full and final settlement of any and all claims arising out of or related to the subject of this Change Order and acknowledges that the compensation (time and cost) set forth herein comprises the total compensation due for the work or change defined in the Change Order, including all impact on any unchanged work. By signing this Change Order, the Contractor acknowledges and agrees that the stipulated compensation includes payment for all Work contained in the Change Order, plus all payment for any acceleration or interruption of schedules, extended overhead costs, delay, and all impact or cumulative impact on all Work under this Contract. The signing of this Change Order acknowledges full mutual accord and satisfaction for the change and that the stated time and/or cost constitute the total equitable adjustment owed the Contractor as a result of the change. The Contractor hereby releases and agrees to waive all rights, without exception or reservation of any kind whatsoever, to file any further claim or request for equitable adjustment of any type, for any reasonably foreseeable cause that shall arise out of, or as a result of, this Change Order and/or its impact on the remainder of the Work under the Contract. Accepted: Recommended: Approved: (Signature) Contractor's Authorized Representative Date Steve May, P.E. Public Works and Utilities Director Date (Signature) Ben Siegel, City Manager Date Item No. Justification for Change(s) 1 2 This Contract Change Order consists of 2 pages and any exhibits attached to this Contract Change Order shall not be part of the Contract Change Order unless specifically initialed by or on behalf of both the Contractor and the City of San Juan Capistrano. Contract Change Order # Page 2 of 2 61147.02100\20950242.3 2 EXHIBIT"A" Change Order Form APPENDIX I STANDARD PLANS 7. 4' (1200 mm) MIN Y 4' (1200 mm) MIN Y INTEGRAL CURB 4' (1200 mm) MIN Y ra J>V0111111 GRADE BREAKS X, inches (mm) Y, inches (mm) 6" (150) or less La (900) ae (1200) a STIR R 0° (1050) 4'-9" I_X� W x 4'-0" (1200) 5-8" "i- TYPP- A GRADEIBREAKS A TYPE B 13 TYPE C 4' (1200 mm) MIN Y 2% 1" (25 mm) CF SECTION A—A CURB FACE, inches (mm) X, inches (mm) Y, inches (mm) 6" (150) or less 3'-0" (900) 4'-0" (1200) 7" (175) 3'-6" (1050) 4'-9" (1425) f" (200) 4'-0" (1200) 5-8" (1700) 9" (225) 4'-6" (1350) 6'-6" (1950) 10" (250) 5-0" (1500) 7'-3" (2175) 11" (275) 5'-6" (1650) 8'-0" (2400) 12" (300) or more 6'-0" (1800) 8'-9" (2625) NOTES: 1. RESIDENTIAL DRIVEWAYS SMALL BE 4" (100 mm) THICK PCC. 2. COMMERCIAL DRIVEWAYS SHALL BE 6" (150 mm) THICK PCC. 3. WEAKENED PLANE JOINTS SHALL BE INSTALLED AT BOTH SIDES OF A DRIVEWAY AND AT 10' (3.0 m) INTERVALS_ 4. CURB FOR TYPE C DRIVEWAY SHALL BE INTEGRAL AND MATCH ADJACENT CONSTRUCTION. 5_ REFER TO LOCAL DEVELOPMENT REGULATIONS FOR AMERICANS WITH DISABILITIES ACCESS REQUIREMENTS AND MAXIMUM PERMITTED DRIVEWAY WIDTHS. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PROWULGA70 BY 7W STANDARD PLAN Je 0 Sis"TANDARDS DRIVEWAY APPROACHES110-2 REV. 197B, 2009 SHEET 7 OF 1 USE WITH STANDARD SPEcinCATIDNS FOR PUBLIC WORKS CONSTRUC11ON Lij E _z J Lf) m 150 mm BATTER 3:12 Cl e E cD Al -6(150) AND Al -8(200). w z E m 6" - c) W 150 mm BATTER 3;12 SLOPE 2.0% E Lijz E STANDARD PLAN J I! � is LL" d 6" i] SHEET 1 OF 1 USE WTH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUOTION E Lijz E STANDARD PLAN J v � a LL" d 6" i] V C w A3-6(150) AND A3-8(200) NOTES: 1. THE LAST NUMBER IN THE DESIGNATION IS THE CURB FACE (CF) HEIGHT, INCHES (mm) 2. GUTTER WIDTH, W, IS 24" (600 mm) UNLESS OTHERWISE SPECIFIED. 3. TYPES Al, A2, A3 AND C1 SHALL BE CONSTRUCTED FROM PCC. 4. TYPE D1 CURB SHALL BE CONSTRUCTED FROM ASPHALT CONCRETE. 5. TYPE C1 CURB SHALL BE ANCHORED WITH STEEL DOWELS AS SHOWN OR WITH AN EPDXY APPROVED BY THE ENGINEER. 6. ALL EXPOSED CORNERS ON PCC CURBS AND GUTTERS SHALL BE ROUNDED WITH A 1/2" (15 mm) RADIUS.. A2-6(150) AND A2-8(200) 25 rnm) Li z J 6" 6'° m (150 mm') MIN (150 mm O 3/4" (20 mm) R BATTER 3:12 BOTH SIDES D1-6(150) AND 1" D1-8 200 25 mm") Ez E E Ln#4 x 10" @ 4" 0C C)Vm m(#13M x 250 mm er z0 1200 mm OC) GROUTED IN PLACE w cvBATTER 3:12 c�" (20 mm) STANDARD PLAN FOR PUBLIC WORKS CONSTRUCTION F'ROWIII Y_3IM BY THE STANDARD PLAN PUS G WORKS S'CANou�.PS INC. �ao �� GU RB AND GUTTER — BARRIER I 120-2 a REV. 1996. 2009 SHEET 1 OF 1 USE WTH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUOTION 1' _ 4' (25 mm) 1200 mm 600 mm (60C .LE `' - (100 mm) LONGITUDINAL GUTTER E6 STREET SLOPE LESS THAN 4% E PLI®LC WORKS STANDARDS INC. GREENBOOK COI.IIAITIEE EF5° rt �y 1 2 /--,/ E GUTTER TRANSITION L— 600 m) GUTTER 1RANSITION 6 10 mm) S RODE a FOUR EQUALLY z uj 4 GUTTER FLOW A FLOW LINE a -11 STR GR - LINE STR Oft n FLOW _ — — �= JT C B (16UD mm) v 15' (45X mm) GUTTER PLAN 1 • (4500 mm)�25 I mm PROPERTY LINE m _ mm) TYE NORMAL CF o ECR ECR MINUS 2' (50 mm) E w 1504 mm) TYP E6 PROMULGA7ED EY THE STANDARD PLAN PLI®LC WORKS STANDARDS INC. GREENBOOK COI.IIAITIEE EF5° rt �y 1 2 /--,/ QQF u7i z gFE Lu M L— 600 m) REV, 7996, 1469 6 10 mm) S za a FOUR EQUALLY z uj GUTTER GUTTER "a� SPACED DDhIELS W n FOR CONTACT JOINTS -SEE NOTE 4 JT EXP J TYPICAL CROSS GUTTER PLAN STREET SLOPE LESS THAN 4% CURB NORMAL CF MINUS 2' (50 GUTTER , L 8' LEVET (200 mm) SECTION A -A STREET SLOPE 4% OR GREATER STREET CENTERLINE r- FLOW UNE rLuw i m�j ECR ECR PROPERTY PROPERTY UNE o LINE (goo mm (900 mm) CURB � E n v (600 mm) E SECTION B -B SECTION C -C TYPICAL CROSS GUTTER PLAN STREET SLOPE MORE THAN 47,, 6' [7800 mm) t" 3' 3' 1" (25 mm 900 mm 900 mmr 25 mm) � E E IN o • s . s SIX EQUALLY SPACED DOWELS FOR CONTACT - -4 JOINTS 4" (100 mm) SECTION D -D STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PROMULGA7ED EY THE STANDARD PLAN PLI®LC WORKS STANDARDS INC. GREENBOOK COI.IIAITIEE GROSS AND LONGITUDINAL GUTTERS I rt �y 1 2 /--,/ 198+ 1 L L REV, 7996, 1469 SHEET 1 OF _ USE WITH STANDARD SPECIFICATIONS FDR PUBLIC WORKS CONSTRUCTION WEAKENED PLANE JOINT OR OPTIONAL CONTACT JOINT PER NOTES 1, 2 AND 3 1 WEAKENED PLANE JOINTS PER NOTES 1 AND 2 15' (450{1 mm � �G JOINT NEEDED WHEN m�f ECR W = 46` (14 m) OR MORE 5 CROSS GUTTER (1500 mm) TYP WEAKENED PLANE JOINTS 1 PER NOTES 1 AND 2 (1500 mm) TYP GUTTER TYPICAL JOINT PLAN NOTES: 1. WEAKENED PLANE AND/OR CONTACT JOINTS SHALL BE PLACED IN CURB AND GUTTER AT LOCATIONS SHOWN ON THE TYPICAL JOINT PLAN HEREON. 2. WEAKENED PLANE JOINTS SHALL BE PLASTIC CONTROL JOINTS OR 1®1/2" (40 mm) DEEP SAW CUTS. CONCRETE SAWING SHALL TAKE PLACE WITHIN 24 HOURS AFTER CONCRETE IS PLACED, 3. DOWELS FOR CONTACT JOINTS SHALL BE #4 BARS 18" LONG (#13M BARS 450 mm LONG). 4. PLACE A WEAKENED PLANE OR CONTACT JOINT WHERE LONGITUDINAL ALLEY GUTTER JOINS CONCRETE ALLEY INTERSECTION. 5. ALL EXPOSED CORNERS ON PCC GUTTERS SHALL BE ROUNDED WITH 1/2" (15 mm) RADIUS. B. CONCRETE SHALL BE INTEGRAL WITH CURB UNLESS OTHERWISE SPECIFIED. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 122-2 CROSS AND LONGITUDINAL GUTTERS SH E T 2 OF EXISTING AC PAVE TRENCH WIDTH EXISTING AC PAVEMENT EXISTING BASE CASE I - WITHOUT BASE TRENCH WIDTH T + 1 25 mm) MIN rAC PAVEMENT BACKFILL CASE II - WITH BASE TRENCH WIDTH cAC PAVEMENT EXISTING AC PAVEMENT T T EXISTING PCC PAVEMENT C ' , ; : : ' PCC PAVEMENT, 520-A-2500 d.' (370-A-17) MIN BACKFILL CASE III - AC PVMT ON PCC PVMT STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION MiAULGATED 8Y D ASPHALT CONCRETE PAVEMENT STANDARD PLAN Pueuc wowcs STANDARDS itic. OREENBOdc C6N41Tf£E 7993 REPLACEMENT 133-3 REV. 2605, 2069 USE WITH STANDAR© SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEET 1 OF 2 ►. m 1. BACKFILL AND DENSIFICATION SHALL CONFORM TO SSPWC 306-1.3. 3. TEMPORARY RESURFACING SHALL BE PLACED PER SSPWC 306-1.5.1. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 133-3 I ASPHALT CONCRETE PAVEMENT R EPLAC EM EN T SHEET2 INLET PER CASE I, II, OR III R/W LINE _\_ N-4' (100 mm) CIP 1-1/2" (35 mm) MIN CLEAR— WALK (SEE NOTE 4}� X13 410M) BA C '150 mm A (1 T.C. UNE 7" (175 mm) OR 8" (200 mm) CF (NIOM) SA GUTTER TO MATCH EXISTING FLOW (1 f" w Z PLAN R/W PI OF MAX. SLOPE 1: I HINGE COVER AT TOP OF FRAME 1 RECTANGULAR FRAME AND COVER PER SPPWC 152 SEE NOTE 1 ---L r I_,,r- --•i mm) (150 mm), TYP TRANSITION STRUCTURE SECTION R/W FRAME k GRATE — OTE 9 1` (25 mm � MIN it —SEE NOTE 10 E k '8" (600 mm), * . rn t OF CURB LINE y' 24" 500 mm MIM CASE II INLET DROP INLET CATCH BASIN SECTION E G. R/W 24" 500 mm SEE NOTE 2 OPEN DI;CH PER IMPROVEMENT OR GRA ING PLAN 1• {2r �) WALK—\ _—`I r" CASE IIT INLET GRADED DITCH SECTION �3E3 450 18" 18' TC UNE 10M ( EXPANSION #3)) E m) { 0 mm EXXPAF7SION 2-1/2` (55 mm) MIN FOR B" (150 mm) E I mm) m FL do 7' (175 mm) CF 3-1/2" (90 mm) MIN FOR S" (200 mm) CF §6R%W PARKWAY WIDTH PER IMPROVEMENT PLAN 1/2" (10 mm CLEAR CIP(100 mm) FINISHED PARKWAY GRADE PCC WALK, 8' (200 mm) CF — NOTE 4 NOTE: APPLIES TO ANY NUMBER OF PIPES Pcc WALK, 5` (150 mm) -NOTE 4 ��- CURB P R ©F L E 8 200 mm CURB FACE j GALV WIRE FABRIC — NOTE 107 2X " ( k, i]lJV rr rri� V VF—E TOP OF CURB SEE INLET DETAILS 8• jl3 0114 ) BA E=XPANSIO 15 mm) 15 m XPANSION (100 mm) JOINT JOINT CIP E FL r //^^�� A 1 n SECTION A -A 1/2' (10 mm) CLE (IGO mm) CEP NOTE: APPLIES TO ANY NUMBER OF PIPES Z TOP—OF—CURB LINE SHOWN ON PROFILE CURB PRC ILE fi 150 mm CURB FACE STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PROWULGA7m er THE STANDARD PLAN N pJBUC YOSE INC. �Q�OCOMMITE CURB DRAIN 150-3 I 188,4 REV. 1892, 1896, 2009 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEET 1 OF 2 NOTES 1. IF THE TOP OF SLOPE IS ALLOWED WITHIN THE R/W, INLET CASE I BEGINS AT THE TOP RATHER THAN THE R/W LINE. 2. FOR OPEN DITCH (CASE INLET 111), THE 24" (600 mm) EXTENSION BEYOND THE R/W LINE IS NOT REQUIRED WHEN BACK OF WALK IS 24" (600 mm) OR MORE FROM THE R/W LINE; HOWEVER, PIPE SHALL EXTEND TO R/W LINE. 3. TOP OF INLET STRUCTURE (CASE I AND 11) TO BE FLUSH WITH ADJACENT SURFACE WHERE PRACTICAL. 4. CONSTRUCT PCC WALK WHEN SPECIFIED ON PLANS. THE CONTRACT PRICE PAID FOR PCC WALK ITEM SHALL INCLUDE WALK CONSTRUCTED IN CONJUNCTION WITH PARKWAY CULVERT. 5. °N" EQUALS NUMBER OF PIPES (MAXIMUM OF THREE) AS SPECIFIED ON PLANS. 6. INLET CASE TO BE SPECIFIED ON PLANS. 7. ANGLE A EQUALS 0', UNLESS OTHERWISE SPECIFIED. 8. TYPE, DIMENSIONS AND ELEVATIONS OF P.C.C. CURB AND GUTTER PER PLANS. 9. UNLESS OTHERWISE SPECIFIED, FRAME AND GRATE FOR CASE II INLET SHALL BE GALVANIZED CAST IRON. WEIGHT OF FRAME AND GRATE SHALL BE 80 LBS (36 kg). 10. AT LOCATIONS WITH LESS THAN 8" (200 mm) CURB FACE, USE 6x6-10/'10 (152x152—MW9.1xMW9.1) GALVANIZED WIRE FABRIC. WIRE FABRIC SHALL EXTEND 8" (200 mm) BEYOND THE EDGE OF CAST IRON PIPES. 8 SPACES 0 15/16' (24 mm) 7 BARS 0 5/8' (16 mm) 2 OUTSIDE BARS o 7 B! 22 mm OVERALL 14' (358 mm) E E E^ N_ Ej E 00000000 cn <`004 5S�5m ev-4N TOP OF GRATE OPEN AREA 52% E E 1. 13" x 13" (330 mmx 330 mm) 17'� 17' x (432 mm x 432 mm) SECTION TH1RU FR AM" GRATE FOR CASE II INLET STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 150-3 CURB DRAIN SHEET 2 Ci sT>=Ps Ei SECTION A—A Ld ry. Q U4- s• 200 m1>, (100 R #4 #13M 90 E ® � E o! DOWEL (TYP) P FLAN j DOWEL_ DETAIL STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PRd/ULGATIM BY THE /4 19 12' � 13M @ 300 mm] EACH WA FACE PLATE ASSEMBLY CURB OPENING CATCH BASIN 300-3 1984 1/4' (5 mm] R STREET, GUTTER, SHEET 1 OF USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION m OR LOCAL DEPRESSION SURFACE a 1�_ L- 3:2 SLOPE (100 mm} E i FLOW LINE h R c E (753mm FACE PLATE DOWEL E 6 (TYP) n `� �� x SCORING ! In N LINE CURB LINE I ^ 2 EXTRA [�i�13M] STEPS 4' U - Et4 S ON 2 SIDMANHOLE FRAME � I ; (100 mm) MIN m� E AND COVER 12 ! I (300 mm) MAX � CATCH BASIN E 3' MANHOLE FRAME E (75 mm) AND COVER w� w 1= Y'+ ©� L O z afz — — — OPTIONAL SUBGRADE CONNECTOR PIPE C OR MONOLITHIC Z - CATCH BASIN Jo �� ' a N B CONNECTION sT>=Ps Ei SECTION A—A Ld ry. Q U4- s• 200 m1>, (100 R #4 #13M 90 E ® � E o! DOWEL (TYP) P FLAN j DOWEL_ DETAIL STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PRd/ULGATIM BY THE STANDARD PLAN PUBLIC VWKS STANDARDS4 INC., GREENBOGk CQNAI= CURB OPENING CATCH BASIN 300-3 1984 REV, 1882, 1996, 2009 SHEET 1 OF USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION NOTES: 1. WHERE THE BASIN IS TO BE CONSTRUCTED WITHIN THE LIMITS OF EXISTING OR PROPOSED SIDEWALK OR IS CONTIGUOUS TO SUCH SIDEWALK, THE TOP SLAB OF THE BASIN MAY BE POURED EITHER MONOLITHIC WITH THE SIDEWALK OR SEPARATELY, USING THE SAME CLASS OF CONCRETE AS IN THE BASIN. WHEN POURED MONOLITHICALLY, THE SIDEWALK SHALL BE PROVIDED WITH A WEAKENED PLANE OR A 1" (25 mm) DEEP SAWCUT CONTINUOUSLY AROUND THE EXTERNAL PERIMETER OF THE CATCH BASIN WALLS, INCLUDING ACROSS THE FULL WIDTH OF THE SIDEWALK. SURFACE OF ALL EXPOSED CONCRETE SHALL CONFORM IN SLOPE, GRADE, COLOR, FINISH, AND SCORING TO EXISTING OR PROPOSED CURB AND WALK ADJACENT TO THE BASIN. 2. ALL CURVED CONCRETE SURFACES SHALL BE FORMED BY CURVED FORMS, AND SHALL NOT BE SHAPED BY PLASTERING. 3. FLOOR OF BASIN SHALL BE GIVEN A STEEL TROWEL FINISH AND SHALL HAVE A LONGITUDINAL AND LATERAL SLOPE OF 1:12 MINIMUM AND 1:3 MAXIMUM, EXCEPT WHERE THE GUTTER GRADE EXCEEDS 87, IN WHICH CASE THE LONGITUDINAL SLOPE OF THE FLOOR SHALL BE THE SAME AS THE GUTTER GRADE. SLOPE FLOOR FROM ALL DIRECTIONS TO THE OUTLET. 4. DIMENSIONS: B = 3'-2" (970 mm) V = THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE CATCH BASIN AT THE OUTLET = 4.5' (1.35 m). VU= THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT AT THE UPSTREAM END OF THE BASIN, AND SHALL BE DETERMINED BY THE REQUIREMENTS OF NOTE 3, BUT SHALL NOT BE LESS THAN CURB FACE PLUS 12" (300 mm). VI = THE DIFFERENCE 1N ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE INLET, NOTED ON THE PLANS. H = NOTED ON THE PLANS. W = NOTED ON THE PLANS. A = THE ANGLE, IN DEGREES, INTERCEPTED BY THE CENTERLINE OF THE CONNECTOR PIPE AND THE CATCH BASIN WALL TO WHICH THE CONNECTOR PIPE IS ATTACHED. 5. PLACE CONNECTOR PIPES AS INDICATED ON THE PLANS. UNLESS OTHERWISE SPECIFIED, THE CONNECTOR PIPE SHALL BE LOCATED AT THE DOWNSTREAM END OF THE BASIN. WHERE THE CONNECTOR PIPE IS SHOWN AT A CORNER, THE CENTERLINE OF THE PIPE SHALL INTERSECT THE INSIDE CORNER OF THE BASIN. THE PIPE MAY BE CUT AND TRIMMED AT A SKEW NECESSARY TO INSURE MINIMUM 3" (80 mm) PIPE EMBEDMENT, ALL AROUND, WITHIN THE CATCH BASIN WALL, AND 3" (75 mm) RADIUS OF ROUNDING OF STRUCTURE CONCRETE, ALL AROUND, ADJACENT TO PIPE ENDS. A MONOLITHIC CATCH BASIN CONNECTION SHALL BE USED TO JOIN THE CONNECTOR PIPE TO THE CATCH BASIN WHENEVER ANGLE A" IS LESS THAN 70' OR GREATER THAN 110', OR WHENEVER THE CONNECTOR PIPE IS LOCATED IN A CORNER. THE OPTIONAL USE OF A MONOLITHIC CATCH BASIN CONNECTION IN ANY CASE IS PERMITTED. MONOLITHIC CATCH BASIN CONNECTIONS MAY BE CONSTRUCTED TO AVOID CUTTING STANDARD LENGTHS OF PIPE. 6. STEPS SHALL BE LOCATED AS SHOWN. IF THE CONNECTOR PIPE INTERFERES WITH THE STEPS, THEY SHALL BE LOCATED AT THE CENTERLINE OF THE DOWNSTREAM END WALL. STEPS SHALL BE SPACED 12" (300 mm) APART. THE TOP STEP SHALL BE 7" (175 mm) BELOW THE TOP OF THE MANHOLE AND PROJECT 2-1/2" (65 mm). ALL OTHER STEPS SHALL PROJECT 5" (130 mm). 7. DOWELS ARE REQUIRED AT EACH CORNER AND AT 7' (2 m) ON CENTER (MAXIMUM) ALONG THE BACKWALL. 8. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN: 308 MONOLITHIC CATCH BASIN CONNECTION 309 CATCH BASIN REINFORCEMENT 310 CATCH BASIN FACE PLATE ASSEMBLY AND PROTECTION BAR 312 CATCH BASIN MANHOLE FRAME AND COVER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 300-3 CURB OPENING CATCH BASIN SHEET 2 OF 2 DOWELS (TYP WG 1 1/2' (40 mm) CLEAR (13M) [� ■p UR8 OPENING C ATC H D ASI N WITH r- -- # Q12' 301-3 i940 (�!i mm} I� —� I� I I ni CLEAR -------- WG 1 1/2' (40 mm) CLEAR (13M) [� ■p UR8 OPENING C ATC H D ASI N WITH — — — — — — —--- - -- # Q12' 301-3 REV. 189$, 1969, 2009 (�!i mm} 12` mm (#(30) —� 1 1/2' (40 mm) I ni CLEAR -------- -- CURB AB -CENTER SUPPORTFLOW FOR MULTIPLE GRATES FLOW LINE/� w PLAN FACE PLATE ASSEMBLY FRAME AND CENTER SUPPORT GRATING t FOR MULTIPLE v' GRATES 6" (150 mm) R 4' (100 mm) MIN t 12' (3007 mm) MAX C - CURB' FLOW c It `-24' (6p❑ mm) 12" (3030 mm} MIN MIN 1<:tx MlN y OPTIONAL ROUGHENED CONST JOINT (TYP} OPTIONALT SECTION B—B ��SUBGR DE STREET, GUTTER, OR LOCAL DEPRESSION SURFACE DOWELS (TYP B FACE PLATE ASSEMBLY w /4' (S mm) R �1 -CURB FACE + H d # I� 1 2m 5 ,!1 #' ( m) }jj-1/4' (5 mm) R � i I o i 1.1 0 civ � _2-1.1 2' S0 mm j (648 mi 4'-6' l.35 m t .. ----- 3j (75 mm) L----------+�---- OPTIONAL SUBGRADE SECTION A -A FRAME AND 44 GRATING CONNECTOR PIPE OR MONOLITHIC CATCH BASIN CONNECTION - 3:2 SLOPE 3' (75 mm) R t SECTION C -C 8' 200 mm 3M #4 90' E E urt DOWEL DETAIL STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PRONUISSATFD BY TWE [� ■p UR8 OPENING C ATC H D ASI N WITH STANDARD PLAN rustic YA FifCs STMIo,�ums. INC—,, `'�` e:�m"" GRATING(S) AND DEBRIS SKIMMER 301-3 REV. 189$, 1969, 2009 SHEET l OF 3 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION STANDARD FLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN STRUCTURAL DATA 301-3 WAIL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS MAXIMUM WALL t FRONT REAR END FLOOR W GRATES V 7' (2.0 rn) 1 4' (1.2 m) 6' (150 mm) 8' (200 mm) 10' (250 mm) 6' (150 mm) 8' (200 mm) 10' (250 mm) 10' (250 mm) 6' (150 mm) 8' (200 mm) 6" (150 mm) 8' (200 mm) 10' (250 mm) 10" (250 mm) NO REINFORCEMENT REQUIRED REINFORCEMENT REQUIRED 7' (2.0 m) 1 8' (2.4 m) 7' (2.0 m) 1 10' (3.0 m) - 14' (4.0 m) 3 4' (1.2 m) 14' (4.0 rn) 2 8' (2.4 m) 14` (4.0 m) 2 10' (3.0 m) 14' (4.0 m) 2 12' (3.5 m) 28' (9.0 m) 6 4' (1.2 m) 28' (9.0 m) 6 6' (1.8 m) - 28' (9.0 m) 7 4' (1.2 m) 28' (9.0 m) 7 8' (2.4 rn} 28' (9.0 m) 7 10' (3.0 m) 28' (9.0 m) 7 12' (3.5 m) FOR W > 28' (9 m), V > 12' (3.5 m) OR NO. OF CRATES 7 7 SEE PLANS STANDARD FLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 301-3 CURB OPENING C ATC H BASIN WITH GRATINGS AND DEBRIS SKIMMER SHEET 2 OF 3 N OTES: 1. WHERE THE BASIN IS TO BE CONSTRUCTED WITHIN THE LIMITS OF EXISTING OR PROPOSED SIDEWALK OR IS CONTIGUOUS TO SUCH SIDEWALK, THE TOP SLAB OF THE BASIN MAY BE POURED EITHER MONOLITHIC WITH THE SIDEWALK OR SEPARATELY, USING THE SAME CLASS OF CONCRETE AS IN THE BASIN. WHEN POURED MONOLITHICALLY, THE SIDEWALK SHALL BE PROVIDED WITH A WEAKENED PLANE OR A 1" (25 mm) DEEP SAWCUT CONTINUOUSLY AROUND THE EXTERNAL PERIMETER OF THE CATCH BASIN WALLS, INCLUDING ACROSS THE FULL WIDTH OF THE SIDEWALK. SURFACE OF ALL EXPOSED CONCRETE SHALL CONFORM IN SLOPE, GRADE, COLOR, FINISH, AND SCORING TO EXISTING OR PROPOSED CURB AND WALK ADJACENT TO THE BASIN. 2. ALL CURVED CONCRETE SURFACES SHALL BE FORMED BY CURVED FORMS, AND SHALL NOT BE SHAPED BY PLASTERING. 3. FLOOR OF BASIN SHALL BE GIVEN A STEEL TROWEL FINISH. FLOOR OF GRATING PORTION SHALL HAVE A LONGITUDINAL AND LATERAL SLOPE OF 1:12 MINIMUM AND 1:3 MAXIMUM, EXCEPT WHERE THE GUTTER GRADE EXCEEDS 87% IN WHICH CASE THE LONGITUDINAL SLOPE OF THE FLOOR SHALL BE THE SAME AS THE GUTTER GRADE, SLOPE FLOOR FROM ALL DIRECTIONS TO THE OUTLET. 4. 'DIMENSIONS: V = THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE CATCH BASIN AT THE OUTLET - 4.5' (1.35 m).. V I = THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE INLET, NOTED ON THE PLANS. H = NOTED ON THE PLANS. W = 7' (2 m) UNLESS OTHERWISE NOTED ON THE PLANS. WG= 2'--11 3/8" (900 mm) FOR ONE GRATING; ADD 3'-5 3/8" (1051 mm) FOR EACH ADDITIONAL GRATING. ONE GRATING IS REQUIRED UNLESS OTHERWISE SHOWN ON THE PLANS. A = THE ANGLE, IN DEGREES, INTERCEPTED BY THE CENTERLINE OF THE CONNECTOR PIPE AND THE CATCH BASIN WALL TO WHICH THE CONNECTOR PIPE IS ATTACHED. 5. PLACE CONNECTOR PIPES AS INDICATED ON THE PLANS. UNLESS OTHERWISE SPECIFIED, THE CONNECTOR PIPE SHALL BE LOCATED AT THE DOWNSTREAM END OF THE BASIN. WHERE THE CONNECTOR PIPE IS SHOWN AT A CORNER, THE CENTERLINE OF THE PIPE SHALL INTERSECT THE INSIDE CORNER OF THE BASIN. THE PIPE MAY BE CUT AND TRIMMED AT A SKEW NECESSARY TO INSURE MINIMUM 3" ((80 mm) PIPE EMBEDMENT, ALL AROUND, WITHIN THE CATCH BASIN WALL. AND 3" (75 mm) RADIUS OF ROUNDING OF STRUCTURE CONCRETE, ALL AROUND, ADJACENT TO PIPE ENDS. A MONOLITHIC CATCH BASIN CONNECTION SHALL BE USED TO JOIN THE CONNECTOR PIPE TO THE CATCH BASIN WHENEVER ANGLE A" IS LESS THAN 70' OR GREATER THAN 110'. OR WHENEVER THE CONNECTOR PIPE IS LOCATED IN A CORNER. THE OPTIONAL USE OF A MONOLITHIC CATCH BASIN CONNECTION IN ANY CASE IS PERMITTED. MONOLITHIC CATCH BASIN CONNECTIONS MAY BE CONSTRUCTED TO AVOID CUTTING STANDARD LENGTHS OF PIPE. 6.. STEPS SHALL BE LOCATED AS SHOWN. IF THE CONNECTOR PIPE INTERFERES WITH THE STEPS, THEY SHALL BE LOCATED ON THE FRONT WALL AT THE CENTERLINE OF THE DOWNSTREAM GRATING. STEPS SHALL BE SPACED 12" (80 mm) APART. THE TOP STEP SHALL BE 7" (175 mm) BELOW THE TOP OF THE GRATING AND PROJECT 2-1/2" (65 mm). ALL OTHER STEPS SHALL PROJECT 5" (130 mm). 7. DOWELS ARE REQUIRED AT EACH CORNER AND AT 7' (2 m) ON CENTER (MAXIMUM) ALONG THE BACKWALL. 8. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN: 308 MONOLITHIC CATCH BASIN CONNECTION 309 CATCH BASIN REINFORCEMENT 310 CATCH BASIN FACE PLATE ASSEMBLY AND PROTECTION BAR 311 FRAME AND GRATING FOR CATCH BASINS 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 301--3 CURB OP KING CATCH BASIN WITH GRATINGS) AND DEBRIS SKIMMER SHEET 3 OF 3 A LOCATION TI 3. DEPRESSED DRIVEWAY CURB GRATE CURB r CURB FACE + H FRAME AND GRATING r is ail2 STREET, GUTTER OR LOCAL DEPRESSI( :)S -f ......I I SURFACE CENTER SUPPORT FOR MULTIPLE GRATES 11' 47 (5 mm) ( P) EPS CENTER SUPPORT FOR MULTIPLE GRATES - -4- - - - - - - - - - - - CONNECTOR PIPE OR OPTIONAL ROUGHENED MONOLITHIC CATCH CONSTRUCTION JOINT R E R N R P 0 OPTIONAL L �LIG� 7 0 PI Z -1 AT H CONSTRU CTI ON J1 TI CATCH (TYPICAL) 0 BASIN CONNECTION (TYPICAL) OPTIONAL SUBGRADE SECTION A -A FLOW LINE CURB PLAN PROMULGATED BY THE STRUCTURAL DATA STANDARD PLAN WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS NO. OF GRATES 303-3 E t REINFORCEMENT FOR WALLS AND SLABS E 4' 1/2' (648 mm) i o NOT REQUIRED -2'-1 - 1-2 10' (3.0 m) 1D" (250 mm) 1-2 12' EPS CENTER SUPPORT FOR MULTIPLE GRATES - -4- - - - - - - - - - - - CONNECTOR PIPE OR OPTIONAL ROUGHENED MONOLITHIC CATCH CONSTRUCTION JOINT R E R N R P 0 OPTIONAL L �LIG� 7 0 PI Z -1 AT H CONSTRU CTI ON J1 TI CATCH (TYPICAL) 0 BASIN CONNECTION (TYPICAL) OPTIONAL SUBGRADE SECTION A -A FLOW LINE CURB PLAN STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PROMULGATED BY THE STRUCTURAL DATA STANDARD PLAN WALL AND SLAB DIMENSIONS AND REINFORCEMENT REQUIREMENTS NO. OF GRATES 303-3 MAX v t REINFORCEMENT FOR WALLS AND SLABS 1-2 4' (1.2 m) 6" (150 mm) NOT REQUIRED 1-2 --8'L2.4 M) B' (200 rnmL - 1-2 10' (3.0 m) 1D" (250 mm) 1-2 12' 3.5 m) 10' (250 mrn) REQUIRED 3-4 4' (1.2 m) 6' (150 mm) NOT REQUIRED _ 3-4 7' (2.0 m) 8" (200 mm) 3-4 6' (2.4 m) 8" f 200 mm REQUIRED 3-4 12' (15 m) 10' (25D mm) 5-6 4' (1-2 r -n) 6, (ISO rnmL— NOT REQUIRED 5-6 6' (i.a m) 8" (200 mm) 5-6 8'_L2.4 _rn) 5" (200 mm) REQUIRED 5-6 12'_(3.5 rr) 8- (200 mm) * 6 4 , .2 m 6" (150 mm) * 6 8' (2.4 m) 8- (200 mm) * 6 12- (3.5 m) 10- (250 mm) STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PROMULGATED BY THE STANDARD PLAN PUSUC WORKS S7ANOARDS, NC., GREniscoK COMMITTEE CURBSIDE GRATING CATCH BASIN I 303-3 1964 REV, 1992, 1998, 2000 SHEET 1 OF USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION N OTES: 1. SURFACE OF ALL EXPOSED CONCRETE SHALL CONFORM IN SLOPE GRADE, COLOR, FINISH, AND SCORING TO THE EXISTING OR PROPOSED CURB ADJACENT TO THE BASIN. 2. ALL CURVED CONCRETE SURFACES SHALL BE FORMED BY CURVED FORMS, AND SHALL NOT BE SHAPED BY PLASTERING. 3. FLOOR OF BASIN SHALL BE GIVEN A STEEL TROWEL FINISH AND SHALL HAVE A LONGITUDINAL AND LATERAL SLOPE OF 1:12 MINIMUM AND 1:3 MAXIMUM, EXCEPT WHERE THE GUTTER GRADE EXCEEDS 87.., IN WHICH CASE THE LONGITUDINAL SLOPE OF THE FLOOR SHALL BE THE SAME AS THE GUTTER GRADE. SLOPE FLOOR FROM ALL DIRECTIONS TO THE OUTLET. 4. ONE GRATING IS REQUIRED UNLESS OTHERWISE SHOWN ON THE PLANS. 5. DIMENSIONS: V = THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT OF THE CATCH BASIN AT THE OUTLET = 4.5' (1.35 m). VI = THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT AT THE UPSTREAM END OF THE BASIN, AND SHALL BE DETERMINED BY THE REQUIREMENT'S OF NOTE 3, BUT SHALL NOT BE LESS THAN CURB FACE PLUS 12" (300 mm). VU= THE DIFFERENCE IN ELEVATION BETWEEN THE TOP OF THE CURB AND THE INVERT AT THE INLET. NOTED ON THE PLANS, H = NOTED ON THE PLANS. W = 2'-11 3/8" (900 mm) FOR ONE GRATING; ADD 3'-5 3/8" (1051 mm) FOR EACH ADDITIONAL GRATING. A = THE ANGLE, IN DEGREES, INTERCEPTED BY THE CENTERLINE OF THE CONNECTOR PIPE AND THE CATCH BASIN WALL TO WHICH THE CONNECTOR PIPE IS ATTACHED. 6. PLACE CONNECTOR PIPES AS INDICATED ON THE PLANS. UNLESS OTHERWISE SPECIFIED, THE CONNECTOR PIPE SHALL BE LOCATED AT THE DOWNSTREAM END OF THE BASIN. WHERE THE CONNECTOR PIPE IS SHOWN AT A CORNER, THE CENTERLINE OF THE PIPE SHALL INTERSECT THE INSIDE CORNER OF THE BASIN. THE PIPE MAY BE CUT AND TRIMMED AT A SKEW NECESSARY TO INSURE MINIMUM0 m}} 3" 80 mm PIPE EMBEDMENT, ALL AROUND, WITHIN THE CATCH BASIN LL AROUND ADJACENT TO PPE AND 3- (E�NDS72 MONOLITRADIUS HIC C CATCHNBA N CONN CTION SHG OF STRUCTURE ALL BE USED TO JOIN THE CONNECTOR PIPE TO THE CATCH BASIN WHENEVER ANGLE "A" IS LESS THAN 70' OR GREATER THAN 110', OR WHENEVER THE CONNECTOR PIPE IS LOCATED IN A CORNER. THE OPTIONAL USE OF A MONOLITHIC CATCH BASIN CONNECTION IN ANY CASE IS PERMITTED. MONOLITHIC CATCH BASIN CONNECTIONS MAY BE CONSTRUCTED TO AVOID CUTTING STANDARD LENGTHS OF PIPE. 7. STEPS SHALL BE LOCATED AS SHOWN. IF THE CONNECTOR PIPE INTERFERES WITH THE STEPS, THEY SHALL BE LOCATED AT THE CENTERLINE OF THE DOWNSTREAM GRATING. STEPS SHALL BE SPACED 12" (300 mm) APART. THE TOP STEP SHALL BE 7" (175 mm) BELOW THE TOP OF THE GRATING AND PROJECT 2 1/2" (65 mm). ALL OTHER STEPS SHALL PROJECT 5" (130 mm). 8. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN: 308 MONOLITHIC CATCH BASIN CONNECTION 309 CATCH BASIN REINFORCEMENT 311 FRAME AND GRATING FOR CATCH BASINS 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 303-3 CURBSIDE GRATING CATCH BASIN SHEET F r--lim- A CASE A i -^^'CURB OPENING 2, 600 mm 1 WD I CATCH BASIN WHERE NO EXST GUTTER B CURB FACE I r` POINT A POINT B POINT rA POINT D• POINTE 'AI PSG C,E I= `° RIC ~1� r POINT F N K 'A FLOW POINT A OPEN PAINT B POENT C � B POINT G Lam• L POINT r ^ — CURB OPENING G C B I WCATCH BASIN CASI C r� POINT A �¢¢a, PAINT B POINT D• POINT C11 POINT F C POINT G N L ��•• L FLOW I POINT A POINT B,,- POINT C SECTION A -A PLAN m N FLOW PROFILE PLAN N �Low —_ PROFILE SECTION B—B SECTION C—C STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION P OHULUTEO " w STANDARD PLAN CO PMXNBOM L=C "'°R"ScoAtti"YF4EE ` m LOCAL DEPRESSIONS AT CATCH BASINS 313-31494 REV. 744a, 2009. 2004 SHEET 1 OF 4 USE WITH STANDARD SPECIFICATIONS FOR PUQUC WORKS CONSTRUCTION E C C C w D �`CURB—SIDE a CURB—OPENING PLA GRATING CATCH BASIN w% CATCH BASIN GRATING POINT A POINT B POINT D POINTE I POINT C D� STR' 5�fRA*1 If VA�EY T AO6 POINT F --■� POINT G N L w L N Q POINT A GRATE � OPENPOINTD PROFILE POINT B POINT C row -Q CASE Q E------- -----I CURB OPENING PLAN w CATCH BASIN POINT A POINT B POINT C S'T,p POINTDZ _ POINT E GRAZING MANHOLE & DEBRIS --1 IN STREET SKIMMER POINT F STRAIGHT GRADE E POINT G N K I SAI -LEY '� L N D GRATE OR MANHOLE OPEN POINT D PROFILEPOINT A POINT B POINT C U e w + GRATING iv E `-' 'MANHOLE � � �� 7 > > a SECTION Q—Q SECTION E—E STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 313-3 LOCAL DEPRESSIONS AT CATCH BASINS SHEET 2 OF CASE E row -c CURB OPENING CATCH BASIN PLAN POINT E LSC STRAIGHT GRADE VALLEY K K CASE Fr -r•- CURB -SIDE wD CURB -OPENING PLAN STRAIGHT GRADE GRATING CATCH BASIN w/ STRAIGHT GRADE VALLEY CATCH BASIN GRATING VALLEY �POINTB I rPONT C POINT E POINT P K CASE G STRAIGHT GRADE f-----------� I wn I POINT 8', POINT E -I IN POINT P POINT S K GRATING & DEBRIS SKIMMER POINT B (CASE F AND POINT B (CASE POINT yc K r4mw.c CURB OPENING PLAN CATCH BASIN STRAIGHT GRADE VALLEY OPEN POINT C (CASE E AND G) - POINT C (CASE PROFILE CASES Fy E. G STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 313-3 LOCAL DEPRESSIONS AT CATCH BASINS ___ SHEET 3 OF 4 NOTES: 1. ALL EXPOSED EDGES SHALL BE ROUNDED TO A 1/2" (15 mm) RADIUS. 2. THE CURB FACE AT POINTS A AND D SHALL BE THE NORMAL CURB FACE OF THE ADJACENT CURB. AT POINTS B AND C, THE CURB FACE SHALL BE THE NORMAL CURB FACE OF THE ADJACENT CURB PLUS H. (SEE APPLICABLE CATCH BASIN STANDARD PLAN.) 3. IN EXISTING STREETS WHERE NO PAVEMENT RECONSTRUCTION IS SPECIFIED ON THE PLANS, THE ELEVATION OF THE OUTER EDGE OF THE LOCAL DEPRESSION SHALL MEET THE FINISHED STREET SURFACE. 4. IN NEW STREETS OR IN EXISTING STREETS WHERE PAVEMENT RECONSTRUCTION IS SPECIFIED ON THE PLANS: THE ELEVATIONS OF POINTS F AND G SHALL BE SET H1 HIGHER THAN THE GUTTER FLOW LINE ELEVATIONS AT POINTS A AND D, RESPECTIVELY. THE ELEVATIONS OF POINTS P AND R SHALL BE SET H2 HIGHER THAN THE GUTTER FLOW LINE ELEVATIONS AT POINTS B AND C, RESPECTIVELY. THE ELEVATION OF POINT S SHALL BE SET H2 HIGHER THAN THE ELEVATION AT THE NEAREST GUTTER FLOW LINE. WHERE THERE IS NO GUTTER ADJACENT TO THE LOCAL DEPRESSION, THE ELEVATION OF POINT E SHALL BE SET H3 HIGHER THAN THE ELEVATION AT THE NEAREST TOE OF CURB. 5. DIMENSIONS: H, H1, H2 AND H3 SHALL BE AS NOTED ON THE PLANS. G = 24" (600 mm) K = 5'-0" (1500 mm) L = 6'-0" (1800 mm) M = 4'--0" (1200 mm) N = 5'-0" (1500 mm) WD = CATCH BASIN W FOR SINGLE CATCH BASIN OR DISTANCE BETWEEN EXTREME END WALLS FOR MULTIPLE CATCH BASINS. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 313-3 LOCAL DEPRESSIONS AT CATCH BASINS SHEET 4 OF 4 E B STREET GRADE " o EDGES TO BE ROUND d TO 3" (75 mm) R E mE 'JA At 610 mm IN PAVED STREETS _ R = I D E ¢ OF SPUR t SHAFT PER 9` (225 mrnt---- 6" (150 mm) _ MIN ALL STEEL REINF X14 0 4' (#13M 4 100 mm) I w `') E *Q 1 + DETAIL "N" PLAN I B (RINGS AND COVER NOT SHOWN) PLAN SEE NOTE 1 SHAFT NOT SHOWN STREET GRADE MANHOLE FRAME CONCRETE RINGS STANDARD PLAN AND COVER PER PER SPPWC 324 MAIN UNE IDS 33" (825 mm) OR SMALLER 24" SPPWC 8+30 OMIT THIS STEP � 610 mm IN PAVED STREETS _ MANHOLE E ¢ SHAFT PER 9` (225 mrnt---- E m �_ SPPWC 324 16' (400 mm) FOR PAVED STREETS, w `') E 3'-0' (900 mm) 2'-2" (650 mm) '� F in STREETS FOR UN- PAVED STREETS _- 125 mm) 5"x2' (125 mm x 50 mm) PIPE SEAT E 75 mm -6 1050 m T ROUND EDGES OF INLETS " 125 mm� ROUND EDGES 2 1 2' 15 INLET ELEVATION APPLIES AT THIS POINT SECTION A -A STATION LINE S -O" (900 mm) 8" (200 STEPS 18' (450 mm) rill, 3' (75 mm) 4" (100 mm) I L#2T-8' (2 00 mm , 4" (100 mm) 8" (200 mm} — OPTIONAL BOTTOM SECTION B --B 8' (200 mm) )E POINTS, NOTE 5 STREET GRADE 5'x1" (125 x 25 mm) RING SEAT uiLi w U) N lil E 0 x � w — U) SECTION C -C TABLE OF VALUES FORM SEE NOTE 1 SECTION PAVED STREET UNPAVED STREET MAX I MIN MAX MIN A -A 2'-10 1/2" 867 mm 3"-6" 1060 mm C -C 11' 282 mm 8 1/2" 217 mm 16" 410 mm 15" (380 mm) STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PR BY MANHOLE PIPE—TO—PIPE (ONE OR BOTH STANDARD PLAN WDRKS ST RD Pug OR WORKS STANDARDS INC-i� ��a°19 2 MAIN UNE IDS 33" (825 mm) OR SMALLER -� REV. 1996. 2009 - SHEET 1 OF 3 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION NOTES 1. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 2'-10 1/2" (867 mm) FOR PAVED STREETS OR 3'-6" (1060 mm) FOR UNPAVED STREETS, CONSTRUCT SHAFT PER SECTION C -C AND DETAIL "N". DEPTH M MAY BE REDUCED TO AN ABSOLUTE LIMIT OF 6" (150 mm) WHEN LARGER VALUES OF M WOULD REDUCE H IN SECTION C -C TO 3'-6" (1060 mm) OR LESS. 2. H (IN SECTION A -A AND B -B) SHALL NOT BE LESS THAN 4'-0" (1.2 m), BUT MAY BE INCREASED PROVIDED THAT THE VALUE OF M SHALL NOT BE LESS THAN THE MINIMUM SPECIFIED AND THAT THE REDUCER SHALL BE USED. FOR H (IN SECTION C -C) SEE NOTE 1. 3. L SHALL BE 4'-0" (1.2 m) UNLESS OTHERWISE SHOWN. L MAY BE INCREASED OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS, BUT ANY CHANGE IN LOCATION OF THE SPUR MUST BE APPROVED BY THE ENGINEER. 4. T SHALL BE 8" (200 mm) FOR VALUES OF H UP TO AND INCLUDING 8'-0" (2.4 m) AND 10" (250 mm) FOR VALUES OF H OVER 8'-0" (2.4 m). 5. STATIONS OF MANHOLES SHOWN ON PLANS APPLY AT CENTERLINE OF SHAFT. ELEVATIONS ARE SHOWN AT CENTERLINE OF SHAFT AND REFER TO THE PROLONGED INVERT GRADE LINES. SEE NOTE 3. 6, REINFORCEMENT SHALL CONFORM TO ASTM A 615, GRADE 40 (ASTM A 615M, GRADE 300), AND SHALL TERMINATE 1 1/2" (40 mm) CLEAR OF CONCRETE SURFACES UNLESS OTHERWISE SHOWN. 7. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. B. BODY OF MANHOLE SHALL BE POURED IN ONE CONTINUOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SHALL NOT BE LESS THAN 8" (200 mm). 10. STEPS SHALL CONFORM TO SPPWC 635 OR 636. UNLESS OTHERWISE SHOWN, STEPS SHALL BE UNIFORMLY SPACED 14" (350 mm) TO 15" (375 mm) OC. THE LOWEST STEP SHALL NOT BE MORE THAN 24" (600 mm) ABOVE THE LEDGE AT THE SIDE OF THE MANHOLE. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 321-2 MANHOLE PIPE -TO -PIPE ONE OR BOTH MAIN LINE IDS a 33" (825 mm) 4R SMALLER) SHEET 2-0E-3 11. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE: A. MAIN LINE = 33" (825 mm) INSIDE DIAMETER OR LESS. (EXCEPTION - iF THE MAIN LINE RCP DOWNSTREAM OF THE MANHOLE IS 36" (900 mm) TO 42" (1050 mm) INSIDE DIAMETER AND THE MAIN LINE RCP UPSTREAM IS 33" (825 mm) OR LESS.) SPPWC 320 OR 322 IS NOT APPLICABLE WHERE THE MAIN LINE CONDUIT IS LESS THAN 36" (900 mm) IN DIAMETER. B. SEE SECTION A - A. THE MAXIMUM SIZE LATERAL THAT MAY BE CONNECTED TO THIS MANHOLE IS SUCH THAT THE DISTANCE FROM THE OUTSIDE (TOP) OF THE LATERAL TO THE (BOTTOM OF THE 8" (200 mm) THICK TOP OF THE MANHOLE CHAMBER, MEASURED VERTICALLY FROM THE END OF THE RCP, SHALL BE A MINIMUM OF 6" (150 mm). C. IF THE SIZE OF THE LATERAL IS SUCH THAT THE ABOVE-SPECIFIED MINIMUM DISTANCES CANNOT BE MAINTAINED, THEN ONE OF THE FOLLOWING ALTERNATE SOLUTIONS MUST BE USED.. 1. PROVIDE A SPECIAL STRUCTURE. 2. PROVIDE TWO STANDARD STRUCTURES, CONSISTING OF THIS MANHOLE PLACED UPSTREAM OR DOWNSTREAM FROM THE APPLICABLE JUNCTION STRUCTURE OR TRANSITION STRUCTURE. 12. MANHOLE FRAME AND COVER SHALL CONFORM TO SPPWC 630 UNLESS OTHERWISE SHOWN. 13. MANHOLE SHAFT SHALL CONFORM TO SPPWC 324 UNLESS OTHERWISE SHOWN. 14. WHERE A MANHOLE SHAFT - 36" (900 mm) WITHOUT REDUCER IS SPECIFIED REFER TO SPPWC 336. 15. 'WHERE A PRESSURE MANHOLE SHAFT -- WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO SPPWC 328. 16. WHERE A PRESSURE MANHOLE SHAFT - 36" (900 mm) WITHOUT REDUCER IS SPECIFIED REFER TO SPPWC 329. 17. THE FOLLOWING SPPWC ARE INCORPORATED HEREIN: 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 36" (900 mm) WITHOUT REDUCER 328 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 36" (900 mm) WITHOUT REDUCER 630 24""(610 mm) MANHOLE FRAME AND COVER 633 36 (900 mm) MANHOLE FRAME AND COVER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 321-2 MANHOLE PIPE -TO -PIPE (ONE BOTH OTH�^ �r t MAIN LINE IDS = 33" 825 C1' m OR SMA� L r R OR SHEET 3 OF 3 CONC PIPE UNDISTURBED EARTH EXISTING RCMAIN LINE F' STORM DRAIN �EXISTING RC BOX _ STORM DRAIN PLAN CHIP PIPE TO SURFACE OF CONCRETE AND ROUND EDGES � f r • y CONC PIPE I SUPPORT PIPE ACROSS (TRENCH WITH 450-C-2040 BACKF LL14)SEENCRETE NOTE 3 SECTION B -B CASE 1 PLAIN CONCRETE PIPE ❑ = 24" (600 mm) MAX VARIES TO SUIT CONDITIONS SADDLE PLAN MORTAR A"D UM BEARING SURFACE = 00/2 SECTION C -C SADDLE CASE 2 SADDLE CONNECTION )RTAR 8" (200 mm) MAX STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION BY PU13UCR PIPE CONNECTIONS TO STANDARD PLAN VXAKS Nr- OREEHHO104 COMMITTEE EXISTING STORM DRAINS 335-2 I REV. 1998, 2009 SHEET 1 OF 3 USE WITH STANDARD SPECIFICA71ONS FOR PUBLIC WORKS CONSTRUCT10N t MAIN L]NE EXISTING RC BOX STORM DRAIN EXISTING RCP STORM DRAIN LA 45,0 r E ► ► aS �r r � I �r� 3 4' \ CLASS C MORTAR JE (1 00 mm) RCP —' CSP OR RCP UNDISTURBED EARTH SUPPORT PIPE ACROSS TRENCH WTH 450-C-2000 265-C-14) CONCRETE BACKFILL. SEE NOTE PLAN CSP OR RCP CORRUGATED STEEL. BAND CONNECTOR (CS BAND CONNECTOR NOT NEEDED FOR RCP) BURN OR CUT PIPE TO SURFACE OF CONCRETE AND ROUND EDGES OF RCP SECTION E -E OPTIONAL RECTANGULAR COLLAR MINIMUM BEARING OD SURFACE - OD/2 SECTION F -F DIAMETER OF CSP MIN GAGE 15" (375 mm) - 21" (525 mm) 16 24" (600 mm) 14 CASE 3 RCP OR CSP D - 24' (600 mm) MAX STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION! STANDARD PLAN .335-2 PIPE C ONNEC TIONS TO EXISTING STORM DRAINS SHEE-T 2 OF 3 NOTES CASE 1 AND CASE 3 1. OUTSIDE DIAMETER OF THE CONNECTOR PIPE SHALL NOT BE GREATER THAN 1/2 THE INSIDE DIAMETER OF THE RCP MAIN LINE. 2. INSIDE DIAMETER D OF THE CONNECTOR PIPE SHALL NOT BE GREATER THAN 24" (5010 mm). 3. THE MINIMUM OPENING INTO THE EXISTING STORM DRAIN SHALL BE THE OUTSIDE DIAMETER OF THE CONNECTING PIPE PLUS 1" (30 mm). THE CONCRETE BACKFILL SUPPORTING THE CONNECTING PIPE MAY BE OMITTED IF THE PIPE IS LAID ON UNDISTURBED EARTH TO STORM DRAIN WALL. 4. ALL CSP AND FITTINGS SHALL BE GALVANIZED. BAND CONNECTORS MAY BE 2 GAGES LIGHTER THAN THE PIPE, BUT WITH A MINIMUM GAGE OF 16. THEY SHALL BE CONNECTED AT THE ENDS BY ANGLES HAVING MINIMUM DIMENSIONS OF 2"x2"x3/16" (50 mm x 50 mm x 5 mm) AND 5 1/2" (140 mm) BOLTS. 5. WHEN JOINING A RCP CONNECTOR PIPE TO A CSP CONNECTOR PIPE, THE INSIDE DIAMETER D OF THE CSP SHALL BE AT LEAST EQUAL TO BUT NOT MORE THAN 3" (75 mm) GREATER THAN THAT OF THE RCP. 6. CONNECTOR PIPES SHALL BE NOT MORE THAN 5' (1.5 m) ABOVE THE INVERT. 7. CONNECTOR PIPES SHALL ENTER MAIN LINE RCP RADIALLY. B. WHEN CONNECTING TO A RCB, SPPWC 333 SHALL BE USED IF THE TOP OF THE CONNECTOR PIPE IS LESS THAN 12" (300 mm) BELOW THE SOFFIT OF THE RCB OR THE FLOW LINE OF THE PIPE IS LESS THAN 13" (330 min) ABOVE THE FLOOR OF THE RCB AT THE INSIDE FACE. CASE 2 9. SADDLE CONNECTIONS SHALL BE USED WHEN CONNECTING TO PIPES 21" (52.5 mm) OR LESS IN DIAMETER WITHOUT THE USE OF JUNCTION STRUCTURES OR PRECAST Y BRANCHES. 10. TRIM OR CUT SADDLE TO FIT SNUGLY OVER THE OUTSIDE OF THE MAIN PIPE SO ITS AXIS WILL BE ON THE LINE AND GRADE OF THE CONNECTING PIPE. 11. THE OPENING INTO THE PIPE SHALL BE CUT AND TRIMMED TO FIT THE SADDLE SO THAT NO PART WILL PROJECT WITHIN THE BORE OF THE SADDLE PIPE. 12. THE CONNECTOR PIPE SHALL BE SUPPORTED AS SHOWN IN CASE 1 AND CASE 3. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 335--2 PIPE CONNECTIONS TO EXISTING STORM DRAINS SHEET 3 OF 3 #4 0 12" (#13M 0 300 mm) L/2 (TYP) I � I I I I1 04 I { ! NEW OR_ 0 1 �O EXST PIPE I 1 �1 FLOW g i 1 o eke r I 11O (#13M 0 300 mm 3-�4 (#13M) CIRCULAR TIES, SE NOTE 9 6" MIN, 150 mm CUT ---------- NO. 2 NO. 1 LINE— Q0 CUT' NO. 2 LINE 6" MIN. CUT N( 150 mm 3.14 (DO , DETA[L "A" (SEE NOTE 10) SONO -TUBE, OR EQUAL, INTERIOR FORK[ CUT NC. 1: SAW THE TUBE AT AN ANGLE OF A/2 WITH THE TRANSVERSE PLANE. REVERSE ONE SECTION AND TAPE BOTH SECTIONS TOGETHER FORMING THE DEFLECTION ANGLE A. CUT NO. 2: SAW THE TUBE LONGITUDINALLY REMOVING A STRIP 3.14 (DU -D ) WIDE ON THE SIDE OPPOSITE THE OPEN JOINT, BEND THE ENDS OF THE CUT TOGETHER AND INSERT THE TUBE IN THE PIPE, 560-C-3250 (330-C-23) CONCRETE 1" (25 mm) (TYP) D L T 12" (300 mm) 12" (300 mm) 4' (100 mm) 18" (450 mm) 12" (300 mm) 5' (125 mm) 24" (600 mm) 12" (300 mm) 6' (150 mm) 30" (750 mm) 18" (450 mm) 7' (175 mm) 36" (900 mm) 18' (450 mm) 9' (225 mm) 2" (1050 mm) 18" (450 mm) 9' (225 mm) 46" (1200 mm) 18' (450 mm) 10" (250 mm 57' (1425 mm) 18" (450 mm) 10" (250 mm 0" (1500 mm) 21" (525 mm) 11" (275 mm) 6" (1650 mm) 21" (525 mm) 11' (275 mm) 2" (1800 mm) 24" (600 mm) 2' (300 mm aa� i c,r�avn .�v nr nt..G OF PIPE DETAIL "B" TYPICAL JOINT FOR REINFORCED CONCRETE PIPE STANDARD PLANSFOR PUBLIC WORKS CONSTRUCTION PRoulit.CATC0 9Y TSAE p CONCRETE COLLAR FOR RCB STANDARD PLAN FlBUC 40iCS STANDARDS N+c. CU#AM�TTEE Mraeo1992 79 qry •� �+ L 1 " (3010 mm) # HROUGH 72" (1800 (1"11 ) 380-4 RfV. 797M, 1997, 7999, 2009 SHEET 1 OF 2 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUcTloN7 NOTES 1. A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS 10%. 2. FOR CURVE JOINTS (SEE DETAIL B, SHEET 1) IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS GREATER THAN 1" (25 mm), BUT IS LESS THAN 3" (75 mm) A CONCRETE COVER IS REQUIRED IN ACCORDANCE WITH SPPWC 306-1.2.4. IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS EQUAL TO OR GREATER THAN 3" (75 mm), BUT LESS THAN 6" (150 mm), A CONCRETE COLLAR IS REQUIRED. IF THE CLEAR SPACE IS 6" (150 mm) OR GREATER, A TRANSITION STRUCTURE IS REQUIRED. 3. CONCRETE COLLAR SHALL NOT BE USED FOR A SIZE CHANGE ON THE MAIN LINE. 4. CONNECTOR PIPES A. WHERE PIPES OF DIFFERENT DIAMETERS ARE JOINED WITH A CONCRETE COLLAR, L AND T SHALL BE THOSE OF THE LARGER PIPE. D=Di OR D2, WHICHEVER IS GREATER. B. WHEN Di IS EQUAL TO OR LESS THAN D2, JOIN INVERTS AND WHEN Di IS GREATER THAN D2, JOIN SOFFITS. 5. FOR PIPE LARGER THAN 72" (1800 mm) SPECIAL COLLAR DETAILS ARE REQUIRED. 6. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER. 7. REINFORCEMENT SHALL CONFORM TO ASTM A 615 (A 615 M) GRADE 40 (300). S. WHERE REINFORCING IS REQUIRED THE DIAMETER OF THE CIRCULAR TIES SHALL BE D+(2X WALL THICKNESS) + T. 0. REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER IS GREATER THAN 21" (525 mm) AND ON ALL PIPES WHERE THE SPACES BETWEEN THE EXTREME OUTER ENDS IS 3" (75 mm) OR LARGER. CIRCULAR TIES: PIPE DIAMETER NO. OF CIRCULAR TIES 21" (525 mm) OR LESS .3 24" 600 mm) TO 30" (750 mm) 3 33" 825 mm TU 57" 1425 mm 4 60" 1500 mm TO 72" 1800 mm) 5 WHERE THE SPACE BETWEEN PIPE ENDS EXCEEDS 3" (75 mm), THE NUMBER OF CIRCULAR TIES SHALL BE INCREASED TO MAINTAIN AN APPROXIMATE SPACING OF 5" (150 mm) O.C. 10. WHERE THE PIPE IS 21" (525 mm) OR LESS IN DIAMETER AN INTERIOR FORM OF UNSEALED SONO -TUBE OR EQUAL SHALL BE USED TO PROVIDE A SMOOTH INTERIOR ))IJOINT. THE PAPER FORM M((AY BE PLACELEFT IN OR LARGERDETAIL A REMOVABLEINTERIOR FORM SHALL BE2USED OR THE INTERIOR JOINT SHALL BE COMPLETELY FILLED WITH MORTAR AND NEATLY POINTED. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 380-4 CONCRETE COLLAR FOR RCB 12" .300 mm ��I RRVUGN 72" 1800 mm SHEET 2 OF 2 C1L1Il 11 l� b 39'-DII .._,,,,12'-O 112NTE1I It18S A®0 3 OQO 8-fL LII NELINE1 (0 a nt; 0m004 a 00000001 12 LAI* HIONIAT5) 71 CI TYPE a 117117E Ibl -REFLECTIVE IWIITILAHE HIGHWAYS) E1 All 1 1EIAII 18 f I TYPE AT YELLDI NDN -REFLECTIVE_ OEIAII 12 _ .._—iLjr O EIA1I 9 w' -D -7-W i -Dv Ir -all T' -au =C> 1T-DII T'-0• e' -e' b CI C� Q DI 01 4e' -DIS GEIAII � e' -D" e' -o" tfi•-D" e' -al e'-y'I CEIAIL 7�s'-D' 01 000 000 In EEIAII 13 a -D" MAKER MAILS U_r_ 911.0 — 0 EM x 19� Ll 0000 z4' -an z4 -all „ CI 7 �L:�A'1'E-3• DETAIL 3 DELEMI STATE OF CALIFORIIIA CIVIL 1-1 M•-0" }¢_U';--��e'-D" - - Ae,_o• -, _•�-� P E I V E N E N T MARKERS 8 ®®000L'J9 0 0000-1 AND) TRAIRFIC LINES 10' -Cr .� ® 0 0 a a D aaao b aaao u aaao a vee 000MOGG 0®0—F DETilIL A _ 4e_0�� DITAIL 1•IA 144'-W �e-DI 44=a _fie• -o• v JL-4:.e'o: 16•-0"ego ,�-0� =:C::- ,ILC ® 00Ill 000 a u d al a 0 a o NO PA39I11a ZOtISS-0NE DIREOIIUN DI TA IL 5 - G D9TAIL IS ® ® 7'-0" t7• -O" T'-0" 1710' T' -p" ._1 DOTH IL 8 a' D- _—le'�1C�._Zr� DOT4IL 19 - Q . 2:-x 0 EMM 0 EM 0_ 13 24,-D• al za'-D 0 C1L1Il 11 l� b 39'-DII .._,,,,12'-O IANELINS9 A®0 3 OQO 8-fL (WIITILANE HIGHWAYS) 0m004 a 00000001 OEIAII i 71 CI TYPE a 117117E Ibl -REFLECTIVE wcc?a n[— ri$ •T1, -- a,• 7'-O" 17'-0 7'-0- 1EIAII 18 f I TYPE AT YELLDI NDN -REFLECTIVE_ octan r�so� =Dls rl O O EIA1I 9 -e'-fi"T-0" 3S. -O" •- 1T-DII T'-0• e' -e' b CI C� Q DI O 1711 Il 10 4e' -DIS GEIAII � e' -D" e' -o" tfi•-D" e' -al e'-y'I N0TE1 01 000 000 In I n' With 12. 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Zflls co ars ..14p.0 TIRE D T' F E H' Y I TYPE H OHI -I AT 19 o nr�r.+e a c.rranl. ar rr av�.l •� fy r.ra •'a L IILI IL 2 5 VELL011 RETRONEILECTIVE sn"w a'I�"i`rii" ° i 4 � Ir TENS ECTION a EDGE OF TRAVHAY 0 ELEI s TREtl TiJEN79 7•_� .I n9 C E1 All 3 i00 _d 2g. -4r 21_4"_ DITA IL 211A ;,I C I I A I L 81 24•w' _ .z4 AC }` ® o a I _ .Tr a m l � ® ® ® iJ r I ®� ' � CI © D _ �7 �� C� ��4•-d � 24'-�'. �._t�•_� I W >a'=�:®_ Te• -r ° ,e._� Zj'- (rC11j11t � 1 3'IA G? dolt+_ �fl-�.IZD.; :III DITA n 2� e OF TRAVELED MY Flfli I �1. E22� 1 , •- =:>.`_.. _—COM OF TRAYELE[ MY c� !. �� _ � --.-too,=a ; � 132'=4�_��g•�..,z_4 d tI ` Cc. DITA IL 31 a _6• a I I °II it e ® - 1DQ10" . 24'-0- DRTA IL 21 '� DITA IL 34 mm ® �_i� 6 ®T f8 © -F-L "f" 24 -11 ;4' C� �- � yl� a 9 V m ® O CE 0111�1 mm 'rr 1 " EDGE OF _ 4'-O" o � ..� -_�2j00'-0'�' 24•_p+ � sl T•-0-� r �. ete• -e•_6« TRAVELED MAY 171T'-OILS.�I' all -i DITA ISA ;aT,-M' , � �� I _ � T._o• ISG•_°' T®@a 00000004 00.1 r r I Emv ;,� 011111 ENOELINES ®04 @oolim®eoa @® mm EM b TWO—WAY LEFT TURII LANIS 5 BETAUr 24Al DEI AIL 27A DELETED I e1 A n 11 K I b1 w II 1EIAil 711 Mom 1 -EDGE OI TRAVELED RAY RIGHT IGGELINI IXTIN9ION TI ROU111 QUAIL 32 91TEMOCTION9 a - _ .1 CE1AIl 770 ® l E Fri 0 0 0 0 3•-0 121-01 12'-011 12'-0« 3_0- 0 MSI RKER GETAIL9 3•-0' Ir9 ® ® 0 El 19 13. CIVIL ' 24-4- —2LD' 24•-0" • ._.2 w _ 241 -cc ; TI ma 0000 130043 oema @Oe® ®0@a e012100066150000e8 1 c 0 @® GO 0480 © 0000 !" . 0000 @@@@ STATE OF CALIFORNIA DEPARTMENT OF 7RANSPOI TAT101 F AVENENT NAIRKERS AND TRAIRFIC IINES 'HYPICAL DETAILS NO S[ A LE Aa1TxrT !n 'I ahim o)l'Umierus � I 311_4W zy•4�6' 71 11-M o -L TYR9 AY TIRE D T' F E H' Y I 19 RETROREFLECTiVE FACE 3•-0' Ir9 ® ® 0 El 19 13. CIVIL ' 24-4- —2LD' 24•-0" • ._.2 w _ 241 -cc ; TI ma 0000 130043 oema @Oe® ®0@a e012100066150000e8 1 c 0 @® GO 0480 © 0000 !" . 0000 @@@@ STATE OF CALIFORNIA DEPARTMENT OF 7RANSPOI TAT101 F AVENENT NAIRKERS AND TRAIRFIC IINES 'HYPICAL DETAILS NO S[ A LE Aa1TxrT !n 'I ahim o)l'Umierus C11A NN1I I7INO LINE 011A IL 38 V N"ITE LINE u a a 1 a 1 THROLO TRAFFIC DIITA IL 38A r WHITE LINA 1 DOTH IL o IE a'INITE LINE a _I. N ISTAIL 31C 388811988A881 91118 LAVH LINE OEIAII 399 6" WHITE LINE LINE WIN SIaI1011 I IME 91119 LA119 E I IAl1 3911 INTERSECTION E -m C� i= co ==:::- ts— -4'-0' V (MITE ...11E i ■aeND MwKERS CI TYPE A INITE NON -REFLECTIVE C1 TYPE AY TELLOI 101-REFLECTEVE TYPE G ONE -MY CLEAR RETROREFLECTIVE 4' YELLO111 LEVE MA RNER DETAIL!I TYF EAAND711EII11 WEO 0 RETROW LECTIVE FACE FINISHED FINISIIED ROAD RAY SAsiFACE �'a4 AY SORFACE j �T�Y• — !. O TO Ye" zi THERUNLASTIC MATERIAL .' 0111AIL FOF RECUSED THEIMOPLASTIC TU FFIC STRIKE See Nates A m B. 18181911 111EiI11IlI F LA 51111 I IC 1E5 A.SN typical trolfle line aah111s fon Paremelt marking patterns. 0- Ths tap 01 the thermapla"Ie Instal �Pd In rscessea poveme t swil IM O to ys' b@ 101 Inv parelnllnt surface. LA IE LINEr_EXTI111SIONS TI IF OUGH 11111ERSIO TIONS DITA 1L 40 19TA IL 41A t' -D" s'-aE 4 -Lu" L7 a [;I M 0 a ago100■a 4"IMITE LINE �l TTPE A NON -REFLECTIVE 3VTER LIVE Q17ENSI011-1 ]HROU&I INTEISECTION3 1STA IL 41 IEIAIL -11A _ . 4__-:-D-vim � ® � ® ® a®qs®cac "- 4' YELLOI LINE TYPE AY HON-NERLECTIVE RETROREFLECTIVE PAVEMENT MARKER AT EITHER EM OI RECESS t 0 TC'. SEE NOTE 3 fE9i11AI A -A `xEc IS ,IELl II 11 141 ER RETROPIEFLECTIVE PAVENEI T M RMA AT DORRl TREAT END OF RECESS I' 0 TO N'. SEE NOTE "T SECTION $-B 1 RETROR£1LECTIVE PAVEMENT RETROREFLECT1VE PAVEMENT MAI "' AT EITHER r�� MARKER AT 001110 TREAN EM OF RECESS i C END CH RECESS A - HLAN ;K FLAII :1 Tsa-say traffic One-rq traffic 'a1 [Type 2) iTvpe 11 RECESS 181AIL NUR ROTROBEFILIUMNIE PATI III 111 AIA R KER 4111`-4911 4%'-441" x`I RETROREFLECTIVE FACE .X n.i Ari i.l in r. ti T11F19Q Alli TIAN I TYRE G AND T11P11 M Sea Notes I WN 2. REIROREHLECTIV8 PAV 61 NT M RI ER ROR IECESl9D INSTALLATION F I CESSEC MARKER 11( TE91 I.See typical traffic lllr detoilel foo morher ow tems to be ww Witt reeeeeea pavement mortars. IN tail 144 requires a Typq 2 reps. 2.Ths rstrorefleative Pove int mark rs ahmw for reaemew installations ori rot to w wee fol fmll-recsaeo Installations. ].Thi fop of paveelellt shall be Into V&' In rap"e"s "roll w v to ac calor iro INnsment .arta". STATE OI CALIFORNIA EEPARTIENT OF TRANSM TATUM R AVEN NNT MARKERS FIND TRAFFIC LINES TY1ICAIL USTAILS NO 'ICAI E a Relur•n to 7irhle r?,1'Cawente rn 1•-0" GRIP A•25 fit TYPO 1 18'-U" ARROW el I EITV r -a• GRIo — _I J 1'-0• A=1A fit TYP9 I 10'-a" ARROW 1'-0. OAIO I 11'-a" A=]1 rt IYP1 1 2 I"-tt" Al HOW I b II 1'-0• GRID UL—c' A-15 fit TYRE IY M ARROW 1For Typo 241 arm, ws ■Error Imo") NOTE: 11inc0 variations In Olarmtons mol d occlpteo by Ira En11tr1 r. A-12 fit TYPO YI A RROV Rlph lam oral arra. IFoi loft lar, wa ■Irrw InKWI A-3.5 ft= SIKO LANE ARRU4I 1 •-a' CR10 I L L'A A-36 fit TIRE EN ARROW 1'-01 GRID A.ZT fit y— TYPE IM (L) ARROW (For Tm " (141 arra, use mirror inapt) A-33 ft= T! IF E I A RROC STATE OF CALIFOINIA OE1►RTIEMI OF TRANSPORTATION I AIVEM ENT M ARKINCIS ARRCIW9 NO JCA LE n x a x Return to T uhh, q f Onuents 1 _L 2' -al x WIDTH 1 I I I I I I 1 aF LME 4 �f +'-all GRID A-70 it= 91 RAILROAD CROSSING SYMB0I1 iE 71 f t dos" not Include the 2'"D" x varla le el&b tnaneveree .Ines. S•"� i � 11'-011 � T. -a. i i ID• -M 1 � f I' -o• GRID I I r -al A-42 ftt TYP9 3 (I ) ARRULII IFP Type OIRI we auras ingel MITE* ;lira veerlotlone in din miens awy bb GCCW b by !hl Enpinser. ID I I +'-al_ A -T3 ftt WE K (B) ARROW +'-a• wm I Il i�-o-o• 1'-m GRID A-45 ftt A•59 ftt UPE R (L } Al ROW 1111PE I[ (B ) ARROW II'm 7yGel 3 IRI use ■Irrom Imopel STATE OFCALIFORNIA DEPARTMENT QI TRANSPOSTATION PAVEMENT M1IRH INQS AIRROVIIS AND SYM8O1 S NO 91ALl Rewrn to Table g11'Cbmtewv .L m 4" Oi1P A•T ft+ BIKE LANE SYMB011 WITHOUT PERSON 1 WHITE ,,.r BLUE V GRID A 1TINITE) A ft= A IBLIX 1 .14 ft= INTERNATIONAL SYMBOL OR AC(19SSIBILIIY (19A) MARKING II�t ll, +I I VF I i_L La -� �I I A• I -.1 j i.. el I I A•17.5 ftl- A=16.5 ft= "12.5 ft= -� NI MERAI ' —7- I I I illii I � I IIII 1'-P• GRIP A-11 ftf DIAMOND 9)MBOI A-2 W BICYCLE LOOFI DETECTOR SYMBOL NOTII1 Illnos vorlotlons In Clmeffll u mol EO ooesp7n &. the Engi .r. A.11.5 ft - SHARED ROADWAY BICXGI_E MARKIN( STATE OF CALIFORNIA OEPARNEPIT OF TRANSMTATIOG PAVEMENT MARKINCIS SYMBCII S AND NUMEF All S MI 90J LB A-43 f12 A-48 it2 6 J c 4=11 •112 A=39 1.12 O .. A=32 f12 A=31 f12 4=211 11 2 A=10 fix NOTE I 1. If q vyeeagy alai to of :sore hums One Nun, at mat rood IF , f.Y., the flrat cors slut be nearest it, mllver. 2. The spade batlleOn ears mu t be at ,wet few times the Ir111ht df tta haraatl re fa toe opm roadel bat nat olpre than ton t. mes the hetglet Of the cho en. Ths opoq may d redo dpraVICfely ahoro there Is I lmlted spaq bvc a 01 IoccI ISN'. tlwm. 3. Ylnw vgllatlCM - dlmermiliv - mql ba aCCeptel a, the Englnsse. A. Partlens Of d letter, mob r ar oymb1l m41 W ar sepa ed by cwwwa Ing ae0ments no° to .Yale 2' In e1Wt. :TORI1 I IAI IKINO! ITEM ft= I 1TEAI I ft: ITEM ftp I i I I I 21 R[G[S.'9[ Clr[v C �IxCLp °�„sdp4[ BALE I PEO 1 19 :,HEAD ]1 NIA f s _ SLOB f COWACT f 0 Dctepar 3D, 2015 19 SIGNAL i STOP 22 FnmwAY 43 LANs I ry � 24 I 19 I AI �r,l lr ,Ila C11 ,I� I� 2e HERE 25 jfI l '. . � . I�I. t A=11 llt2 a I A i fm + N iia �J Z A X21 ftp � NOTE I 1. If q vyeeagy alai to of :sore hums One Nun, at mat rood IF , f.Y., the flrat cors slut be nearest it, mllver. 2. The spade batlleOn ears mu t be at ,wet few times the Ir111ht df tta haraatl re fa toe opm roadel bat nat olpre than ton t. mes the hetglet Of the cho en. Ths opoq may d redo dpraVICfely ahoro there Is I lmlted spaq bvc a 01 IoccI ISN'. tlwm. 3. Ylnw vgllatlCM - dlmermiliv - mql ba aCCeptel a, the Englnsse. A. Partlens Of d letter, mob r ar oymb1l m41 W ar sepa ed by cwwwa Ing ae0ments no° to .Yale 2' In e1Wt. STATE OF CALIFOINIA OEPARTYENT OF TRANSM UTUM PAIVEMEN7 MARKiNC19 WCIRDS NO INA 1I Rctamn to 7ed!.r n, :'[haeme :TORI1 I IAI IKINO! ITEM ft= I 1TEAI I ft: ITEM ftp I ITEy1 I ft1 KING 21 TIELDI 24 BALE 5 PEO 1 19 :,HEAD ]1 HD011 35 SLOB 23 COWACT f 0 1417 19 SIGNAL 32 STOP 22 FnmwAY 43 LANs 6 TI1RN 24 1 EFT 1 19 YEIICLES 42 RIGHT 2e HERE 25 STATE OF CALIFOINIA OEPARTYENT OF TRANSM UTUM PAIVEMEN7 MARKiNC19 WCIRDS NO INA 1I Rctamn to 7ed!.r n, :'[haeme A=27 f+1 4' - i , r na I hll I �` t l j'j J- ..1 1 J _ 11I _ ++-{{ I T � I A=21 ft3 A=2? ft A=14 ftR rr Y "T. _ I I I AL. AL -.- A=23 ft 2 A=24 ft#� A=20 f A-16 ftA A-17 ft3 1'-0" *1j TE LINE L IMIT L 1119 STOR LINE v v v V V ISOSCELESi TROF IANGLES YIELD LINE 1101 D AIA IMINus ITEM ft I ITEM I fi LAIR 24 No 11 POOL! 23 VVT 21 CAR 17 BUS 20 IM TT ONLY TUT KEEP 2a FIIT 16 A=2 ft2 Soo Notes 6 on, 7 1'-0" *1j TE LINE L IMIT L 1119 STOR LINE v v v V V ISOSCELESi TROF IANGLES YIELD LINE 1101 D AIA IMINus ITEM ft I ITEM I fi LAIR 24 No 11 POOL! 23 BIKE 21 CAR 17 BUS 20 IM TT ONLY 22 KEEP 2a FIIT 16 h=1 I. If a"SSG"=naiats a nare thpl ors won , It asset rep 'LW, 1.a.. the firRt so" noat b newest the wiligr. 2. The apa" br teem word must M at leoot foul firm: the height of the CIO Iters foo law apse roapa, put rot santnu tel times iM leiqhf of Its chrora ten. The apeeq may be raducw oPProPrlotelY where there Is IFnited apoeq bacpw a of oesl cane ltlons. 3. Mmol vailatlw In dimensions may be el=W a by the Fsgineer. 1. Partlant of o Patter. Ialweer w symb I moa be aaparatec bl tonna ng segmenta Mt to este* 2" In vidtt. The word" "IID PARKING ppaol� OM wqn irH fa to IN wed for ppr�I(sp t.I1111.. Fp typiall IpdetI of nor Ing", aw Storldor Plpre A9OA on AWa. B 7" wards 'N0 PARKINOI. &hell be polnie n white letterl nd leas Char 1'-O' high on a CWH rooting boo gran end Pante ac ttkW It Ia vis@b iC twofflc enforceeent ctflclals. STATE OF CALIFORNIA OEPAITMENT OF TRANSPORTATION PAVE IW ENT MAIRKINCIS WORDS, I IMIT AND YIELD EINES Ntl SIAL9 r = w Naurn to T'ahle o,I'Cbnlents 1' -all TO S' -O' SEE MITE 2 L T 9� r— LADQFB 1'-d t0 V -all SEE MITE 2 E "" li x'EN 01AGONA 1'-C Ti HIGHRA VISIBR 1711 CROSSWALKS �L C. E Si FL C1- ylwLL9 INI TE9 s I. 50=90 between mor Ing MW IN ploceE In whet I trvclu o each l a n a, pa 2. Spacing* not to excm 2.5 time wldtl 0 lam ItLN Ina1 Llne, ]. ,Icl�caraaa * be rime mat be white excep� tir" "ear l'-0' TO 2'-0II 1'-d TO 2'-d a' u i �I 1'-011 To 2'-d 1'-d TO 2'-a' 1'-d TO 2'-0' STATE OF CALIFORNIA OEIIARTYI MT OF TRANSPORTATIM R RIVEN ENT N ARKINCIS CIRCISSWALKS No ICA LE Yelurn to Tahle n fC hullers � t' -OI Ta 5'-0' c CONTINENTAII IL Ir-o'ra z•_d» Sal Mite i 000ci0000aoo aoo�oaoo0 E TRIPLE F0LJF1 Sae Nota 1 2._O. FIIIn 1' -all TO S' -O' SEE MITE 2 L T 9� r— LADQFB 1'-d t0 V -all SEE MITE 2 E "" li x'EN 01AGONA 1'-C Ti HIGHRA VISIBR 1711 CROSSWALKS �L C. E Si FL C1- ylwLL9 INI TE9 s I. 50=90 between mor Ing MW IN ploceE In whet I trvclu o each l a n a, pa 2. Spacing* not to excm 2.5 time wldtl 0 lam ItLN Ina1 Llne, ]. ,Icl�caraaa * be rime mat be white excep� tir" "ear l'-0' TO 2'-0II 1'-d TO 2'-d a' u i �I 1'-011 To 2'-d 1'-d TO 2'-a' 1'-d TO 2'-0' STATE OF CALIFORNIA OEIIARTYI MT OF TRANSPORTATIM R RIVEN ENT N ARKINCIS CIRCISSWALKS No ICA LE Yelurn to Tahle n fC hullers �/.1 RETAINING CURB 1F , Gutter m afKmwn A — e) RETAINING CURB t' IF NECESSARY AT NECESSARY AT EDGE 0 44S Yin Al Or171 Yoe EDGE OF SIDEIIALK `� r 01 SIDETIALK TOP 010 i. lila u R 5•_ �S s[DEEAI 1 X Na 1 Yin 4�sti43�ANMax O.Or NT � k 6 c�g i S1DE7 ALR BASE Dla o I SEE NOTE 9 5yy TI coIrew �`• �x 1 'I ? 5�-LI�L S1D11ALK {`C JJ N OctmOr 30, 2015 ��®MOIFpI (tart ■ �_p T.571 T.511 s ■ ,!l 6AiF 3.1114 FROM t -i >• - Ymi �, iw� ai -fi� a . as .n nidsvru • ..es Epp OF = L+ n a, .o[ rl f., v r rvmerr .a i •y SIDENALR 3i fL. 9 RAISED TRUNCATFn nnuF FROM AT CUR' AT CURB `�' MCI OF FROM EDGE St0E1 ALR OF SIDE■ALK C SEE MITE 9 '� NlI A 9 p IIDM L 9.0% Max �•A SASE C I 1. As sits ce11d1tione alctah, Case 1 tlwvugh Carr G aro recipe jj SEE AT CURB — r U"W fon corner Imtalfaf Ions slashes to tMar show In Detail A�mtl AT CJfiE fit: MITE 9 —��' r Onto11 B. The case of Wrt romps user In Oefall .I do Ila" to M ---Yin SIDERALK r• � -1 S% SIDEI ALK he the OOYNI- Coad A thraud Cee G art r�p�I alae May UM 13+ CASE A CASE 9 Ina �' 1 FROM EDGE J xy Aid black low IoM, as slfe Con, Itians dlctaHL r I- n I 1: 9 I ai SIOEIALK Ir �I 9.071 liaml 2. If ,Ifstanci from dart t'I tack of siestalk In toe sMn id AT Cllil 1101li, Ge Ik away W deprvleeal I,, I"AIrxx IIYOas sin Case In on C or r _./T I 6 6« FRONT EDGE OF may W iddenx as Ln Case D. Typ S[DEIALK• 3. NlWI romm�l� le Iaw1W In center of qln r■turN, crwsralk N Yval SIDEIALK i �� i2 eanflqurvflw Must be similar is that who■ far Dotal1 B. Q 1 mini „ �i x -RETAINING u Fa -A n I I I UUN! IN As site sen MOM dicta a tM r■taln1 g Cum sial nr iM flora En 9.0% max I 1 RwPsl t ells of tf+l Cosa G tong stall W oan4frixlfe� In reversed pssltiol. AT CiIIB S. if local as a gals, the aides Of the rxKnpl 114V not be porcll■I, IyJ Out the 011111111m widtl Of the rexryl shot ba 4 -2 S1DEIALK CASE D T t,IpTRG I]�1I1 ii• PLAN AREA I 9.0% Mali �-4- --�2 Mtn SEE NOTE 9 RETAINING _ - N!w SF£ MOTE y --IAT CURB 'V I ClNtll V 6. Side slap a ramp florin wilfo" ly ham a molmum of 9.0%curb to CORfOrA oat rs FRONT �+AeC n �u fM rump, except Vitt Cc a CWmCoss F. t sid"Olk elapl adjacent to toF et Z ' EDGE OF �8 CASE G T. Tranlltla m fromram an Ian Ing to walk&, gutters os streets SIDII See Rote 4 shall M flush ino lip ImK freeio qes. of abrup tha - RETAINING CIeN GI11-f Ell N. CouWJsr altaMe of m]alnln d e (BOTH S[DEJ OF RAY TOP Of RAW q gutters ane root Suri ane N mecitatsl J FLOeLINE 4'-2_. "1 feWfn_ a Joest til do wlti Tn 24 inch a of itis CL rt sMll not be. y M1_ -SEE NOTE 9 ROUNOEJ ,i atsapsl than Irl;Ol (5.0%1. GUHan pal &lops sholllnot exceed 101 SEE MITE a n------- ----- - T deP'th I0s oath 2-0"m tldfh. - T.5% MaiI 1.51 Yax� �; 9. Wrt romps Nh 11 tlWl y detectable wattling curlOq ih f extends fM full wiOth enc !'-D' asp'tl 0 iM mpl. A 4'-0"Iriddl ddlteatd le r` sc6sir..i SECTION A-1 III woming wrfaDl mor bs ussd an a 4'-2fOrlltl. curt room 1. Oe tectai Is earl in S0t1=* Moll =1 Orl to the rOMIremnt■ in the Staldgrk a SpaalfPcatlans. CUTTEFI RETAINING glRe�" In IT I 0« ]Ila OF 0115A FJJLRED 510E OCCUFS FLOeL[IE IF NECESSARY. 10. Sldw[I IN and rasq ihlCkn n, "T", &NII be 3; k° mlhlmum. PROs DE 2 -B -i TOp OF RAIU S1, IMfllty pulp boxes, maKx lee yaU Its aFK all drtM utility fOCllltle& I T AOI IAEA . - =�YILJ within trN I=0s Res of iri Curb rvnll rlli a nutil t a 01 µ Vi� tr�aOro** * bb7. the cum ql fan t0, or In conjunct an with. n M T.5% Ymd 1.5% Now .71 12. Oe fecfal le warllnl sarfdcl mqd had to a cut to Allaw removal of r' SEE 1107RI 6 uttll ty coven inn Ile Rafntuining full Fklteetelple wan Ing width arx own. Js �4 SIOENALK O"em entire eldllk as reprwi,IST' em RETAINING CAB C1T[ET IF NECESSARY 2.3' Yin ANO 2.4' Ilml i 000 l I IIE.n--------------•--- t t. CECEINTE111I TI CENTER 000 Sl.s7f lar rl E SEE RAISED TRUNCATED DOME pATTrgH NOTE e SECTION C -[DETECTABLE WARNING SURFACE Sol Na s 9 WHERE A FLARED LIMIT OF PAT SIDE OICUtS CR0159/LK IF PRQ 10ED Win OF CURB ACKAN D DETAIL R TYPICAL ONE --RAM F� MITE e CORNER INSTALLATION RETROFIT PAY LIMIT! See Mates I arx 3 Existing curt as ■lasmllk STATE OF CALIFORNIA DEPARTMENII OF TRANSPORTATION CURB RAMP BETAR S NII SIALI Aleturn to Table n1 I•C onteuts t,A 2oa'-Gilt �� 100o' Nm ' - POST CAP Td BE A !L" /EYE BOLTS IN !L" / BOI T -PEEN EIS a Ju EH4 2 -yl / CABLE 1NfEAlEDR[VEII FIT Tp[ATE 1 / 1 ril DRILLED MOLES. PEEI TIANMIKLES "'i%- / TI1RTBlICI LE KITH CLW 5 PEI ENI . PIPE NPS ENDS OF 601 TS Typ .1 I i4A' ADJUSUIENT Ty; I/k Std ,/ Ca1v CABLE— PIPE 16'S - I I . 4•-O• t0'-11• Nmi Tyil ENP SPAN TYp INTI IATE e_ISTING IYAI L (111TIl0UT Gl1TTM Existing RBTAINI_IIQ YIALI (YY17II GLITTIFI) Existing ELE11A TION - EXISTING Carts CUr7E11. Tyl INTERNE LATE Ty{I EIA SPANSPAN z std RENOYII ANO REPLACE •-� ]. Cob a shotI not d all I Ices betteen Intermedlate turnpud Ise SIFFICIENT LENITH OF METAL CLAIM — ° `• gTT7FJ TO Al LON w oR LLED MOLES ' [NSTALLATI011 CIF RAILING — I Dy - L1 I I L� ba _ T. Line posts sholl d broce hortmst Ity oh trussed diagonally tie •" . TDP of IDLs Pf IPS I 6 Nin e 9. Typical end spans, bfVCel in both iltrec, Iona, shall be constructed MMER SLOPE FL-.. •. _. - Existing ExlsVnG .. GUTTA R FL" I I . 4•-O• t0'-11• Nmi Tyil ENP SPAN TYp INTI IATE e_ISTING IYAI L (111TIl0UT Gl1TTM Existing RBTAINI_IIQ YIALI (YY17II GLITTIFI) Existing ELE11A TION - EXISTING Carts CUr7E11. Tyl INTERNE LATE Ty{I EIA SPANSPAN N RENOYII ANO REPLACE •-� ]. Cob a shotI not d all I Ices betteen Intermedlate turnpud Ise SIFFICIENT LENITH OF fl17AIII1N1 YIAI L 111111I7H QU77E31 Z gTT7FJ TO Al LON w 5. Allgeof W Nlea In posts mol vary to conform to ■laps of [NSTALLATI011 CIF RAILING top of reialning roil. L1 PEST. I L� ba T. Line posts sholl d broce hortmst Ity oh trussed diagonally tie T■ 6 Nin I' Nlh 9. Typical end spans, bfVCel in both iltrec, Iona, shall be constructed 910TION A -A SIC11011 1-1 1e1llori a -a Existing ExlsVnG Nei �etruetiar IM MER • / IIOIE CRIIIEo STOI ,k- / GOIV CABLE SLEEVE CLAVI �- fj PIPE NPS 2 Std PO.T ALIORNA11119 DEAD ENO AN11110RAIS CA IQ_O• Um_ I 4'-d' 1 m Tyl INTERNE LATE Ty{I EIA SPANSPAN N 2. Intermediate turr�6ucl Ise to be place, In odjwmit spam. •-� ]. Cob a shotI not d all I Ices betteen Intermedlate turnpud Ise a fl17AIII1N1 YIAI L 111111I7H QU77E31 Z Nall construction n EYE BOLT OR EYE END /CRIMMI SLEEVE CLAI6 OF TURNBUCKLE .w / C41Y CABLE Al7ERHATDIE CAELE dONN90TION I ORTAw a' [}tt• — 2-s4 �- -4'x 51x 9"of 5" / x 9• POST POCKET POST ROC119T NOTES: m t. NOxlssso distance between tUrllbW lea shot be 20C' -Wt. 2. Intermediate turr�6ucl Ise to be place, In odjwmit spam. .� ]. Cob a shotI not d all I Ices betteen Intermedlate turnpud Ise 1'1 and enc poets. 4. Posta to be vertical. 5. Allgeof W Nlea In posts mol vary to conform to ■laps of top of reialning roil. L1 6. The Contrcator shat verify ala dePendallt diaenstom In the field before ordering on fateicating any mat rial. T. Line posts sholl d broce hortmst Ity oh trussed diagonally In boil diraattona a intervals not to exceec t000'. e. Post pociets to be centered Is top of wall. 9. Typical end spans, bfVCel in both iltrec, Iona, shall be constructed at crew"& In 11r; when the angio Cf delflection to I5' as mora. STATE OF CALIFORIIA DEPARt" OF TRANSPORTATION CABLE RAIIIIN© No :ICA LE Aelm-n to Table uil-Cowe11LS CL SYMM. ABOUT PUBLIC UTILIZATION EASEMENT EASEIAENT ------LINE----1 4:_,.._-® �` P.R.C. P.R.C. 7 1/8"x 2" WE A10 lED PLANE JOINT • 4" RCC. C. SIDEWALK OR PLASTIC CONTROL JOINF OBSTRUCTION .. C.F. CURB & GUTTER I NOTES: 1. FOR STANDARD SIDEWALK DETAILS, SEE STD. PLAN NO. 330 AND/OR 331. 2. FIRE HYDRANTS SHALL BE LOCATED PER CVWD STDS. 3. NO VERTICAL OBSTRUCTION WITHIN I Y f'I.F_A Ft OF DRIVEWAY TOP OF "X' 4. MAILBOXES SHALL BE 6" CLEAR OFF THE CURB FACE. ULTD&ATE LOCATION, HEIGHT, AND MA'T'ERIAL TO BE APPROVED BY LOCAL POSTMASTER 5. POWER POLES, GUY ANCHORS, STREET NAME SIGNS/POLES AND TRAFFIC SIGNSIPOLES SHALL BE 18" CLEAR. OFF CURB FACE, UNLESS BEHIND THE SIDEWALK, AND 7" VERTICALLY CLEAR FROM FINSHED SURFACE. 6. SEE STD. PLAN NO. 610 AND 615 FOR PLACEMENT OF TRAFFIC SIGNAL AND STREET LIGHTING POLES. REVISIONS City of San Juan Capistrano SIDEWALK OBSTRUCTION FLARE 7/20195 STANDARD PLAN NO. 340 I APPROVED BY CITY ENGRiEER, WILLIAM M. HUBER R.C.E. 31785 DATE I S_HT 3 OF 1 1-51 SP.L NOTE 6 TOE OF SLOPE 8" RLAP 0. 0 � I 1 2" MOTES OF TRENCH I OF VAMS. STTRm i 12" MIN PARKWAY SURFACE 318' CRUSHED ROCK SEE NOTE 4 FILTERFAHRIC SEE NOTES FVC PERFORATED PIPE - SEE MOTE 2 AND DEi'AN. A.C. Q� aoa BASE 3m, MIN. 314' MIN. SSE NOTE 2 68 12<9 PERFORATED PIPE DETAIL. 1. SUBDRAIN SHALL BE INSTALLED TO ACCUMULATE WATER LEACHING TOE OF HILLSIDE SLOPES AND TO PREVENT DAMATE TO ADJACENT STREETS. 2. PIPE SPECIFICATIONS: DRAIN PIPE SHALL BE A MIN. OF 4" DIAMETER. (6" MIN. FOR RUNS OF 506° OR GREATER OR AS RECOMMENDED BY SOILS ENGINEER). SCHEDULE 40 PVC PIPE OR GREATER SHALL BE USED OR AS APPROVED BY ENGINEER. 2 ROWS OF PERFORATIONS SHALL BE 120° APART AND HOLES SHALL BE SPACED LONGITUDINALLY AT 4" O.C. OR AS RECOMMENDED BY THE SOILS ENGINEER AND APPROVED BY THE ENGINEER. PERFORATIONS SHALL BE PLACED FACING DOWN TO PREVENT CLOGGING AND TO MAZE WATER COLLECTION. 3, 4. 5 FILTER FABRIC SHALL CONFORM TO CALTRANS SPECIFICATIONS SECTION 88-1.03 SUPAC 4NP OR EQUIVALENT MAY BE USED. PLACEMENT OF FILTER FABRIC SHALL CON:'ORM TO SECTION 340-10.1.1 OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. 318" CRUSHED ROCK SHALL CONFORM TO SECTION 200-1.2 OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. SUBDRAIN SHALL BE CONNECTED TO THE STORM DRAIN SYSTEM OR APPROVED OUTLET (WHEN TRENCH FOR SUBDRAIN, THE SURROUNDING NATIVE SOIL SI40ULD BE MNRAALLY DISTURBED TO PREVENT FUTURE CLOGGING). 6. SUBDRAIN SHALL BE INSTALLED AT THE BASE OF ALL HILLSIDE SLOPES WHEN :SLOPES OF I0' IN HEIGHT OR MORE ARE ADJACENT TO ANY STREET (TOE OF SLOPE IS WITI-ffN 20' FROM EDGE OF PAVEMENT OR CURB FACE), ANDIOR WHEN SLOPES ARE GREATER THAN 30' IN HEIGHT. City of San Juan Capistrano SUBDRAIN BARRIER STANDARD TRENCH INTERCEPTER 4 25/97 APPROVED BY CITY ENGINEER, WILLIAM M. HUBER R.C.E. 31.785 DATE STANDARD PLAN NO. 350 SHT I OF I REPLACEMENT PAVEMENT A.C. OR P.C.C.'---- 0.2 A' B' UNDER 2' 0.50' OVER 2' 1.0' WHEELCUT OR SAWCUT A' SEE NOTE 11 j `~ l z [� BACKFILL MATERIAL SLURRY OR UNDATED BASE. SEE NOTE 3. 1.01 U d BEDDING AifATRRiAIy A: PER SUBSECTION aq 306 - 1.2.1 OF THE STANDARD SPECIFICATION OR D SPRING LINE r R�. r EX[STING 0.35-341N. PAVEAIENT REPLACEMENT 0.1 a PAVE 4+IENT 0.65' MIN. C.M.B, OR SLURRY FOR LOCAL STREETS. I.0' MIN. C.M.B. OR SLURRY FOR HIGHER TRAFFIC DESIGN STREETS. /�fr\ ff/ Vim\ BEDDING MATERIAL B: D110 BUT NOT LESS THAN 0.5' SAND, CRUSHED ROCK OR CONCRETE AGGREGATE, MAX DRADATION NO. 2. EXISTING STREET TRENCH DETAIL SEE SHEET 2 FOR NOTES City of San Juan Capistrano REVISIONS EXCAVATION AND RESURFACING STANDARD 47 lyl7120195 APPROVED BY CITY ENGINEER. WUJ-IAM Ni HUBER R.C.E. 31785 DATE SHT : OF 6 1.01 ' BEDDING AifATRRiAIy A: PER SUBSECTION {��'� 306 - 1.2.1 OF THE STANDARD SPECIFICATION MIN.`+ MIN. SE. = 30. COMPACTED TO THE SATISFACTION OF TETE CITY ENGINEER. SEE NATE 3. 7j�*0.50' ORD' * WHICHEVER IS LESS BUT * NOT LESS THAN .35 /�fr\ ff/ Vim\ BEDDING MATERIAL B: D110 BUT NOT LESS THAN 0.5' SAND, CRUSHED ROCK OR CONCRETE AGGREGATE, MAX DRADATION NO. 2. EXISTING STREET TRENCH DETAIL SEE SHEET 2 FOR NOTES City of San Juan Capistrano REVISIONS EXCAVATION AND RESURFACING STANDARD 47 lyl7120195 APPROVED BY CITY ENGINEER. WUJ-IAM Ni HUBER R.C.E. 31785 DATE SHT : OF 6 NOTES: L ALL EXCAVATION AND CONSTRUCTION OPERATIONS SHALL COMPLY WITH THE REQUIREMENTS OF THE CALIFORNIA, DIVISION OF INDUSTRIAL SAFETY AND THE WORK AREA TRAFFIC CONTROL HANDBOOK (LATEST EDITION). 2. ALL TRENCHES WHICH ARE TRANS'V'ERSE OR DIAGONAL TO EXISTING OR FUTURE STREETS (INCLUDING ALL INTERSECTION CROSSINGS). ALL LONGITUDINAL TRENCHES IN THE STREET WITHIN 1.5 FEET OF THE .EDGE OF THE GUTTER OR EDGE OF CURB IF THERE IS NO GUTTER. WHERE SLURRY IS NOT REQUIRED FOR BACKFILL AND BEDDING "A", CRUSHED MISCELLANEOUS BASE PER THE STANDARD SPECIFICATIONS SECTION 200 - 2.4 CLASS 2 AGGREGATE BASE AND UNTREATED BASE PER SECTION 200 - 2 OR 400 - 2 SHALL BE USED. ALL SOIL MA [ ERAI S FOR BACKFILL, BEDDING, AND FILL SHALL BE GRADED PER SECTION 200-2 OR 4OD-2 FREE OF 1) CLAY; 2) GRE,= THAN 2 INCH ROCK OR GRAVEL; 3) DEBRIS; 4) WASTE; 5) VEGETABLE AND DELETERIOUS MATTER SATISFACTORY SOIL MATERIAL. THAT MAY BE APPROVED SHALL BE THOSE DEFINED BY ASTM D 2467 AS GW, SP, GM, SM, SW, AND SP. UNSATISFACTORY SOILS ARE GC, SC, ML, ;VLH, CL, CH, OL, OH, AND PT. 4. BACKFILL AND COMPACTION METHODS SHALL CONFORM TO SUBSECTION 306 - 1.3 OF STANDARD SPECIFICATIONS FOR PUBLIC WORDS CONSTRUCTION (CURRENT EDITION), EXCEPT THAT 95% MINIMUM RELATIVE COMPACTION SHALT, BE REQUIRED WITHIN THE STRUCTURAL SECTION AND 0.5 FEET BELOW IT AND 90% COMPACTION IN THE REMAINDER OF THE BACKFILL. ZONE. 5. ALL F RFNCES TO SLURRY SHALL MEAN CLASS 100 - E - 100 SAND/CEMENT SLURRY. 6. ALL A.C. REPLACEMENT REQUIRES TACK COAT ON EXISTING EDGES AND A SEAL COAT ON THE SURFACE. 7. PRIOR TO PLACING BACKFILL. CALL CITY ENGINEERING DIVISION FOR BEDDING INSPECTION. 8. THE WHEEL OR SAWCUT OF A.C. SHALL BE A STRAIGHT. CLEAN LINE ACCEPTABLE TO THE CITY ENGINEER. 9. WHERE EXISTING A.C. EXCEEDS 0.5 FEET IN THICKNESS. ALTERNATE PAVEMENT REPLACEMENT THAN REQUIRED HEREON WILL BE SPECIFIED BY THE CITY ENGINEER. 10. PRIOR TO PERFORMING ANY WORK IN THE PUBLIC RIGHT - OF - WAY A PERMIT MUST BE OBTAINED FROM CITY ENGINEERING DIVISION. 11. ON ALL HIGHWAYS SHOWN ON THE MASTER PLAN OF HIGHWAYS THE A + B + B SHALL BE OF WIDTH SUFFICIENT ENOUGH TO ACCOMMODATE A SELF - PROPELLED STEEL ROLLER 12. ALL WORK SHALL CONFORM TO THE "GUIDELINES FOR TRAVEL EXCAVATION;" ATTACHED HERETO. REVISIONS City of San Juan Capistrano EXCAVATION AND RESURFACING STANDARD / �'/• 7120195 ENGMEER. WILLIAM M. HUBER R.C.E. 31785 DATE STANDARD FLAN NO. 700 SHT -2OF6 GUIDELINES FOR. TRENCH EXCAVAT ON 1. A TRENCH IS DEFINED AS AN EXCAVATION IN WHICH THE DEPTH IS GREATER THAN THE WIDTH OF THE BOTTOM OF THE EXCAVATION. ALL TRENCH EXCAVATION AND RET ATEI) WORK SHALL CONFORM TO SUBSECTION 306-1 OF THE CURRENT EDITION OF THE "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION" (STANDARD SPECIFICATIONS) AND AS FURTHER SPECIFIED BELOW: A. MAXIMUM LENGTH OF OPEN TRENCH SHALL BE 200 FEET OR THE DISTANCE NECESSARY TO ACCOMMODATE THE AMOUNT OF PIPE ABLE TO BE INSTALLED IN A SINGLE DAY, WHICHEVER IS GREATER— BEFORE EXCAVATING ANY TRENCH FIVE FEET OR MORE IN DEPTH, THE CONTRACTOR/PERMITTEE SHALL SUBMIT TO THE CITY A DETA=) PLAN SHOWING THE DESIGN OF SHORING. BRACING, SLOPING OR OTHER PROVISIONS TO BE MADE FOR THE WORKERS' PROTECTION. THIS PLAN MUST COMPLY WITH THE REQUIREMENTS OF THE STATE. OF CALIFORNIA CONSTRUCTION SAFETY ORDERS, ARTICLE 6, SECTION 1540. IF THIS PLAN VARIES FROM 'SHORING SYSTEM STANDARDS, IT SHALL BE PREPARED BY A REGISTERED CIVIL ENGINEER. THE PLAN WILL BE REVIEWED BY THE CITY PRIOR TO THE COMMENCEMENT OF EXCAVATION BY THE CONTRACTOR/PFR,MT1'T'EE. C. PRIOR TO COMMENCING WORK ON THIS PROJECT, THE CONTRACTOR/PERIvgrrM SHALL SUBMIT TO THE CITY FOR APPROVAL A PLAN AND SCHEDULE OF CONSTRUCTION WHICH WILL ALLOW THE LEAST INCONVENIENCE TO THE PUBLIC AND/OR RESIDENTS. UTILITY TRENCHES MUST BE BACEM-ED AND COMPACTED OR COVERED WITH STEEL PLATES SO THAT ALL RESIDENTS WILL HAVE ACCESS TO T13EIR DRIVEWAYS PRIOR TO CONTRACTOR/ PERMITTEE LEAVING JOB SITE EACH DAY. ALL TRENCHES DEEPER THAN 4.15 FOOT IN ROADWAY MUST BE COVERED WITH STEEL PLATES OR FENCED, AS DETERMINED BY THE CITY, WHEN LEFT OVERNIGHT. ALL PLATES SHALL BE PLACID AND SECURED AGAINST DISPLAC0 ENT IN CONFORMANCE WITH THE PROVISIONS OF THE'WORK AREA TRAFFIC CONTROL HANDBOOK PUBLISHED BY BUILDING NEWS, INC., LATEST EDITION THEREOF. ALL PLATES PLACED ON ARTERIAL HIGHWAYS SHALL BE SECURED ALSO BY SPIKES. 2. BEDDING MATERIAL WHICH SUPPORTS THE CONDUIT SHALT. EX'T'END A MINEAUM OF 1.0 FOOT ABOVE THE CONDUIT AFTER DENSIFICATION. PRIOR TO BACKFILLING OF THE TRENCH BY THE CONTRACTOR/PERMITTEE, THE PROPOSED BACKFILL MATERIAL MUST BE APPROVED BY THE CITY. WHEN REQUESTED THE CONTRACTOR/PERMITTEE SHALL PROVIDE THE CITY W rTH A CERTIFICATE OF COMPLIANCE FROM A SOILS TESTING LABORATORY APPROVED BY THE CITY. REVISI©N5 City of San Juan Capistrano EXCAVATION AND RESURFACING "120/45 STANDARD PLAN NO. Iff1ll I APPROVED BY Cr1'Y ENGINEER, wm .'fAM M. HUBER R.C.E. 31785 DA'T'E I SHT? Of b _ WHEN REQUIRED BY THE CITY, TESTS SHALL. BE PERFORMED ON ALL PROPOSED BACKFILL MATERIAL TO ENSURE UNIFORM COMPLIANCE WITH CITY REQUIREMENTS. ANY MATERIAL THAT FAILS ON - SITE TESTING IS SUBJECT" TO REMOVAL AND DISPOSAL AT THE EXPENSE OF THE CONTRACTOR/PERMITTEE. 4, AS STATED IN THE TRENCHING DETAIL NOTES, BACKFILL AND BEDDING MATERIALS SHALL HAVE A SAND EQUIVALENT (SE.) AS DETERMINED BY TEST METHOD NO. CALIF. 217 AND SHALL BE DENSIFTIDED TO A MINIMUM RELATIVE COMPACTION OF 90 PERCENT (95 PERCENT IN THE CASE OF SUBPARAGRAPH 4B BELOW) BY THE USE OF MECHANICAL TAMPERS, ROLLERS, OR VIBRATORS APPROVED BY THE CITY. "STAMPING" TYPE EQUIPMENT SHALL NOT BE USED FOR DENSIFYING TRENCH BACKFILL WITHOUT PRIOR CITY APPROVAL WHEN THE CONDUIT OR PIPE IS OTHER THAN REINFORCED CONCRETE OR AS OTHERWISE SPECIFIED BY THE PUBLIC UTILITY COMPANY STANDARDS. MATERIAL FOR MECHANICALLY COMPACTED BACKFILL SHALT. BE PLACED IN LIFTS NOT EXCEEDING THICKNESSES AS SPECIFIED IN SUBSECTION 306 - 1.3.2 OF THE STANDARD SPECIFICATIONS FOR THE TYPE OF EQUIPMENT USED. CLASS 100 - E -100 SAND -CEM ENT SLURRY, MECHANICALLY MIXED (HAND MIXING IS NOT APPROVED) AND PLACED IN CONFORMANCE WITH CITY REQUIREMENTS, MAY BE USED WHEN APPROVED BY THE CITY. A. TESTING OF BACKFILL MATERIAL SHALL BE PERFORMED BY THE CONTRACTOR/PERMITTEE, AS REQUIRED BY THE CITY TO ENSURE UNIFORM DENSIFICATION. APPROVAL OF THE TEST RESULTS FOR BACK EIL.L I17A17 A t SHALT. BE SECURED FORM THE CITY PRIOR TO PLACEMENT OF PERMANENT BASE OF PAVEMENT. ALL TESTS SHALL BE PERFORMED AT THE EXPENSE OF THE CONTR.ACTOR/PERMFrIEE. B. WHERE TRENCH EXCAVATION OCCURS WITHIN EXISTING PAVEMENT, THE FOLLOWING CONDITIONS SHALL APPLY. 1. THE UPPER 0.5 FEET OF SUBGRADE AND THE STRUCTURAL SECTION SHALL BE DENSIFIED TO A Ml[ iIMUM RELATIVE COMPACTION OF 95 PERCENT. THE REMAINING BACKFILL SHALL BE DENSIFIED TO A MINIMUM RELATIVE COMPACTION OF 90 PERCENT. 2. ALL TRENCHES WHICH ARE TRANSVERSE OR DIAGONAL TO EXISTING STREETS OR ARE WITHIN AN INTERSEC /TON SHALL, BE BACKFILLED WITH CLASS 100 - E - 100 SAND -CEMENT SLURRY. WHEN LONGITUDINAL TRENCHING IS PROPOSED NEAR CURBS AND GUTTERS, THE WALLS OF THE TRENCH SHALL NOT BE WITHIN 1.5 FEET OF THE EDGE OF GUTTER (OR EDGE OF CURB IF THERE IS NO GUTTER) IF THE TRENCH IS IN THE STREET, NOR WITHIN 1.5 FEET OF THE BACK OF THE CURB IF THE TRENCH IS IN THE PARKWAY, UNLESS PRIOR APPROVAL IS OBTAINED FROM THE CITY. WHEN TRENCH WALLS 1.5 FEET OR CLOSER TD THE EDGE OF GUTTER (OR EDGE OF CURB IF THERE IS NO GUTTER) ARE APPROVED BY THE CITY, THEN THE TRENCH SHALL BE BACMJXD WITH CLASS 100 - E - 100 SAND-CEMIENT SLURRY. THE EXISTING PAVEMENT SHALL BE CUT ON ALL SIDES 0.5 TO 1.0 FEET WIDER THAN THE TRENCH. WIDTH. WHEN THE EDGE OF EXISTING PAVEMENT IS SO CUT, ALL EXISTING PAVEMENT BETWEEN THE EDGE OF THE CUT AND THE GUTTER SHALL BE REMOVED IF IT IS LESS THAN 2.0 FEET IN UNIFORM WIDTH. ALL EDGES OF RECONSTRUCTED PAVEMENT SHALL BE STRAIGHT AND UNIFORM. IF THE CONTRACTORIPERNff TEE CHOOSES TO USE A "PAVEMENT BREAKER" FOR MARKING THE INITIAL. LIMITS OF TRENCH EXCAVATION, THE AREA. SO MARKEDMUST BE CONTINUOUSLY BARRICADED TO PREVENT TRAFFIC FROM PASSING OVER THE NDENTATTONS IN THE PAVEMENT, AS WELL AS THE AREA IMMEDIATELY ADJACENT TO ANY EXCAVATION. SUCH BARRICADING OR TRAFFIC CLOSURE, HOWEVER, SHALL COMPLY WITH CONTRACFIPERMIT' TRAFFIC REQUIREMENTS, AND NOT CONSTTTUTE ADDITIONAL CLOSURE. ALL LOOSE PAVEMENT AND OTHER DEBRIS SHALL BE RAMEDIATELY REMOVED. PRIOR TO SURFACING OF THE TRENCH, THE EXISTING PAVEMENT SHALL BE CUT AS SPECIFIED ABOVE. ANY BARRICADING SHALL CONFORM TO CITY TRAFFIC REQUIREMENTS AND PROVISIONS OF THE "WORK AREA TRAFFIC CONTROL HANDBOOK.". City of San Juan Capistrano REVISIONS EXCAVATION AND RESURFACING _ STANDARD ,/ / /4'" 7/20/95 APPROVED BY CTIY ENGINEER WHI.I4M M. HUBERR.C.E. 31785 DATE 0 • ' t ._ e i VA1i1l1 SIiT40F6 4. TRENCH RESURFACING SHALL MATCH THE EXISTING STREET SURFACE (A.C. OR P.C.C.) AND SHALL BE 0.1 FOOT THICKER THAN EXISTING PAVEMENT. THE MINRAUM THICKNESSES OF TRENCH RESURFACING MATERIALS SHALL CONFORM TO THE FOLLOWING TABLE. LOCAL STREETS AND ALLEYS MAJOR, PRIMARY, SECONDARY AND COMMUTER STREETS (AS SHOWN ON THE CITY MASTER PLAN OF HIGHWAYS) 0.35 FOOT A.C. OR P.C.C. OVER 0.50 FOOT A.C. OR P.C.C. OVER 0.65 FOOT C12 AB OR CMB 1.00 FOOT C12 AB OR CMB OR OR 0.35 FOOT A.C. OR P.C.C. OVER 0.35 FOOT A.C. OR P.C.C. OVER CLASS CLASS 100 - E - 100 SAND CEMENT 100 - E - 100 SAND - CEMENT SLURRY SLURRY IF TEMPORARY ASPHALT CONCRETE PAVEMENT IS PLACED IN ANY PAVEMENT CUT, IT SHALL BE MAINTAINED FREE OF HOLES, RUTS OR OTHER FAILURES. THIS TEMPORARY PAVEMENT SMALL BE REMOVED AND DISPOSED OF AND PERMANENT ASPHALT CONCRETE PLACED WPTHIN A PERIOD OF TEN WORKING DAYS OR AS OTHERWISE APPROVED FOR PUBLIC UTILITY COMPANIES, FOLLOWING THE PLACEMENT OF THE TEMPORARY PAVEMENT. AFTER. REMOVAL OF TEMPORARY PAVEMENT AND PRIOR TO PLACEMENT OF PERMANENT ASPHALT THE SURFACE OF THE SUBGRADE, BACKFILL OR BASE, AND EDGES OF ADJACENT PAVEMENT SHALL BE APPROVED BY THE CITY, THIS SURFACE SHALL BE TESTED/INSPECTED FOR COMPACTION, ELEVATION, SURFACE UNIFORMITY, AND IT SHALL BE FIRM, HARD AND UNYIELDING. THE EDGES OF PAW SHALL BE INSPECTED FOR WIDTH, STRAIGHTNESS, AND PROPER TACK COAT. 6. IF THE CONTRACTOR/PERMITTEE PROPOSES TO OPEN A STREET TO TRAFFIC AFTER PERMANENT ASPHALT CONCRETE (BASE COURSE) HAS BEEN INSTALLED IN THE TRENCH, BUT PRIOR TO INSTALLATION OF THE FINAL RAVEN= COURSE, THE PAVEMENT SHALL BE MAINTAINED IN SUCH A MANNER THAT HOLES, RUTS, FAILURES, AND ABRUPT CHANGES IN ELEVATION WILL NOT OCCUR. THE CONTRACTOR/PERNIIT U SHALL OBTAIN APPROVAL FROM THE CITY PRIOR TO OPENING THE STREET TO TRAFFIC WITHIN THE LIMITS OF THEIR PERMITTED WORK. 7. THE FINAL PAVEMENT COURSE SHALL BE MADE IN SUCH A MANNER THAT IT WILL BE FLUSH AND CONFORM WITH THE EXISTING STREET SURFACE. THE CONTRACTOR/PERMITTEE SHALL OBTAIN APPROVAL FORM THE CITY PRIOR TO PLACING THE FINAL PAVEMENT COURSE. REVISIONS City of San Juan Capistrano EXCAVATION AND RESURFACING X0-71 7120195 STANDARD PLAN NO. 700 I APPROVED BY CITY ENGINEER, WHIIAM M. HUBER R.C.E. 31785 DATE I SHT ` OF b 8. THE CITY GUIDELINES FOR TESTING BACKFILL MATERIAL ARE AS FOLLOWS: A. PRIOR TO TRENCH EXCAVATION, THE GRADING SAND EQUIVALENCE (S E.), AND RELATIVE COMPACTION CURVE OF THE PROPOSED BACKFILL MATERIAL SHALL BE DE°r'E .M[I TED AND A CERTIFICATE OF COMPLIANCE FROM A CITY APPROVED SOILS TESTING LABORATORY SHALL BE SUBMIT ED TO THE CITY. THE CITY MAY REQUIRE ADDITIONAL TESTING AT THE EXPENSE OF THE CONTRACTOR/PERMITTEE TO ENSURE UNIFORM COMPLIANCE AND MAY ACCEPT' OR REJECT THE MA17RIAL BASED UPON SUCH TESTING. UNSUITABLE MATERIAL AS DETERMINED BY THE CITY SHALL BE REMOVED FROM THE SITE AT THE EXPENSE OF THE CONTRACTOR/PERMT TEE. B. RELATIVE COMPACTION TESTS SHALT. BE PERFORMED AT INTERVALS NOT EXCEEDING 200 FEET IN LENGTH AND 2.0 FEET IN DEPTH. ANY MATERIAL THAT FAILS A COMPACTION TEST SHALL BE RECOMPACTED OR REMOVED TO LIMITS DETERM[NED BY THE CITY. 9. BARRICADES AND TRAFFIC CONTROL SHALL BE PERFORMED PER THE "WORK AREA TRAFFIC CONTROL HANDBOOK" PUBLISHED BY BUILDING NEWS, INC., LATEST EDITION THEREOF. 10. ANY PAVEMENT TRAFFIC STRIPING REMOVED OR OBLITERATED DUE TO CONTRACTOR/PERMITTEE OPERATIONS SHALL BE REPLACED BY THE CONTRACTOR/PERMITTEE RvfMEDL TELY FOLLOWING FINAL PAVING/PATCHING, TO THE SATISFACTION OF THE CITY. THE CONTRACTOR/PERMr= SHALL ALSO PROVIDE TEMPORARY PAVEMENT MARKINGS DURING CONSTRUCTION WHEN REQUIRED BY THE CITY. ON CITY CONTRACTS THE CONTRACTOR SMALL RESTRIPE AS REQUIRED BY THE SPECIFICATION. REVISIONS City of San Juan Capistrano EXCAVATION AND RESURFACING �t 2- � f / x " 7/20195 ENGINEER. WILLIAM M. HUBER R.C.E. 31785 DATE 700 SHT6OF6 E REVISIONS TYPE I ZK ]E 3N COMPACTED BACKFILL PIPE SUB - GRADE �h PIPE FOUNDATION TYPE II lit uenasu1961 1716 City of San Juan Canpistrano PIPE BEDDING DETAILS APPROVED BY CITY -:', 7120195 i7�5 DATE STANDARD PLAN NO. Soo SHT' 1 OF SELECr MATERIAL COMPACM TO % REL. 7 1 DENSrrY w a COMPACTED BACKFILL a. PIPE SUB -GRADE ., PIPE FOUNDATION SELECT HAND SHAPED FROM MATERLkLUNDISTURBED COMP COMP. TO 40% 119, p,D, SOIL REL. DENSITY -11 MIN. TYPE III PIPE SUB - GRADE �h PIPE FOUNDATION TYPE II lit uenasu1961 1716 City of San Juan Canpistrano PIPE BEDDING DETAILS APPROVED BY CITY -:', 7120195 i7�5 DATE STANDARD PLAN NO. Soo SHT' 1 OF El 7IB03ACKFILL �•aMPACTED DENSITY CLASS 420 - C - 20M / CONCRETE � N • MAX, TO BE DETERMINED IN THE FIELD BY THE CITY ON THE BASIS OF MAX. OVER WIDTH EXCAVATED. TYPE IV NOTES: 1. THE TRENCH WIDTH AT THE UPPER I.= OF THE PIPE ?ONE SHALL BE WITHIN THE FOLLOWING LIMTTS FOR TYPE L Ii, AND III BEDDING: MAXIMUM TRENCH WIDTH - Q.D. OF PIPE OR BELL PLUS 12" NENDAUM TRENCH WIDTH - O.D. OF PIPE OF BELL PLUS 8" 2. TYPE IV BEDDING SHALL BE USED WHERE THE TRENCH WIDTH AT THE UPPER I.= OF THE PIPE ZONE EXCEEDS THE MAXIMUM WIDTH SPECIFIED ABOVE. 3. SEE STD. PLAN NO. 700 FOR TRENCH RESURFACING AND BACKFILL REQUMEMF-NTS. REVISIONS City of San Juan Capistrano PIPE BEDDING DETAILS �t� 41,,4" 7/20/95 ENGINEER, W^LL1,AM M. HUBER R.C.E. 31785 DATE STANDARD PLAN NO. SIFT 2 01 2 VALUES OF "K" MINIMUM "W" MIN. SIDEWALK CURB HEIGHT RESIDENT [AL 12' A2-6 (B") A2-8 (8") ADJACENT TO R/W 2' 3' COMMERCIAL & INDUSTRIAL ONE WAY TWO WAY 14" 28' ADJACENT TO CURB 3' 4' FULL PARKWAY 3' 4' GENERAL. NOTES: 1. In certain situations if all of the following minimums are provided, the result may not be workable. Notwithstanding the minimums, the intent is to produce a driveway that provides reasonable access to the garage. 2. Sidewalk and ramp thickness "T" shall be 6" P.C.C. 3. A.C. section may be constructed between back of sidewalk and R/W for residential driveways if the onsite driveway is A.C. 4. One (1) foot minimum of full height curb shall be maintained between PL and top of '")S" unless a common driveway is warranted per Note 11. 5. No less than 22" of full height curb shall be maintained between two driveways on the some property.. 5. Commercial, industrial and residential driveways having an anticipated Average Daily Traffic volume (ADT) greater than 100 vehicles shall be designed as Flared Depressed Curb Driveway Approaches per Std. Plan 1210. Residential driveways serving more than 25 units and commercial and industrial driveways having anticipated ADT in excess of 1000 vehicles will be designed as local streets with curb, spandrel and cross gutter, subject to approval of engineer. 7. Color additives or pattern stamped concrete shall not be used. 8. When garage door opening and right-of-woy line are parallel and distance between garage door opening and right-of-way is 20' or less, "W" shall be a minimum width equal to the garage door opening and shall be centered on the total garage door opening. 9. When garage door opening and right-of-way line are not parallel, "W" shall be determined in accordance with detail on sheet 4 of 5. 10. When the closest setback distance between the garage door opening and right-of-way is greater than 20', "W" may be reduced and the driveway on site may be curved or angled as necessary providing a minimum distance of 20' is maintained adjacent and perpendicular to the garage door in order to provide room for a car to back out of the garage and maneuver. Refer to Detail "B" on sheet 3 of 5, and Detail "C" on sheet 5 of 5. ll. When the "x" of one driveway conflicts with the "x" of an adjacent driveway in a knuckle or cul-de-sac, a common driveway shall be used. 12. It is permissible for the projection of the edges of two adjacent onsite driveways to cross providing they do so within the R/W as shown on sheet 5 of 5. 13. Driveways for Panhandle and Flag Lots must meet applicable minimum width requirements as well as allow for maneuvering room as called for by note 10. ORANGE COUNTY RESOURCES & DEVELOPMENT MANAGEKNT/ DVPARTMENT Approved Adopted, Ras. 91-1481 Revised: Res. 96-546; 06-010 1. Nakasone. Chef Engineer STD. PLAN DEPRESSED CURB DRIVEWAY APPROACH SMT, I OF 5 R/WStraight grade ----- T------ ----------- Straight grad ..Sidewalk } V Min. to property line 22' Min. of full height curb or any surface utility between depression on some property PLAN Gutter grade---,' Top of " "x" —Bottom of "x" ELEVATION ]"Lip A 2-6 Curb & Gutter - +Alternates in residential areas; commercial and industrial areas shall have full parkway sidewalk 1"L iip ____7 A 2-$ Curb & Gutter' Sidewalk Curface R/W 1 Varies ' _I 5' Sidewalk+ 1 4' Sidewalk+ I %per i' I� "T- 6" CURB FACE R/W Varies I 5' Sidewalk+ 4' Sidewalk+ f 2 8" CURB FACE ORANGE COUNTY RESOURCES & DEVELOPMENT MANAGE N �XDPARTMENT Approved W1. NakaWre. CNet Englnw Uopted: Res. 91-1489 Revised: Res. 96-546; 06-010 DEPRESSED CURB DRIVEWAY APPROACH STD. PLAN 1209 SHT.2 OF 5 Cur M DFTAII A It II)FTAII R NOTES: 3.C. Width Of depression (W) shall be designed using projected Dwy. lines where they intersect back of sidewalk and/or curb face. The minimum dimension for W shall be the greatest obtainable length between the projection intersections, measured parallel to the curb face. 2 feet Min. between top of "X". If 2 feet cannot be maintained using the 4.� criteria shown above, a continuous depression shall be used per (Vote II on sheet I of 5. Dimension shall be a minimum of 20 feet unless otherwise provided by zoning. ORANGE COUNTY RESOURCES & DEVELOPMENT MANAG N D PARTMENT STD. PLAN Approved ¢ - H. /. Hakasa7e. CfYef Englneer 1209 Adopted: Res. 91-1481 Revised. Res. 96-546: 06-4110 DEPRESSED CURB DRIVEWAY APPROACH SRT.3 OF 5 Back of sidewalk Curb face Lengths of ..W'&"X" are measured along curb face Curb foc R f � � Rad4ar tine t I------------------------------------ I i ' ---Back of sidewalk \- RAW ,Refer to Dote 9 can sheet I of 5 NOTES: ( Day Bottom of "X" is radial to intersection of Dwy. and back of sidewalk. �J if no sidewalk, intersection to occur at R/w. Bottom of "X" at intersection of Dwy. projection and curb face. I foot minimum at curb face from top of "X" to radial projection of property line. ORANGE COUNTY RESOURCES & DEVELOPMENT MANAGE Approved PARTMENT STD. PLAN H. 1. Nokvsone, Chef E'naIneaer Adtaptedi Res. 91-1481 Revised: Res. 96-545: 06-010 1209 DEPRESSED CURD DRIVEWAY APPROACH SHT. 4 OF 5 Fla to#� Pan handle 9 lot Flog lot Dw J too - - - -- - -_ - - -� - -' l '=' Q 0<\ Pan handle. lot R ---- --- ---- -_ _ ----------------------- �' G ti Dw H J ❑ 2 Man, — — — -- --- ---- ------------------------ Curb fac ' �'� R1w i ' luck of sidewalk s i NOTES: A= Maximum 30" Common driveway, refer to Note 11 on sheet I of 5. Optional curved edge of Dwy. See detail "B" on sheet 3 of 5. �1 It 1s permissible to cross Dwy projections as long as point of (+ intersection is within road R/W. 0 Placement of "X" per criteria on sheet 4 of 5. ORANGE COUNTY RESOURCES & DEVELOPMENT MANAGE ISl 0 PARTMENT Approved +v . t. Nokosone. Cher Engineer AdoPteds Res. 9I-1483 Revised: Res. 95-546, 06-010 DEPRESSED CURB DRIVEWAY APPROACH STD. PLAN 1209 SHT. 5 OF 5 ------------- Y w Sidewalk :L� I Y WPJ, I" min. depth WPJ Curb & Cutter APPLICATION W y Arterial roads* Full Pkwy. 10, Residential sidewalk adjacent to E •• 4' 10' Residential sidewalk adjacent to curb••• 4'-6" 10' Commercial and industrial Full Pkwy. 10' NOTES: Thickness=4" PCC standard; 6" within driveway area. CURB & GUTTER: WPJ shall be placed at each side of driveways, at the ends of all curb returns, and at 10' intervals (except within curb returns), to a depth of 1-1/2" with edger finish. SIDEWALK: WPJ shall be constructed in sidewalks, I" minimum depth, at 10' intervals and at ends of drive approaches, curb returns and tree wells. Joints shall be edger finished (R=1/8"). Color additives or pattern stamped concrete shall not be used. +W may be reduced to 5' with adequate provision for maintenance of remaining parkway. --Recommended where grade is less than 5% and design is consistent with adjacent residential development. •■*Recommended when grade is greater than 5'/.. Utility vaults, hydrants, mailboxes and other obstructions must be placed back of sidewalk. See Std. Plan 1410 for vertical obstruction location. See Std. Plan 112 -1 -OC for joint 'details. Longitudinal grooves at I" C -C mini � m 'Y4" deep. 13• by I4 " wide 4 fl SD - �+1 I Z° Sidewalk I \— Mailbox TAIL AT MAILBOX ORANGE COUNTY RESOURCES & DEVELOPMENT MANAGE ISIV pEPARTMENT ApprovedV "" -- . !. Nntt�sone ctyer Englnw Adopted. Res. 77-92 Revised. Res. 78-791. 82-718: 86-1141: 91-1481: 06-010 SIDEWALK DETAILS Curb Face STD. PLAN 1205 SHT. 1 OF I NOTES: I. Concrete shall have a minimum ultimate compressive strength at 28 days of 2500 p.s.i. Concrete may be pneumatically placers and shall conform to Section 1924 of the Uniform Building Code. 2. Reinforcing shall be 6" x 6"-W1.4 x W1.4 welded wire mesh (W.W.M.) or approved equal. 3. Ground shall be pre -wetted to the satisfaction of the Building Official or Engineer prior to placement of concrete. Curing compound shall be used when required by the Buil(Jing Official or Engineer. 4. Anchors shall be constructed in accordance with Standard Plan 1321 (Sheet 2) when slope equals or exceeds 2;1. ORANGE COUNTY RESOURCES & DEVELOPMENT MAMA Approved Adopted: Res. 82-718 Revised: Res. 06-0I0 INTERCEPTOR DRAIN PARTMENT 1. Nakosore.CW Eng1r*er STD. PLAN 1332 SH T. I OF 1 CENTER METER IN BOX i0 6 00ou _o .o U D oo o v M �o o " R 2 METER AND CU SERVICE VALVEEOMER 5 FURNISHED AND INSTALLED BY DISTRICT OFFICE UPON LEVELS PAYMENT OF ALL APPLICABLE ITEM NO. SIZE & DESCRIPTION MANUFACTURER SPEC. NO. 1 " SERVICE INSTALLATION CITY OF SAN STD. NO. Aa JUAN CAP STRANO 1 APPR ED 0 1 L'ep na' 7/%Zy/L ATER ENGINE IN NAGER DATE SHEET 1 OF 2 rn mxmrm�ur_�.. DOUBLE STRAP BRONZE SERVICE JONES J-979 I.P. SADDLE V I.P. OUTLET MUELLER H-16102 TO H-16116 lO FORD 101BS (STAINLESS)- SMITH-BLAIR SIZE I.P. 4 323 -SIZE -08 V BRONZE CORPORATION STOP - JONES J-1935 OOBALL VALVE TYPE MUELLER B-25028 I.P. THREAD X COMPRESSION FORD FB -1100 BRONZE ANGLE METER STOP - 5/8'METER 1' METER 3 BALL VALVE TYPE W/ LOCK WING JONES (COMPRESSION TYPE) MUELLER B 24258 1963W FORD BA43-342W BA43-444W CUSTOMER SERVICE - BALL 5/8'METER 1' METER OBRONZE 4 VALVE TYPE METER NUT x F.I.P. JONES J-1908 71958 (SUPPLIED BY DISTRICT) FORD B13-342 813-444 W/ HT -34 W/ HT -34 1' COPPER TUBING REDDING COPPER TYPE O MUELLER 'K' SOFT CONCRETE METER BOX BROOKS 5/8' MTR 1' MTR 6 W/ READING LID EISEL BOX LID (SEE NOTES 3, 6, & 10 36 MB 38-S W438 MB W438 PC O 6' BASE OF 3/4' ROCK SEE SPECS. 1 " SERVICE INSTALLATION CITY OF SAN STD. NO. Aa JUAN CAP STRANO 1 APPR ED 0 1 L'ep na' 7/%Zy/L ATER ENGINE IN NAGER DATE SHEET 1 OF 2 rn mxmrm�ur_�.. 10"TO ANGLE METER STOP PROPERTY LINE u GRIND OR STAMP 2' 'W' IN CURB FACE TO IDENTIFY POTABLE WATER SERVICE LOCATION OR 2' 'DW' TO IDENTIFY RECYCLED WATER SERVICE LOCATION CONSTRUCTION NOTES 1. DOUBLE STRAP SERVICE SADDLE REQUIRED FOR ALL SERVICE CONNECTIONS TO ANY SIZE MAIN. SERVICE SADDLE SHALL NOT BE INSTALLED WITHIN 18" OF A VALVE, COUPLING, FITTING, OR OTHER SERVICE TAPS. DIRECT TAPPS ARE NOT PERMITTED. 2. INSTALL CORPORATION STOP WITH KEY SIDEWAYS IN OPEN POSITION. 3. SET TOP OF METER BOX FLUSH WITH SIDEWALK OR CURB AS SHOWN. 4. THE CORPORATION STOP TAP SHALL BE MADE AS SPECIFIED BY THE PIPE MANUFACTURERS INSTALLATION GUIDE. ALL TAPS SHALL BE MADE WITH MACHINE GUIDE OR PILOT TAP. 5. THE WATER SERVICE SHALL EXTEND PERPENDICULAR TO THE CENTERLINE OF THE STREET FROM THE WATER MAIN TO THE METER STOP. 6. METER BOX SHALL BE SET IN SIDEWALK WHERE SIDEWALK IS ADJACENT TO CURB, OR IN PARKWAY BETWEEN CURB AND SIDEWALK. 7. SOLDER USED IN JOINING COPPER PIPE, FITTINGS AND SPLICES SHALL BE A "SILVER SOLDER"COMPOSED OF NOT LESS THAN 15% silver (Ag), NOT LESS 80% COPPER (Cu), AND NOT MORE THAN 5% PHOSPHORUS (P). SOLDERS CONTAINING FILLER ELEMENTS, OTHER THAN THOSE SPECIFIED, SUCH AS LEAD (Pb), ZINC (Zn), CADMIUM (CAD), NICKEL (Ni) OR TIN (Sn) WILL NOT BE PERMITTED. 8. ALL NON—POTABLE WATER SERVICES SHALL BE MARKED AS DETAILED IN SECTION 15151 OF THE SPECIFICATIONS. 9. ALL JOINTS TO CORP STOPS AND ANGLE METER STOPS SHALL BE COMPRESSION (NO FLARED FITTINGS). 10. METER BOXES SHALL NOT BE PLACED IN DRIVEWAYS. 11. METER BOX AND SERVICE PIPING TO BE FURNISHED AND INSTALLED BY APPLICANT. 12. FOR THE PURPOSE OF AN IRRIGATION SERVICE, NO BALL VALVE IS NEEDED. A STRAIGHT METER COUPLING SHOULD BE USED. 1 " SERVICE INSTALLATION REVISIONS CITY OF SAN STD. No. N0. DATE APPROVED Mzx& p J`wa-„, JUAN CAP STRANO11 ae w I APP ED WATER ENGINEER4NClMANAGER DATE SHEET 2 OF 2 NORMALLY 6'-0". FOR RUNS OVER 20' USE 8" PIPE. \� 30" MIN. LOCATE 4" OUTLET TOWARD STREET CONSTRUCT 3'x3'x4' CONCRETE" 6BR A PAD WITHIN PARKWAY. SEE 6" BREAKAKA WAY HYDRANT LOCATION PLAN CASE SPOOL 2 BELOW. WHERE SIDEWALKS ARE ADJACENT TO CURB, SEE HYDRANT LOCATIONS IN CASES 1. L FEATHER JOIN 6" SIDEWALK EXISTING PAVEMENT o v v . o .\ \X, SEE DWG. _ W-13 `\ FOR THRUST BLOCKS PUSH ON SEW-14 E AWG. 0 4 PUSH ON° . p \ \ MAIN LINE \ \ 6" C-900 PVC CONSTRUCTION NOTES PRESSURE CLASS 305 1. PROVIDE AND INSTALL FIRE HYDRANTS PER SPECIFICATIONS SECTION 15139. 2. HYDRANTS TO BE PAINTED ACCORDING TO PAINT SPECIFICATIONS SECTION 09900. 3. PROVIDE SS316 "BREAK -AWAY" BOLTS AT HYDRANT FLANGE, BOLT HEAD DOWN. 4. ROTATE HYDRANT 45' WHEN ADJACENT TO POWER POLE OR STREET LIGHT POLE. 5. INSTALL WET BARREL HYDRANTS ONLY. IF SPECIFICALLY DIRECTED BY THE CITY, INSTALL A WET BARREL HYDRANT WITH A CHECK VALVE. 6. SET BACK DISTANCE PER TRAFFIC SET BACK REQUIREMENTS, OR 30" MINIMUM; WHICHEVER IS GREATER. HYDRANT LOCATION PLANS 3 OR WIDER CONC r FACE OF CURB ------ i r PARKWAY Z PAD I . SIDEWALK .6' WIDE OR. MORE 15�. 3' v 30" _ 3' 3! ..... TSIDEWALK 3' CONC PAD CS CASE SIDEWALK NOT SIDEWALK ADJACENT TO CURB ADJACENT TO CURB RESIDENTIAL FIRE HYDRANT INSTALLATION REVISIONS CITY OF SAN STD.NO. NO. DATE APPROVED d,� � o JUAN CAPISTRANO APD WATER ENGINEEMW MANAGER DATE SHEET 1 OF 1 F.\CVWDSTD\W-D&1 APPENDIX 2 STRUCTURAL PAVEMENT INVESTIGATION REPORT STRUCTURAL PAVEMENT INVESTIGATION Revi REPORT For Del Obispo Street (Proposed Widening) From Calle Aspero to Paseo De La Paz Within the City of San Juan Capistrano, California Project No. 40784 December 2015 Client: City of San Juan Capistrano C/O CNC Engineering 2121 Alton Parkway I Suite 200 Irvine, CA 92606 LAA LaBelle Marvin Professional Pavement Engineering 2700 South Grand Avenue, Santa Ana, CA 714-546-3468 — label lemarvin.com OPPFNnIX A DEFLECTION STRUCTURAL ANALYSIS SUMMARY TABLES B CORE LOCATION PLAN AND SAMPLE LOG C IN -FIELD DEFLECTION TESTING DATA D LABORATORY TESTING R -VALUE DETERMINATIONS (CA 301) SAND EQUIVALENT DRIVE TUBE IN-PLACE DENSITY MAXIMUM DENSITY/ OPTIMUM MOISTURE E GLOSSARY OF TERMS L City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 2.0 SCOPE OF WORK 2 2.01 SITE INSPECTION 2.02 IN-PLACE STRENGTH TESTING 2.03 FIELD CORE SAMPLING 2.04 BULK SAMPLING OF SUBGRADE SOILS 2.05 ENGINEERING ANALYSIS 2.06 REPORT PREPARATION 3.0 PROJECT DISCUSSION 7 3.01 REHABILITATION PROCEDURES 3.02 RECONSTRUCTION 3.03 ASPHALT CONCRETE OVERLAY 3.04 ASPHALT RUBBER HOT MIX OVERLAY 3.05 COLD IN-PLACE RECYCLING (CIR) 4.0 TRAFFIC USE ESTIMATES 14 5.0 FIELD CONDITIONS 15 6.0 SUBSURFACE EXPLORATION 16 6.01 EXISTING ASPHALT CONCRETE 6.02 EXISTING AGGREGATE BASE 6.03 EXISTING PORTLAND CEMENT CONCRETE 6.04 SUBGRADE DESCRIPTION 6.05 SUBGRADE MOISTURE CONTENT 6.06 EQUILIBRIUM R -VALUE 6.07 EQUILIBRIUM MOISTURE 6.08 IN PLACE DENSITY AND RELATIVE COMPACTION 7.0 CONDITION AND STRUCTURAL ANALYSIS 19 7.01 REFLECTIVE CRACK ANALYSIS 7.02 RIDE QUALITY ANALYSIS 7.03 STRENGTH ANALYSIS - DEFLECTION BASED 7.04 STRUCTURAL SECTION COMPONENT ANALYSIS - LABORATORY 7.05 IN PLACE STRENGTH ANALYSIS 8.0 CONCLUSIONS AND RECOMMENDATIONS 21 9.0 REPLACEMENT SECTION ALTERNATIVES 24 10.0 SUBGRADE CONDITIONS 26 10.01 CONVENTIONAL SECTION PROCEDURE 10.02 FULL DEPTH ASPHALT CONCRETE PROCEDURE 11.0 MATERIAL RECOMMENDATIONS 28 11.01 AGGREGATE BASE 11.02 ASPHALT CONCRETE (NEW CONSTRUCTION AC BASE COURSE) 11.03 ASPHALT CONCRETE (LEVELING COURSE AND WEARING SURFACE) 11.04 GEOTEXTILE FABRIC OPPFNnIX A DEFLECTION STRUCTURAL ANALYSIS SUMMARY TABLES B CORE LOCATION PLAN AND SAMPLE LOG C IN -FIELD DEFLECTION TESTING DATA D LABORATORY TESTING R -VALUE DETERMINATIONS (CA 301) SAND EQUIVALENT DRIVE TUBE IN-PLACE DENSITY MAXIMUM DENSITY/ OPTIMUM MOISTURE E GLOSSARY OF TERMS City of San Juan Capistrano 1.0 — INTRODUCTION Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. The City of San Juan Capistrano, California in conjunction with regional development plans and community input has identified the need for widening the westerly side (southbound side) of Del Obispo Street from Calle Aspero to Paseo De La Paz. A sub segment within this reach was recently widened and improved as part of the Oliva Home Development, generally between Via Vermeulen and the Mariner's Church entrance roadway. The improvements planned as part of this study include the segment north and south of the recent widening adjacent to the Oliva Home Development. The roadway segment is identified as DEL OBISPO STREET Paseo De La Paz to Calle Aspero Del Obispo Street was the subject of various investigations dating to 2005/06. An initial review was conducted based on visual examination of the roadway conditions in late 2005/early 2006. A comprehensive investigation of several roadways and roadway segments was conducted in May 2006 which included in place strength testing, pavement core sampling and laboratory testing of the prevailing subgrade below the existing roadway alignment. The 2006 included recommendations for resurfacing utilizing asphalt rubber hot mix materials. The current roadway apparently reflects construction based on the 2006 recommendations. The purpose of the study is to explore the condition/strength of the roadway edge/paved shoulder area and provide structural recommendations for widening of the roadway. In place strength testing was performed specially on the existing shoulder area and current bicycle lane. Planned widening may utilize these previous pavement areas as support for a new wearing surface. The field strength testing was supplemented with pavement core sampling and subsurface exploration within the existing paved shoulder and bicycle lane. Additional subsurface borings were obtained within the unpaved shoulder area. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle" . Improvement of the paved shoulder may include a combination of reconstruction and resurfacing combined with construction of roadway widening, new sidewalk and/or frontage improvements as required. The purpose of this investigation is to provide data and independent analysis of the present structural conditions and define or explore various means of possible rehabilitation using in place strength testing, combined with pavement core sampling and laboratory testing. The investigation provides evaluation of the present structural integrity of the existing southbound paved shoulder and bicycle lane. The adjacent travel lanes were reinforced/rehabilitated during a previous City project. Where significant reinforcement is required, additional resurfacing of the existing lanes or reconstruction of the paved shoulder area may be required. The field strength measurements and cross section structural thicknesses were compared to current and projected future traffic use providing a basis for development of improvement requirements to meet long-term City performance expectations. A challenge for rehabilitation of the roadway will be effective control or limiting of premature reflective cracking combined with the geometric limitations imposed by the existing crown, and roadway cross slope. The planned improvements will join with previous City improvements in the adjacent travel lanes. 2.0 — SCOPE OF SERVICES Investigation of the existing southbound paved shoulder area and southbound bicycle lane along Del Obispo Street from Paseo De La Paz to Calle Aspero within the City of San Juan Capistrano, utilized a combination of • Non-destructive strength testing to define current roadway strengths • Field core sampling to verify as -built pavement sections • Laboratory subgrade testing defining design subgrade conditions and strengths • Visual review of prevailing conditions • Engineering analysis City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Investigation of the unimproved shoulder and widening area utilized • In place density o Drive tube sampling 1' and 3' below the existing unimproved surface • In place moisture o Drive tube and bulk soils samples • Borings extending to 4' depth o Bulk subgrade sampling for laboratory testing 2.01 - Site Inspection The existing pavement surface condition and manifestation of distresses provides insight into the impact of environmental issues such as landscape irrigation runoff, periodic rainfall, and thermal stresses imposed during the yearly weather cycles, combined with the apparent cumulative effects of traffic use. Previous maintenance and/or rehabilitation strategies often impart additional visible characteristics which aid in developing a full understanding of the performance and design challenges for specific roadway segments. Review of prevailing conditions was performed during several separate field review and data gathering periods. These various inspections and condition assessments are critical in developing final rehabilitation strategies. ➢ Site reconnaissance to determine the general roadway layout, traffic control requirements during testing and sampling and the variability of conditions to define testing and sampling intervals ➢ Documentation of site conditions during field strength (deflection testing sequence) testing ➢ Documentation of site conditions during field core sampling City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. ➢ Verification and correlation of field conditions during engineering review of conditions 2.02 — In -Place Strength Testing Pavement fatigue results in measurable changes in the roadway structural conditions. The measured pavement fatigue also incorporates variables such as prevailing subgrade strengths and moisture conditions, historical changes in pavement section thicknesses, previous roadway widening and realignment, utility access or construction and factors such as material quality changes, changes in environmental conditions such as period of heavy rainfall or conversely drought, prior maintenance overlays, use of pavement reinforcing fabrics, asphalt rubber hot mix materials, etc. Pavement strength (FWD) testing was performed in accordance with California Test Method 356 to determine the current load carrying capacity of the roadway and ultimately develop rehabilitation/resurfacing potential. Pavement response to the Falling Weight Deflectometer (FWD) was obtained at each test site including ➢ Deflection at the loading point ➢ Correlating deflection at nine (9) additional locations spaced 6" to 12" on center at each test site defining the pavement deflection basin under loading ➢ Distance Measuring Instrument (DMI) project limits and cross street locations ➢ DMI curb and or gutter locations ➢ Median type and DMI location ➢ Visible changes in pavement conditions or types ➢ DMI longitudinal test location ➢ GPS spatial test location ➢ Pavement surface temperature City of San Juan Capistrano 2.03 - Field Core Sampling Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Agency roadways typically reflect changes in use, previous construction, widening, realignment, utility construction and periodic resurfacing or overlay. Pavement core sampling provides direct access to the historical cross section of the roadway construction which may vary from location and include conventional asphalt concrete over aggregate base, full depth asphalt concrete placed directly over subgrade soils, modified pavement thicknesses in areas of utility construction, previous use of pavement reinforcing fabric, hot or cold in place recycling, and/or other various methods of reflective crack mitigation and in certain cases, reveals buried alignments such as previous Portland cement concrete roadways underlying all or part of the current roadway alignment. Core sampling of the existing pavement was performed to document the thicknesses of the various pavement structural layers along the roadway. The cores obtained during this investigation provide an understanding of the roadway history and present a clearer picture of as -built thickness variations. Pavement core sampling included: ➢ DMI longitudinal and transverse location ➢ Asphalt concrete total thickness and individual layer thickness ➢ Presence of pavement reinforcing fabric (if any) ➢ Portland Cement Concrete layer thickness (if any or where encountered) ➢ Aggregate base layer thickness and condition (if any) 2.04- Bulk Sampling of Subgrade Soils Subgrade soils conditions often vary along the roadway alignment. The variable conditions may be the result of natural changes in soil deposits while other changes may be the result of prior grading activities or use of select fill. Sources of moisture also vary City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. along the alignment, ranging from irrigation watering of parkways and medians, adjacent lawn turf areas, etc. Bulk samples of the underlying subgrade soils are obtained at each field core location to aid in understanding these changes in conditions and provide input relative to required replacement sections and insight into issues relating to planned construction. Bulk soil samples combined with field thickness measurements provide a basis for analyzing the cause or causes of conditions encountered during the investigation. Data Included: ➢ Subgrade identification ➢ In-situ subgrade moisture determination ➢ Subgrade R -Value strength determination 2.05 - Engineering Analysis Pavement design combines various, measured factors and strengths combined with engineering judgment. The information developed during this investigation is combined and analyzed to develop a full understanding of the opportunities available for rehabilitation design and provide a basis for development of cost effective rehabilitation or preservation strategies. The Engineering Analysis combines the measured field strengths, existing section materials and thicknesses, prevailing subgrade conditions and support characteristics with laboratory data, field observations, established pavement performance modeling and engineering judgment, providing a basis for preserving or improving the roadway. ➢ Component Analysis combining laboratory strength measurements and field thicknesses ➢ Site Condition Assessment comparing prevailing visual conditions, ride qualities, drainage patterns, crown and cross slope. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. ➢ In place strength analysis of the current roadway behavior under loading ➢ Pavement performance modeling combining measured strengths and future traffic use ➢ Evaluation of the potential for reflection of current conditions through planned resurfacing ➢ Development of alternative methods of rehabilitation which may include use of crack mitigation measures, reinforcing asphalt concrete or asphalt rubber overlay, potential use of full depth recycling, alternative methods of recycling and/or reduction of construction waste 2.06 - Report Preparation The final report utilizes all information developed during the investigation, combined with engineering judgment and ongoing developments in pavement design and engineering, yielding recommendations for rehabilitation and/or reconstruction. The results of this investigation were also compared to previous studies where available to assess changes in conditions which have occurred with use and ongoing maintenance. 3.0 — PROJECT DISCUSSION The investigation performed utilizes a full range of measuring techniques to assess the present structural condition of the roadway within the study area. The study utilizes in place strength testing to document current roadway support characteristics. Pavement core sampling is used to define the existing section thicknesses and document subgrade soil conditions. Laboratory testing is utilized to better understand the variables associated with preservation, rehabilitation, reinforcement or reconstruction. The combined effects of subgrade strength variations, historical traffic use, previous maintenance, and resurfacing each lend a component to developing cost effective strategies for pavement preservation/rehabilitation. The methodologies employed provide exploration of rehabilitation alternatives, and provide a cross check for full understanding of the roadway history contributing to present conditions. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 Lel LaBelle The specific 'hard' data is combined with visual examination of the roadway during development of testing protocol, field core sampling and during engineering review of conditions prior to development of final recommendations for maintenance, rehabilitation or reconstruction. Pavement performance and pavement rehabilitation present challenges which are addressed during design including current grades, crown heights and cross slopes, curbs and curb heights. The impact on surface grades and elevations for each of the rehabilitation or maintenance alternatives is evaluated to explore short and long term performance with related initial and projected long term costs. Balancing the costs and benefits requires consideration of numerous alternative methods of construction, which along with the costs and benefits include certain risks. Pavement reconstruction provides the greatest product uniformity generally at the highest initial cost. Reconstruction includes the potential of encountering undefined subsurface conditions, utility conflicts, weather delays, and increased costs related to change orders. Reconstruction also includes obvious disruption to residential and business life, and may be hampered with delays where subsurface conditions require design or construction changes. The specter of maintaining emergency access to businesses and residents impacted by the construction project are always most severe during roadway reconstruction projects. Resurfacing of the existing roadway typically includes the least initial cost balancing performance risks with construction and personal cost savings, constructability, and the impact on future maintenance choices with the type of resurfacing procedure chosen. Pavement resurfacing must also address street variability, changes in past and future traffic patterns, such as the advent of street side recycling of green waste, bottles and cans, and collection of normal household and business refuse and the impact on adjacent residents and businesses. The least cost alternative available may therefore not always be the most cost effective alternative over time. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 Lel LaBelle '-'.:. Evaluation of the roadway system, and ultimately selection of an appropriate course of corrective action must consider each of these objective issues, and combine these impacts with subjective values of the community such as appearance, curing periods, actual apparent work performed versus the total area within the City improved, i.e., the perceived value of work performed. Inherent in each of the construction procedures, including reconstruction, is the potential for unknown conditions, change orders, quality control and quality assurance procedures, the risks and implications of material variability and, in the case of resurfacing, grade impacts, grade restrictions along the roadway edges due to the presence or absence of curb or curb and gutter, prior construction history, the potential for reflection of existing cracking through the new wearing surface, etc. 3.01 Rehabilitation Procedures The majority of resurfacing systems are designed to address these variables, simply and effectively utilizing cold milling along pavement edges, aggressive crack filling, and where cracking is extensive, use of materials or layers resistant to premature reflective cracking. A key element in each of the resurfacing procedures is a comparison of both structural and aesthetic need, combined with the foreseeable risk, long and short performance benefits of the procedure and a comparison of resurfacing costs with the large expense of complete reconstruction. 3.02 Reconstruction Reconstruction almost always provides the lowest performance risks at the highest cost of construction. Typical reconstruction costs range from 3 to 10 times more than each of the resurfacing alternatives and is therefore selected only when all other alternatives are exhausted. Reconstruction involves complete removal of the existing pavement section and any underlying aggregate base layers, typically along with a defined amount of underlying subgrade soils. Where utility conflicts exist, such as shallow telecommunications lines or utilities which were previously installed within the upper City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle ".:. few feet of the pavement surface due to other depth restrictions or prior regulations, such utilities are then either relocated or somehow protected in place. Subgrade conditions may also dictate changes in construction scheduling, such as where subgrade is wet and will not support conventional construction equipment, areas where high ground water tables prevent ready drying of materials, or where adjacent conditions such as lakes, landscape slopes, etc. provide continual infiltration of water into the excavation. Prevailing weather conditions, such as persistent fog, unforeseen rainfall, etc. will also adversely impact reconstruction activities. Reconstruction does however present certain advantages such as future uniformity of construction, greater opportunities for quality control, correction of past problematic conditions, etc. Specific replacement section alternatives are provided within this report, utilizing both conventional asphalt concrete over aggregate base sections and full depth asphalt concrete sections constructed directly over the prepared subgrade soils. The replacement sections are location and street specific, based on variations in subgrade strengths determined during laboratory testing, and projected future traffic use. Replacement section alternatives are designed using methods outlined in the Flexible Pavement Structural Section Design Guide for California Cities and Counties, Third Edition, and the Caltrans Highway Design Manual Sixth Edition with updates. 3.03 Asphalt Concrete Overlay Asphalt concrete overlay provides improvement of the roadway, utilizing the existing layers of asphalt concrete and aggregate base as support for a new wearing surface. Addition of a defined thickness of asphalt concrete provides structural reinforcement of the roadway, permitting the designer to address changes in traffic use, increases in traffic volumes and weights, correct riding qualities, and effectively extends the structural performance of the roadway for ten or even twenty years. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Placement of asphalt concrete overlays results in an increase in crown height and of course roadway cross slope. As such, repeated placement of asphalt concrete overlays ultimately becomes unacceptable, resulting in either full street cold milling or possibly reconstruction. Pavement grinding is used for most overlays to provide a transition along the edges of the roadway, adjoining curb or gutter, at cross streets, at the termination point of overlays and at transitions to other fixed elevations such as railroad crossings, large utility vaults, etc. Remaining fixed elevation improvements such as manhole covers, valve covers, etc. are typically adjusted to the new finished elevation through use of risers or reconstruction of the item. A significant consideration during design and ultimately construction of overlays is the potential for existing pavement cracking of differing severity to reflect through the new wearing surface, with obvious aesthetic impacts. The reflected cracks also eventually become future maintenance issues, and in severe cases, provide an avenue of water damage from the surface, through to the underlying base and subgrade layers. Asphalt concrete overlays must weigh the risks of limited crack reflection versus the obvious cost and construction benefits of roadway reuse and extension of the useful life through cost effective overlay. Asphalt concrete overlays are seldom placed over roadways that are completely free of cracks of some type or description. Reflection crack control systems have therefore been developed and include use of simple or involved crack filling, use of pavement reinforcing fabric and pavement grids, use of asphalt rubber aggregate membranes, etc. Each of these methods results in controlling a percentage of the reflective cracks, at varying costs. None of the systems are intended to address every type of crack, with the most aggressive systems achieving an 80% or greater reduction in premature reflective cracking. Since even new pavements following construction or reconstruction are City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 Lel LaBelle "'.:. subject to cracking over time, reasonable control of reflective cracking for a 10 year period is considered acceptable. Placement of asphalt concrete overlays are limited by surrounding elevations such as existing curb and gutter, existing medians, the crown height or roadway elevation, and the cross slope resulting from placement of overlays. The overlay limit will vary, depending upon the specific roadway width and previous overlay history, etc. In general, a 4" thick maximum overlay thickness is considered for preparation of the materials report. Where the required overlay exceeds the limits imposed, reconstruction becomes necessary. Design elements during design such as widening, construction of new curbs and gutter, etc., will impact the potential for overlay placement. 3.04 Asphalt Rubber Hot Mix Overlay Asphalt rubber hot mix overlay should be considered a hybrid of the asphalt concrete overlay pavement restoration procedure. Asphalt rubber binders, and more recently polymer -modified binders, have been developed to provide additional flexibility of the pavement layer, thereby providing further resistance to reflective cracking. The increased flexibility provides a greater tolerance for excessive deflection, and as such, although not providing inch per inch similar structural reinforcement of the existing pavement structure, provides comparable long-term performance characteristics. Similar to asphalt concrete overlays addition of a defined thickness of asphalt rubber hot mix provides structural reinforcement of the roadway, permitting the designer to address changes in traffic use, increases in traffic volumes and weights, correct riding qualities, and effectively extend the structural performance of the roadway for 10 or more years. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 Lel LaBelle "'.:. Placement of asphalt rubber hot mix overlays also results in an increase in crown height and of course roadway cross slope. As such, repeated placement of asphalt concrete or asphalt rubber hot mix overlays ultimately becomes unacceptable, resulting in either full street cold milling or possibly reconstruction. Pavement grinding is used for most overlays to provide a transition along the edges of the roadway, adjoining curb or gutter, at cross streets, at the termination point of overlays and at transitions to other fixed elevations such as railroad crossings, large utility vaults, etc. Remaining fixed elevation improvements such as manhole covers, valve covers, etc. are typically adjusted to the new finished elevation through use of risers or reconstruction of the item. Asphalt rubber hot mix overlays are seldom placed over roadways that are completely free of cracks of some type or description and are not used for new construction. Since even new pavements following construction or reconstruction are subject to cracking over time, reasonable control of reflective cracking for a 10 year period is considered acceptable. 3.05 Cold in Place Recycling (CIR) Developments in recycling combined with recognition of the economic and environmental benefits of recycling have contributed to a resurgence in interest in reuse or recycling of all or most of the asphalt concrete layer in conjunction with resurfacing or rehabilitation projects. Cold in place recycling incorporates specially formulated or engineered emulsions with in place pavement milling/pulverization. The final process may include supplemental aggregate where laboratory mix designs identify the need for the types of emulsified binders and aggregate gradations. The cold recycled layer limits the quantity of materials exported to landfills and imported from commercial material suppliers, reducing the environmental footprint of the process. Balancing the benefits of cold in place recycling including but not limited to City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle ".:. material reuse, reduction of reflection crack potential, structural improvement, etc, are roadway construction history, structural improvement requirements, construction logistics, grade limitations, and the need for a wearing surface, independent of the CIR layer. The clear benefits of CIR have to be compared to the identified roadway requirements. Placement of a new wearing surface in addition to the CIR process is required. The critical factors therefore include the design thickness of the wearing surface, and where grades so dictate, the thickness of materials which must be removed prior to or in concert with the process. 4.0 —TRAFFIC USE ESTIMATES Traffic Index information was provided by the City of San Juan Capistrano, represented by an 8.5 Traffic Index. The traffic index differential reflects bus and truck distribution across the roadway lanes. The Traffic Index includes future traffic estimates and is a critical component of the analysis, providing a basis for developing probable future load associated impacts on the roadway. Review of current Transit Schedules indicates the Orange County Transit Authority operates a single bus line, Route 91 both northbound and southbound along Del Obispo Street. The defined route supports 28 buses per day northbound and 27 buses per day southbound. The present and immediate future bus weights include 21,000 rear axle loads unladen and up to 27,000 pounds fully loaded. Based on the transit bus use only the 20 year empty bus related traffic index would be —8.1 while the fully laden bus 20 year TI would be —9.2. The traffic index provided was combined with field observations of apparent intended use and traffic volumes. A range of Traffic Indices from the provided 8.5 to 9.5 were utilized to explore the various alternatives available for consideration. These estimates of future traffic use or Traffic Index were combined with in-place thickness information to develop recommendations for rehabilitation. Recommendations for improvement were based on the 8.5 traffic index provided with additional alternatives developed for an inclusive 9.0 Traffic Index. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Where review of traffic studies indicate actual truck weights or both current and future bus use differ from the traffic projections represented by the Traffic Indices used, revision of these findings may be necessary. 5.0 — FIELD CONDITIONS Del Obispo Street is a 2 to 3 lane roadway within the limits of the proposed project. The roadway is a 4 lane arterial roadway, with two travel lanes in each direction north and south of the project limits. The directions of travel separated by a combination of centerline stripes or striped median. The striped median also serves dedicated left turn movements at intersections and protected left turn movements at various commercial businesses. The southbound travel lanes are in generally good condition. The current wearing surface may have been constructed utilizing a rubber enhanced binder system, limiting reflective cracking over time. A single longitudinal crack is developing adjacent to the paved shoulder and bicycle lane and may represent reflection of an underlying construction joint or crack. No distress was observed within the travel lane wheel paths or along the existing paved shoulder and bicycle lane areas. Planned widening will likely utilize similar surfacing materials for surface uniformity. Frontage improvements within the project area include curb and gutter along the west side of the roadway at/near Calle Aspero and at or near Paseo De La Paz and along each side of the roadway for the length of the project. Recently constructed curb and gutter also front the Oliva Homes Development (NAP). Curb and gutter front the entire east side of the roadway. The majority of the planned improvement area is fronted by paved shoulder and dirt shoulder areas. Present striping includes a bicycle lane along portions of the project. City of San Juan Capistrano 6.0 —SUBSURFACE EXPLORATION Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Pavement core sampling was performed at 5 specific and distinct locations distributed along the southbound paved shoulder area. All core locations were within the paved shoulder or southbound bicycle lane. Additional boring samples within the limits of the proposed widening were obtained beyond the limits of the paved shoulder. The in place density of the unimproved areas were determined at 1' and 3' below the present surface. Access through the asphalt pavements was provided through 6" diameter core holes, cut through the surface utilizing portable coring equipment. The core samples obtained provide information relative to as -built pavement sections, historical use of overlay and prevailing subgrade moistures and R -value strengths. The existing roadway history is reflected in the core sampling. Borings were extend below the pavement surface and/or within the shoulder area with a combination of power and hand operated flight augers. Prior to field core sampling, proposed test sites were identified, a City encroachment permit was obtained and underground utilities were notified. Work was coordinated with the City to reduce impacts on the travelling public. Pavement sections along the roadway vary considerably and reflect historical construction and/or resurfacing. Two of the three pavement core samples in the southbound paved areas between Calle Aspero and Mariners Church entry road, beyond the present travel way included 8 5/8" to 8 3/4" asphalt concrete constructed directly over the prevailing subgrade soils. A single location included 8 3/4" asphalt concrete over 17 1/4" aggregate base. Core samples obtained approaching Paseo De La Paz included 7 3/4" to 8 1/4" asphalt concrete over 1 3/4" to >35 1/4" aggregate base. A Portland cement concrete utility box, culvert or buried PCC pavement was encountered 20" below the pavement surface. The boring was terminated at 20" below the pavement surface to avoid damage to the unidentified PCC improvement. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle" . Review of the current wearing surface revealed apparent prior use of rubberized asphalt concrete at 4 of the 5 locations. The rubberized asphalt likely reflects the most recent resurfacing, likely placed in accordance with the 2006 design recommendations. The single core without rubber is in the widened area immediately south of Calle Aspero and was likely beyond the limits of previous resurfacing. Subgrade soils ranged from clays to silty sands, with no specific pattern or distribution. Clay type soils were identified at three of the five locations where subgrade soils were obtained. Clayey sand and silty sand comprised the other two locations. Design based on the clay soils is advised. Free water was observed leaching into the core/boring hole. The most significant water intrusion was location 12/1 immediately north of Paseo De La Paz. The excessively thick 35 1/4" + thick aggregate base layer was also documented at this location. Water flowed into the excavation at a rate of 5" within 3 minutes. The thick aggregate base layer may reflect previous use of thick base layers to address water issues. The core location is down slope from a heavily landscaped and irrigated slope. A contingency plan for dewatering may be necessary during construction. Water intrusion was also noted in the location immediately south of Calle Aspero. The location is also down slope from a landscape slope. The intrusion was a more nominal 1" in 5 minutes and may reflect surface water flows from seasonal rainfall near the time of field sampling. FIELD SAMPLING SUMMARY TABLES Subgrade soil samples were visually identified and tested for existing in-situ moisture conditions as part of this investigation. Subgrade soils were relatively consistent Brown Clay, with areas exhibiting mixtures of brown silty clay, brown clayey fine sand and brown silty fine sand. The brown silty fine sand does not appear to reflect prevailing soils types or conditions. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Prevailing subgrade conditions are generally at or drier than predicted equilibrium moisture possibly indicative of reduced median irrigation and/or dried conditions as a result of the current statewide drought. The subgrade soils will however not readily support construction equipment if exposure of the subgrade is required in areas of required reconstruction. Representative subgrade samples were tested for R -Value strength. Individual core thickness information, test locations, subgrade soil identification and in-situ moisture conditions will be provided within the Coring Results Table contained in Appendix B. Subgrade R -Value strength data is provided in Appendix D. A summary of test findings is provided herein for reference. [:�0*IV4 RIIII0[el_Fya:/_10941010[y3:119 Number of Cores AC Thickness 5 7 3/4" to 8 3/4" 6.02 EXISTING PORTLAND CEMENT CONCRETE (Buried) Number of Locations PCC Thickness 1 Unknown Note: PCC encountered at single location within paved shoulder. PCC layer is generally 20" below existing pavement surface. The PCC layer thickness not determined due to the unidentified source of the PCC (i.e. potential utility vault, storm drain or sewer) 6.03 EXISTING AGGREGATE BASE (WHERE ENCOUNTERED) Number of Locations AB Thickness 3 113/4" to 35 1/4" + 6.04 SUBGRADE DESCRIPTION No. of Samples Description 6 Brown Clay; Brown Clayey Sand; Brown Silty Sand City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L' 6.05 SUBGRADE MOISTURE CONTENT No. of Samples Moisture Content 6* 13.8% to 17.6% *See Appendix — for specific additional in place density and moisture information 6.06 EQUILIBRIUM R -VALUE (CA 301) Tests Performed R -Values 3 5 to 63 6.07 EQUILIBRIUM MOISTURE Tests Performed Predicted Field Moisture 3 15 %z% to 21% 6.08 IN-PLACE DENSITY AND RELATIVE COMPACTION EXISTING PAVED SHOULDER Test Performed Depth Relative Compaction 1 - 1' >100% 3 -3) 97% - >100% UNPAVED SHOULDER AREA Test Performed Depth Relative Compaction 2 - 1' 87%-95% 2 -31 94% 7.0 —CONDITION AND STRUCTURAL ANALYSIS Evaluation of pavement conditions and structural needs along Del Obispo Street southbound paved shoulder and bicycle lane includes analysis of the existing pavement sections, visual pavement conditions, and ride qualities, grade and cross slope issues. The various measurements are compared to the impacts from traffic as represented over time by the Traffic Index. Requirements within the paved shoulder were combined with observations relative to the current southbound lanes for development of potential methods of joining with the planned widening. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. 7.01 - Reflective Crack Analysis No distress was observed within the current paved shoulder area. Pavement distress within the southbound Del Obispo Street travel lane is limited to a single longitudinal or joint crack. Previous resurfacing utilizing rubberized asphalt concrete has apparently been effective. 7.02 - Ride Quality Analysis Ride qualities are not being impacted along the paved shoulder. 7.03 — Subgrade Strength Analysis — Deflection Based Pavement design and performance is a function of the subgrade strength combined with layer qualities and thicknesses, and traffic weights/volumes. The pavement analysis performed utilizes several methodologies for determining the most probable current and projected subgrade strengths. Conventional procedures utilize laboratory predicted conditions and corresponding strengths, commonly referred to as the R -value. Given the additional in-place measured strength information generated during this study, subgrade strengths may be estimated based on in-situ subgrade moisture conditions combined with laboratory strengths over a range of moistures, and through use of back calculated support characteristics utilizing in-place strength data, layer thicknesses and traffic use estimates. Based on the in place strength measurements, in situ subgrade R -value strengths of 5 to 63 have been estimated in the southbound paved shoulder and bicycle lane. The current subgrade conditions are relatively dry, possibly reflecting the four year drought. The estimated R -value strengths based on in place strength testing are generally less than the laboratory predicted strength R -values, likely influenced by the City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. potentially fatigued pavement layer and periodic wetting of the subgrade during previous and ongoing median landscape irrigation and annual rainfall. 7.04 Structural Section Component Analysis — Laboratory Based Component analysis is performed at both laboratory equilibrium conditions and corresponding to actual in-place field moistures determined during this investigation. Comparison of replacement section thickness requirements with current thicknesses provides an initial basis for development of probable structural deficiencies. Subgrade strengths vary with changes in subgrade moisture. The existing pavement sections, asphalt concrete over aggregate base or full depth asphalt concrete generally meet replacement section criteria. The buried PCC slab/utility box/storm drain structure, where present provides additional support for the roadway section. 7.05 In Place Strength Analysis Combining the variable asphalt concrete sections, aggregate base section and subgrade strengths, in place strength testing indicates the southbound paved shoulder and bicycle lane does not require reinforcement to meet long term performance criteria. Use of pavement milling to remove a portion of the wearing surface prior to final resurfacing may provide a method for moderating grade impacts. The design effort may therefore focus on conforming to grade changes, if any, and providing a crack resistant pavement layer or wearing surface. 8.0 — CONCLUSION / RECOMMENDATION CONCLUSIONS Widening of the west side (southbound direction) of Del Obispo Street should include construction of a conventional asphalt concrete over aggregate base section in the widening City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L area to avoid trapping excessive moisture or free water in the aggregate base layer within the travel lanes. Use of the conventional section allows subsurface water flow from the travel way to the roadway edge. Free water was encountered flowing into the boring excavations near Paseo De La Paz and near Calle Aspero. While field sampling occurred in December 2015 between winter rainfalls, the flow of water into the core hole from below the pavement surface should be of concern. Each of these locations are down slope from landscape or planted areas which likely include routine irrigation. The exceptionally thick aggregate base section encountered near Paseo De La Paz may represent previous construction mitigation of high water conditions during roadway construction. A contingency for a subdrain system to intercept water from the adjacent slope, or providing a pavement section sufficiently thick to resist wet subgrade conditions should be considered. A longitudinal crack was observed corresponding to the existing right wheel path of the southbound lane. The distinct pattern may reflect a previous construction joint below the present wearing surface. Where the planned widening will key into the existing pavement in the existing travel lanes, terminating the key at or near the existing crack will permit addressing the condition while limiting future maintenance needs to this single crack. A variety of resurfacing alternatives are available for consideration, including but not limited to asphalt rubber hot mix or conventional asphalt concrete wearing surface. The existing travel lanes appear to have been resurfaced with asphalt rubber hot mix, which may lead to selection of a similar wearing surface within the widening area. The level of surface preparation will be a function of grade and crown limitations. A transition should be designed to join with the adjacent travel lanes of the roadway. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle ".:. RECOMMENDATIONS Multiple methods for reuse of the paved shoulder and bicycle lane for a new travel lane, with our without additional resurfacing have been explored as part of this study. Each of the alternatives has been designed to address the structural and reflective crack issues associated with roadway improvement. The design team may then consider additional items such as construction schedule, utility depths, curb heights, City policies, etc. The apparent order of the alternatives presented may therefore change during the final design. ALTERNATIVE 1 Asphalt Rubber Hot Mix Wearing Surface Alternative One utilizes pavement grinding to provide a transition from the existing roadway crown and cross slope extended across the planned paved shoulder reuse and construction of new widening pavement and frontage improvements. Asphalt rubber hot mix has been selected to remain consistent with the wearing surface along the current travel way. ➢ Design roadway widening to join at or near current join elevations o Design suitable transitions to ensure a reasonably uniform cross slope ➢ Construct widening area pavements o Join existing paved areas 2" below finish elevations ➢ Cold mill existing pavement, as required by grade limitations, to a minimum of 3" below planned finish elevations o Extend surface milling where possible to terminate at or near current longitudinal crack at or near the right wheel path of the southbound travel lane o Clean and fill existing longitudinal crack as required ➢ Place asphalt concrete level course as required to establish interim grade 2" below finish ➢ Construct new 2" thick asphalt rubber hot mix wearing surface across widening and 'key' area City of San Juan Capistrano rA%i4CT'Ll/_A11171*� Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. Pavement Milling w/Conventional AC Overlay Alternative Two utilizes pavement grinding to provide a transition from the existing roadway crown and cross slope extended across the planned paved shoulder reuse and construction of new widening pavement and frontage improvements. Conventional asphalt concrete will be used for the wearing surface. ➢ Design roadway widening to join at or near current join elevations o Design suitable transitions to ensure a reasonably uniform cross slope ➢ Construct widening area pavements o Join existing paved areas 2" below finish elevations ➢ Cold mill existing pavement, as required by grade limitations, to a minimum of 2" below planned finish elevations o Extend surface milling where possible to terminate at or near current longitudinal crack at or near the right wheel path of the southbound travel lane o Clean and fill existing longitudinal crack as required ➢ Construct new 2" thick conventional asphalt concrete hot mix wearing surface across widening and `key' area 9.0 — REPLACEMENT SECTION ALTERNATIVES Widening of Del Obispo Street is planned. No reconstruction of the existing paved shoulder, bicycle lane or travel lanes is anticipated. Where grades or geometric configurations require removal of portions of the existing roadway, the following replacement sections also apply. The replacement section alternatives are based on the wet conditions encountered and the clay soil type. The second issue will be constructability. The constructability issue is addressed through observations at the time of construction and potentially utilizing limited depth over - excavation combined with Geotextile and thickened aggregate base. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 LFII LaBelle ".:. While a sub -drain may provide long term improvement, and limit future seepage or damage from subsurface moisture, the thickened section recommended should resist the water issue. Use of the sub drain to address constructability issues would require excavation and locating the depth of water flow, installation of intercepting drains and then permitting the soils to drain and dry over the 2 to 4 year period prior to construction. Since the subgrade includes clay soils, the drying process would likely be slow and limited to a very few feet surrounding the drain system. Based on these issues, the most straightforward way of addressing the issue is to be prepared to perform limited over excavation at each end of the project limits to address unstable conditions (if encountered). The thickened section if necessary is the 'best' solution for the conditions encountered. Replacement sections are provided for reference and future use based on the provided Traffic Index. Replacement section alternatives have been developed based on the subgrade R -Value strengths determined during laboratory testing. Table 9.1 ASPHALT CONCRETE REPLACEMENT SECTIONS DESIGN R -VALUE 5 Traffic Indicies Type ALT. A A ALT. C ALT. D T. 1. 8.5 T. 1. 9.0 + T. 1. 8.5 T.I. 9.0 T. 1. 8.5 T. 1. 9.0 Asphalt Concrete 5 1/2" 5 1/2" 8" 8" 13" 14" Aggregate Base 19" 20 1/2" 15" 16" 0" 0" Aggregate Base Compaction o 90/ Min. 90/ Min. •®'. •®°. 90/ Min. " " o 90/ Min. n/a n/a Requirement Subgrade Compaction o 90/ Min. 90/ Min. •®'. '®°< 90/ Min. " " o 90/ Min. 95/ Min. " o 95/ Min. ,Requirement (Upper 6" City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 Lel LaBelle "'.:. Alternative B, highlighted in table 9.1 above, to be used where asphalt rubber hot mix surfacing is utilized. Alternative C matches existing asphalt concrete and may provide advantages relating to construction staging. 10.0—SUBGRADE CONDITIONS Soft or wet subgrade conditions should be anticipated. The subgrade may not support construction equipment where full reconstruction is required and/or in areas of widening. Where wet or unstable grade is encountered during reconstruction or new construction, additional time should be provided within the construction schedule to permit drying, processing, and recompaction of the subgrade prior to placement of the structural section. Where time constraints do not permit suitable drying, or where perimeter conditions include uncontrollable water sources, additional measures may be necessary. 10.01 - Conventional Section Procedure The exposed subgrade should be inspected during excavation and prior to placement of aggregate base. Where conditions are not firm and unyielding, use of a Geotextile should be considered. The excavation should be extended to provide for construction of a minimum 12" thick aggregate base section or aggregate base section consistent with the design replacement section, whichever is greater. Where subgrade conditions prohibit accurate grading, the subgrade should be excavated an additional 4" for a total of 16" or the design aggregate base section plus 4", whichever is greater. Geotextile should then be placed over the prepared grade. The type of Geotextile and width of overlap will be a function of conditions encountered at the time of construction. Aggregate base should then be end dumped and spread in minimum 12" lifts. No equipment should be permitted to operate on the exposed fabric or on top of the aggregate base where the thickness is less than 12". Where rut depths exceed 4", a City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L LaBelle ".:. qualified pavement engineer should be contacted to review conditions and provide specific recommendations. 10.02 - Full Depth Asphalt Concrete Procedure The exposed subgrade should be inspected during excavation and prior to placement of aggregate base. Where conditions are not firm and unyielding the exposed subgrade should be over excavated equivalent to the approximate depth of rutting left by trucks and equipment during excavation, to a 4" maximum additional depth. Where rut depths exceed 4", a qualified pavement engineer should be contacted to review conditions and provide specific recommendations. A single 6" to 8" thick (Type B PG 70-10) asphalt concrete layer should be end dumped and spread with suitable equipment. The asphalt concrete shall then be lightly rolled for grade control purposes only. Relative compaction requirement should be waived for the initial pavement layer. The completed layer should be permitted to cool for a minimum of 15 hours prior to placement of subsequent layers. No trucks should be permitted to operate on the exposed subgrade or on the asphalt concrete layer until a suitable cooling period has expired. All subsequent layers should be placed in accordance with requirements of the SSPWC for grade control, layer thickness and compaction. City of San Juan Capistrano Del Obispo Street I December 2015 Project No. 40784 L' 11.0 — MATERIAL RECOMMENDATIONS 11.01— AGGREGATE BASE Aggregate base sections may utilize Crushed Aggregate Base (CAB) or Crushed Miscellaneous Base (CMB) complying with applicable sections of the Standard Specifications for Public Works Construction, latest edition. 11.02 - ASPHALT CONCRETE — NEW CONSTRUCTION ASPHALT CONCRETE BASE COURSE Asphalt concrete shall be Type III B2 PG 70-10 complying with Section 203-6 ASPHALT CONCRETE of the Standard Specifications for Public Works Construction, latest edition. 11.03 - MATERIALS - ASPHALT CONCRETE — LEVELING COURSE AND WEARING SURFACE Asphalt concrete shall be Type III B2 PG 70-10 or Type III C2 PG 64-10 as identified within these recommendations and complying with Section 203-6 ASPHALT CONCRETE of the Standard Specifications for Public Works Construction, latest edition. 11.04—ASPHALT RUBBER HOT MIX Asphalt Rubber Hot Mix (ARHM) shall be Type ARHM-GG-C complying with Section 203- 11 ASPHALT RUBBER HOT MIX (ARHM) APPENDIX A DEFLECTION STRUCTURAL ANALYSIS SUMMARY TABLES LaBelle - Marvin: FWD Reports Page 1 of 1 Structural Analysis Summary Table Date: 2015-12-11 08:01:52 Client: Location: San Juan Capo Project #: 40784 Location: San Juan Capo Del Obispo Street Calle Aspero to End Shoulder Area Date: 2015-12-11 08:01:52 Project: 40784 Del Obispo Street Westbound Shoulder Area FWDsoth TDsoth 'T' T.I. Mallow % Red. Limits FWDsoth TDsoth 'T' T.I. Mallow % Red. GE AC NSL 00+00 to 02+00 4.15 4.98 0.50 8.0 17 0 0.00 0.00 20 8.5 15 0 0.00 0.00 20 0.00 9.0 14 0 0.00 0.00 20 Del Obispo Street Westbound Bike Lane Limits FWDsoth TDsoth 'T' T.I. Mallow % Red. GE AC NSL 00+00 to 04+52 12.88 15.46 0.50 8.0 17 0 0.00 0.00 20 8.5 15 3 0.01 0.00 18 9.0 14 9 0.03 0.01 11 04+52 to 09+52 3.21 3.85 0.50 8.0 17 0 0.00 0.00 20 8.5 15 0 0.00 0.00 20 9.0 14 0 0.00 0.00 20 09+52 to 21+60 7.60 9.12 0.50 8.0 17 0 0.00 0.00 20 8.5 15 0 0.00 0.00 20 9.0 14 0 0.00 0.00 20 http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 APPENDIX B CORE LOCATION PLAN AND CORE SAMPLE LOG Ioo x IM I �� KA mm a 3D 0 T no Zda Oz z 1 <m o N (� z 3Sdd I 11 �� 1 1 11 y w coJ J _ f W W \ A m S�31M2IVA 11 03 i Dz n+ 1O2�f1HO MM> �mm mm Aim mA� N D I I m m D ♦1 1 �A Amm I I Dr I I nmm a N � N Dmo a a I a o o I M> �mD 9 ' { z o c m I - � zm I N3-in3W2l3A VIA � 3 N A I 3 Fu 00 Iti I I 4� �m v I m z w o N r I I m m " �cu I � m m •' r� on n •. N=co I > r �D / m W Z m N a rn o • Iz > D" C�mZ m D D X D move Amn Z T ACD, t D / mmf Z A m D Z Deo 9 o N cn/ n Z \� / z emm mee ed N ~ \ C o O / A (n rl m N Z _ rn O / Tl 0 <_ Z m m / m -uZ D 0 y/ D >Z > / -<m z D o—m ��_ o o m^Z^ Z / << o h / m N < < o 0 CCD m m pp I O o moo O I m Z 3 CD I F- 0 o' d . m m v a J Z7 OM m m D D Z < o M n m 0 0 z Z m =DM o r�rmm r < n 0 m r_ z 0 0 r -D 0 D a) m vD�v, 0 w Z z C 00 0 r z 0 D m D :9� 0 m rn HO2�(1HO S� I 1 n o 41 11 1 — �l 1 N 3 O O r z oma 1 <A z� Am M, z 4,I r o � D m N �riii f*I Z. H $ 1 d o 1 0 1 LMI PN 40784 Project No. 40784 L,,, LaBelle Marvin CORING/BORING RESULTS Del Obispo Street - San Juan Capistrano, CA Client: CNC Engineering Cores Obtained: December 2015 Technician(s): KH / DL / PTC PAVEMENT CORING DATA SOIL BORING DATA Core Lane Dir. Total Location Cross- Type Aggregate Soil Type (Maximum 3' Type Moisture Pavement Section Base (AB) depth) Content 12/1 W Bike Lane 7 3/4" 2 3/8" ARHM 35 1/4"+ AB No Sample Lateral and Longitudinal Position 1 7/8" AC 67' W CL Via Vermeulen 3 1/2" AC 4' S Pavement Edge Field Notes: Water Leeching 5: in 3 Minutes 12/2A W Dirt Shoulder AC AB Brown Clay 16.8% Lateral and Longitudinal Position 63' E Via Vermeulen 5' N Pavement Edge Field Notes: Boring Only 12/26 W Dirt Shoulder AC AB Brown Silty Clay 14.9% Lateral and Longitudinal Position 5' E Via Vermeulen 6' N Pavement Edge Field Notes: Boring Only 12/3 W Bike Lane 8 1/4" 2 7/8" ARHM 11 3/4" AB No Sample Lateral and Longitudinal Position 2 AC 113' E Via Vermeulen 3 3/8" AC 3' N Pavement Edge Field Notes: PCC @ 20" 12/4 W Bike Lane 8 5/8" 21/4" ARHM AB Brown Clayey 13.8% Lateral and Longitudinal Position 1 3/8" AC Fine Sand 732' W Calle Aspero 2 AC 4' N Pavement Edge 3 AC Field Notes: No 12/5 W Dirt Shoulder AC AB Brown Clay 14.2% Lateral and Longitudinal Position 610' W Calle Aspero 8' N Pavement Edge Field Notes: Boring Only L,,, LaBelle Marvin Project No. 40784 CORING/BORING RESULTS Del Obispo Street - San Juan Capistrano, CA Client: CNC Engineering Cores Obtained: December 2015 Technician(s): KH / DL / PTC PAVEMENT CORING DATA SOIL BORING DATA Core Lane Dir. Total Cross- Location Type Aggregate Soil Type (Maximum 3' Moisture Type Pavement Section Base (AB) depth) Content 12/6 W Bike Lane 8 3/4" 2 3/8" ARHM 17 1/4" AB Brown Clay 17.6% Lateral and Longitudinal Position 1 1/4" AC 410' W Calle Aspero 1 3/8" AC 4' S Pavement Edge 3 3/4" AC Field Notes: Water Leeching 1" in 5 minutes 12/7 W Shoulder 8 3/4" 2 1/8" AC AB Brown Silty 14.6% Lateral and Longitudinal Position 2 1/2" AC Fine Sand 150' W Calle Aspero 4 1/8" AC 12' S Curb Face Field Notes: VLaBelle Marvin APPENDIX C IN -FIELD DEFLECTION TESTING DATA LaBelle - Marvin: FWD Reports Page 1 of 8 Del Obispo Street Location: San Juan Capo Calle Aspero to End Shoulder Area Date: 2015-12-11 08:01:52 Project: 40784 Del Obispo Street Westbound Shoulder Area 00+00 Del Obispo Street Westbound Shoulder Area Notes: Begin Testing Del Obispo Street; Del Obispo Street Westbound Pvt Temp: 0° F Shoulder Area; CL of Calle Aspero GPS: 0.000001 Lat, 0.000000 Lon Limit ❑ NIS ❑ 00+33 (test 1) Del Obispo Street Westbound Shoulder Area Notes: Crosswalk Del Obispo Street Westbound Shoulder Area Pvt Temp: 54.2° F Avg FWD1: 2.56 Pvt Temp: 54.2° F Avg FWD1: 2.98667 GPS: 33.496780 Lat, -117.674880 Lon GPS: 33.496740 Lat, -117.674910 Lon Limit ❑ NIS ❑ Force FWDS FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 8.79 2.55 2.32 2.23 2.12 1.99 1.76 1.58 1.37 2.27 2.32 8.91 2.57 2.33 2.24 2.09 2.01 1.79 1.57 1.39 2.26 2.31 8.84 2.56 2.34 2.25 2.1 2.03 1.78 1.59 1.41 2.29 2.33 00+39 Notes: Curb and Gutter Del Obispo Street Westbound Shoulder Area Pvt Temp: 0° F GPS: 33.496780 Lat, -117.674880 Lon Limit ❑ NIS ❑ 00+51 (test 2) Del Obispo Street Westbound Shoulder Area Notes: Pvt Temp: 54.2° F Avg FWD1: 2.98667 GPS: 33.496740 Lat, -117.674910 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.01 2.99 2.71 2.55 2.38 2.2 1.77 1.5 1.26 2.74 2.83 8.86 2.97 2.68 2.53 2.34 2.13 1.75 1.47 1.23 2.69 2.77 9.01 3 2.71 2.54 2.36 2.19 1.78 1.49 1.24 2.73 2.82 00+77 (test 3) Del Obispo Street Westbound Shoulder Area Notes: Pvt Temp: 53.8° F Avg FWD1: 3.32 GPS: 33.496680 Lat, -117.674961 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.86 3.3 3.02 2.86 2.63 2.35 1.93 1.57 1.38 2.99 3.13 8.96 3.35 3.07 2.87 2.65 2.4 1.91 1.58 1.35 3 3.16 8.94 3.31 3.05 2.88 2.63 2.38 1.94 1.58 1.36 2.99 3.17 01+01 (test 4) Del Obispo Street Westbound Shoulder Area http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 LaBelle - Marvin: FWD Reports Page 2 of 8 Notes: Pvt Temp: 54.2° F Avg FWD1: 1.96333 GPS: 33.496631 Lat, -117.675001 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 8.91 1.92 1.79 1.6 1.39 1.24 1.01 0.83 0.78 2.04 2.15 8.98 1.94 1.83 1.61 1.39 1.22 0.97 0.89 0.79 2.03 2.16 9.01 2.03 1.83 1.62 1.41 1.23 0.97 0.89 0.8 2.02 2.17 01+32 (test 5) Del Obispo Street Westbound Shoulder Area Notes: Pvt Temp: 54.6° F Avg FWD1: 2.29333 GPS: 33.496560 Lat, -117.675060 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.86 2.3 2.16 2.03 1.89 1.78 1.5 1.26 1.13 2.1 2.24 9.03 2.24 2.18 2.07 1.91 1.82 1.49 1.26 1.16 2.14 2.26 8.96 2.34 2.17 2.06 1.92 1.8 1.5 1.28 1.14 2.13 2.26 01+52 (test 6) Del Obispo Street Westbound Shoulder Area Notes: Pvt Temp: 54.6° F Avg FWD1: 2.34333 GPS: 33.496511 Lat, -117.675090 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 8.81 2.36 2.09 2.01 1.9 1.81 1.51 1.33 1.18 2.13 2.25 8.89 2.5 2.12 2 1.89 1.78 1.53 1.35 1.17 2.13 2.26 8.91 2.17 2.14 2.01 1.87 1.79 1.54 1.34 1.18 2.17 2.27 01+80 (test 7) Del Obispo Street Westbound Shoulder Area Notes: Pvt Temp: 54.6° F Avg FWD1: 3.43 GPS: 33.496440 Lat, -117.675120 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.89 3.85 3.07 2.88 2.65 2.36 1.88 1.56 1.28 3.13 3.16 8.84 3.37 3.06 2.89 2.62 2.36 1.88 1.6 1.3 3.07 3.17 8.86 3.07 3.07 2.87 2.62 2.35 1.85 1.57 1.3 2.95 3.18 02+00 (test 8) Del Obispo Street Westbound Shoulder Area Notes: CL of End Shoulder Area Pvt Temp: 53.8° F Avg FWD1: 5.91667 GPS: 33.496390 Lat, -117.675150 Lon Limit ❑ NIS ❑ Force FWDS FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.01 5.94 5.33 4.99 4.47 3.92 3.02 2.35 1.9 5.39 5.59 9.06 5.93 5.28 4.97 4.43 3.89 3.04 2.36 1.87 5.41 5.6 9.11 5.88 5.28 4.93 4.45 3.91 3.03 2.38 1.89 5.38 5.56 Del Obispo Street Westbound Bike Lane 00+00 Del Obispo Street Westbound Bike Lane Notes: Del Obispo Street Westbound Bike Lane; CL of Calle Aspero Pvt Temp: 01 F GPS: 33.496390 Lat, -117.675150 Lon Limit ❑ NIS ❑ 00+44 Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 LaBelle - Marvin: FWD Reports Notes: Curb and Gutter Page 3 of 8 GPS: 33.496391 Lat, -117.675151 Lon Limit ❑ NIS ❑ 00+52 (test 9) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 47.2° F Avg FWD1: 4.9 GPS: 33.496740 Lat, -117.674890 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 Limit ❑ NIS ❑ Force FWDS FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.11 5.06 4.72 4.3 3.72 3.15 2.4 1.96 1.62 4.7 5.03 9.06 4.73 4.7 4.28 3.71 3.18 2.45 1.95 1.61 4.68 5.01 9.13 4.91 4.73 4.3 3.73 3.19 2.41 1.95 1.62 4.66 5.01 01+01 (test 10) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 44.7° F Avg FWD1: 15.08 GPS: 33.496620 Lat, -117.674971 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.4 15.06 11.41 9.67 7.51 5.73 3.48 2.28 1.69 11.88 14.04 8.35 15.06 11.44 9.69 7.54 5.79 3.47 2.3 1.71 11.98 14.01 8.45 15.12 11.56 9.78 7.63 5.87 3.5 2.31 1.71 11.96 14 01+51 (test 11) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 45.4° F Avg FWD1: 8.18 GPS: 33.496510 Lat, -117.675050 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.08 8.21 6.79 6.05 5.05 4.16 2.89 2.19 1.7 6.9 7.52 9.08 8.18 6.79 6.05 5.05 4.17 2.87 2.18 1.74 6.83 7.48 9.03 8.15 6.74 6 5.05 4.12 2.85 2.16 1.71 6.82 7.48 02+00 (test 12) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 48.7° F Avg FWD1: 15.1367 GPS: 33.496391 Lat, -117.675130 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 8.86 15.15 13.05 11.86 10.15 8.44 5.75 4.09 2.99 13.03 14.04 8.91 15.16 13.09 11.88 10.17 8.46 5.78 4.13 3.01 13.05 14 8.91 15.1 13.03 11.84 10.13 8.43 5.79 4.11 3 12.97 13.91 02+12 Notes: Begin AC Berm Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.496391 Lat, -117.675130 Lon Limit ❑ NIS ❑ 02+52 (test 13) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 50.5° F Avg FWD1: 10.6167 GPS: 33.496271 Lat, -117.675221 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.11 10.67 9.12 8.22 7 5.76 4 2.93 2.21 8.96 9.71 9.03 10.58 9.02 8.13 6.92 5.71 4.01 2.91 2.2 8.82 9.62 http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 LaBelle - Marvin: FWD Reports 9.11 10.6 9.07 8.17 6.97 5.74 4 02+62 Notes: End AC Berm, Begin Bare Shoulder Page 4 of 8 2.92 2.22 8.82 9.62 Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.496270 Lat, -117.675220 Lon Limit ❑ NIS ❑ 03+01 (test 14) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 51.3° F Avg FWD1: 11.93 GPS: 33.496150 Lat, -117.675310 Lon Avg FWD1: 7.28333 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.89 11.97 10.54 9.7 8.53 7.29 5.28 3.85 2.8 10.6 11.54 8.98 12.01 10.56 9.72 8.55 7.34 5.33 3.89 2.84 10.58 11.45 8.86 11.81 10.44 9.62 8.5 7.23 5.3 3.86 2.85 10.47 11.21 03+52 (test 15) 6.25 5.78 5.11 4.36 3.15 2.23 Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52° F Avg FWD1: 8.78333 GPS: 33.496031 Lat, -117.675391 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.03 8.76 7.6 6.98 6.07 5.11 3.62 2.65 1.97 7.76 8.25 9.11 8.78 7.62 6.98 6.08 5.16 3.62 2.66 1.98 7.72 8.25 9.01 8.81 7.58 6.98 6.07 5.13 3.64 2.66 1.97 7.73 8.19 03+99 (test 16) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.1° F Avg FWD1: 6.21333 GPS: 33.495920 Lat, -117.675470 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.91 6.25 5.4 4.94 4.28 3.64 2.58 1.86 1.36 5.32 5.7 8.96 6.21 5.38 4.92 4.29 3.64 2.57 1.83 1.34 5.27 5.67 8.96 6.18 5.36 4.89 4.27 3.62 2.56 1.83 1.34 5.23 5.64 04+52 (test 17) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.4° F Avg FWD1: 7.28333 GPS: 33.495791 Lat, -117.675550 Lon Limit 0 NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.03 7.27 6.28 5.8 5.11 4.35 3.13 2.23 1.59 6.19 6.74 9.13 7.3 6.32 5.84 5.13 4.42 3.16 2.24 1.63 6.26 6.75 9.13 7.28 6.25 5.78 5.11 4.36 3.15 2.23 1.61 6.22 6.7 05+00 (test 18) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.7° F Avg FWD1: 2.31 GPS: 33.495681 Lat, -117.675620 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.25 2.29 2.07 2.03 1.94 1.83 1.67 1.5 1.34 2.04 2.07 9.28 2.26 2.07 2.02 1.94 1.83 1.66 1.5 1.35 2.06 2.1 9.25 2.38 2.08 2.01 1.92 1.85 1.66 1.51 1.33 2.04 2.09 http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 LaBelle - Marvin: FWD Reports Page 5 of 8 05+52 (test 19) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.4° F Avg FWD1: 2.4 GPS: 33.495550 Lat, -117.675700 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.23 2.39 2.12 2.04 1.97 1.85 1.64 1.51 1.37 2.15 2.18 9.18 2.41 2.11 2 1.95 1.87 1.63 1.48 1.35 2.14 2.16 9.18 2.4 2.15 2.01 1.93 1.85 1.62 1.51 1.33 2.11 2.17 06+02 (test 20) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.7° F Avg FWD1: 2.14 GPS: 33.495440 Lat, -117.675770 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.11 2.15 1.83 1.79 1.69 1.6 1.38 1.22 1.07 1.85 1.93 9.08 2.14 1.83 1.78 1.68 1.56 1.37 1.23 1.08 1.83 1.92 8.98 2.13 1.85 1.77 1.68 1.57 1.35 1.18 1.04 1.81 1.86 06+54 (test 21) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.7° F Avg FWD1: 2.14333 GPS: 33.495300 Lat, -117.675860 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.06 2.15 1.83 1.75 1.66 1.49 1.33 1.18 1.02 1.83 1.87 9.16 2.14 1.82 1.74 1.66 1.54 1.34 1.18 1.03 1.86 1.89 8.96 2.14 1.83 1.75 1.67 1.5 1.33 1.18 1.02 1.84 1.84 07+04 (test 22) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 51.6° F Avg FWD1: 2.09 GPS: 33.495180 Lat, -117.675930 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.13 1.98 1.95 1.88 1.79 1.67 1.41 1.3 1.18 1.96 2.05 9.06 2.15 1.99 1.87 1.78 1.69 1.43 1.3 1.18 1.95 2.04 9.13 2.14 1.99 1.89 1.76 1.66 1.42 1.32 1.2 1.99 2.06 07+50 (test 23) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52° F Avg FWD1: 2.44667 GPS: 33.495071 Lat, -117.676000 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.03 2.45 2.18 2.09 1.95 1.87 1.68 1.53 1.39 2.16 2.28 9.01 2.45 2.18 2.1 1.98 1.87 1.67 1.53 1.39 2.18 2.29 8.96 2.44 2.18 2.07 1.98 1.87 1.68 1.54 1.39 2.21 2.29 08+01 (test 24) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 51.3° F Avg FWD1: 3.76333 GPS: 33.494940 Lat, -117.676080 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.03 3.79 3.25 3.08 2.83 2.6 2.27 2 1.78 3.27 3.4 9.01 3.79 3.27 3.09 2.85 2.62 2.26 2.04 1.77 3.25 3.41 8.96 3.71 3.25 3.05 2.83 2.59 2.27 2.01 1.79 3.22 3.4 Del Obispo Street Westbound Bike Lane http://www.labellemarvin.com/fwd/fwdlive/report.php 12/16/2015 LaBelle - Marvin: FWD Reports 08+09 Notes: Begin AC Berm Page 6 of 8 Pvt Temp: 0° F GPS: 33.494940 Lat, -117.676080 Lon Limit ❑ NIS ❑ 08+51 (test 25) Del Obispo Street Westbound Bike Lane Notes: Avg FWD1: 3.57333 Pvt Temp: 52.7° F Pvt Temp: 54.2° F Avg FWD1: 2.31333 GPS: 33.494570 Lat, -117.676300 Lon GPS: 33.494821 Lat, -117.676151 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.11 2.24 2.15 2.08 2.01 2 1.77 1.63 1.5 2.18 2.28 9.08 2.42 2.14 2.09 2 1.97 1.76 1.63 1.49 2.17 2.29 9.06 2.28 2.18 2.11 2.03 1.98 1.77 1.63 1.46 2.2 2.28 09+10 (test 26) Del Obispo Street Westbound Bike Lane Notes: Del Obispo Street Westbound Bike Lane Pvt Temp: 52.7° F Avg FWD1: 3.57333 Pvt Temp: 52.7° F GPS: 33.494670 Lat, -117.676240 Lon GPS: 33.494570 Lat, -117.676300 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.01 3.58 3.2 3.08 2.87 2.61 2.19 1.84 1.54 3.22 3.31 8.98 3.56 3.21 3.06 2.89 2.6 2.2 1.86 1.56 3.2 3.35 9.01 3.58 3.21 3.07 2.87 2.59 2.2 1.85 1.56 3.22 3.34 09+34 Notes: CL of Mariners Church Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.494670 Lat, -117.676240 Lon Limit ❑ NIs ❑ 09+52 (test 27) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 52.7° F Avg FWD1: 3.4 GPS: 33.494570 Lat, -117.676300 Lon Limit W NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.79 3.41 3.03 2.91 2.8 2.66 2.39 2.15 1.89 2.94 3.03 8.74 3.41 3.08 2.92 2.78 2.65 2.41 2.17 1.91 2.96 3.02 8.67 3.38 3.02 2.89 2.79 2.62 2.35 2.1 1.88 2.93 3 09+80 Del Obispo Street Westbound Bike Lane Notes: End AC Berm, Curb and Gutter, CL of New Development Pvt Temp: 0° F GPS: 33.494570 Lat, -117.676300 Lon Limit ❑ NIS ❑ 13+18 Notes: CL of Pimienta 18+72 http://www.labellemarvin.com/fwd/fwdlive/report.php Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.494571 Lat, -117.676301 Lon Limit ❑ NIS ❑ Del Obispo Street Westbound Bike Lane 12/16/2015 LaBelle - Marvin: FWD Reports Page 7 of 8 Notes: Change in Pavement, Bare Shoulder, End New Development Pvt Temp: 0° F GPS: 33.494570 Lat, -117.676301 Lon Limit ❑ NIS ❑ 18+77 (test 28) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.5° F Avg FWD1: 4.72667 GPS: 33.492900 Lat, -117.678500 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWDS FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.03 4.71 4.39 4.11 3.74 3.25 2.49 1.97 1.61 4.33 4.55 9.03 4.75 4.37 4.1 3.71 3.23 2.48 1.96 1.62 4.3 4.54 9.03 4.72 4.37 4.09 3.7 3.19 2.49 1.96 1.6 4.29 4.53 19+24 (test 29) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.8° F Avg FWD1: 4.38667 GPS: 33.492821 Lat, -117.678621 Lon Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.08 4.4 3.83 3.56 3.2 2.81 2.18 1.78 1.55 3.81 4.04 9.11 4.4 3.85 3.56 3.19 2.77 2.19 1.8 1.57 3.79 4.04 8.96 4.36 3.8 3.52 3.16 2.74 2.14 1.78 1.55 3.68 4 19+75 (test 30) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.5° F Avg FWD1: 6.31667 GPS: 33.492730 Lat, -117.678740 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.94 6.33 5.37 4.84 4.18 3.49 2.59 2.1 1.8 5.42 5.89 8.96 6.29 5.33 4.81 4.18 3.48 2.6 2.07 1.78 5.36 5.87 8.91 6.33 5.34 4.82 4.18 3.48 2.59 2.09 1.79 5.38 5.85 20+01 (test 31) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.8° F Avg FWD1: 4.87333 GPS: 33.492681 Lat, -117.678810 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 9.06 4.88 4.41 4.14 3.79 3.39 2.67 2.19 1.84 4.3 4.49 9.13 4.88 4.39 4.13 3.8 3.4 2.68 2.2 1.8 4.29 4.52 9.03 4.86 4.39 4.15 3.78 3.35 2.67 2.19 1.84 4.3 4.48 20+26 (test 32) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 53.8° F Avg FWD1: 4.31 GPS: 33.492631 Lat, -117.678860 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.11 4.32 3.81 3.52 3.14 2.77 2.13 1.75 1.48 3.72 4.02 9.16 4.31 3.81 3.53 3.16 2.78 2.1 1.76 1.48 3.75 4 9.08 4.3 3.75 3.53 3.16 2.78 2.14 1.76 1.49 3.74 4 20+52 (test 33) Notes: Avg FWD1: 3.60667 http://www.labellemarvin.com/fwd/fwdlive/report.php Del Obispo Street Westbound Bike Lane Pvt Temp: 53.5° F GPS: 33.492580 Lat, -117.678921 Lon Limit ❑ NIS ❑ 12/16/2015 LaBelle - Marvin: FWD Reports Page 8 of 8 Force FWDS FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.94 3.63 3.14 2.89 2.54 2.22 1.7 1.37 1.16 3.1 3.25 8.84 3.59 3.06 2.86 2.53 2.18 1.68 1.4 1.18 3.07 3.26 9.03 3.6 3.09 2.88 2.53 2.2 1.68 1.41 1.21 3.09 3.27 20+76 (test 34) FWD2 FWD3 FWD4 FWDS FWD6 FWD7 Del Obispo Street Westbound Bike Lane Notes: 7.46 6.82 5.94 5.05 3.9 2.98 Pvt Temp: 53.5° F Avg FWD1: 4.34 7.51 6.84 5.96 5.04 3.87 3.03 GPS: 33.492531 Lat, -117.678981 Lon 8.62 8.74 7.44 6.77 5.88 5.05 3.78 3.02 Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 9.06 4.35 3.77 3.42 2.94 2.51 1.79 1.39 1.09 3.68 3.9 9.08 4.35 3.74 3.42 2.97 2.49 1.79 1.35 1.08 3.68 3.9 8.94 4.32 3.74 3.44 2.99 2.5 1.83 1.39 1.09 3.67 3.88 21+02 (test 35) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 54.6° F Avg FWD1: 5.74333 GPS: 33.492481 Lat, -117.679030 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWDS FWD9 FWD10 8.89 5.77 5.05 4.66 4.1 3.45 2.47 1.83 1.38 5.03 5.34 8.91 5.73 5 4.61 4.09 3.45 2.46 1.83 1.37 5 5.33 8.89 5.73 5.02 4.62 4.06 3.44 2.46 1.82 1.37 4.99 5.29 21+28 (test 36) Del Obispo Street Westbound Bike Lane Notes: Pvt Temp: 54.9° F Avg FWD1: 10.4167 GPS: 33.492421 Lat, -117.679080 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWD5 FWD6 FWD7 FWD8 FWD9 FWD10 8.86 10.41 9.17 8.43 7.29 6 4.12 2.81 1.94 9.22 9.74 8.89 10.39 9.15 8.41 7.28 6.01 4.12 2.8 1.93 9.13 9.71 8.98 10.45 9.23 8.46 7.32 6.02 4.16 2.84 1.94 9.18 9.75 21+38 Notes: Begin Patch Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.492420 Lat, -117.679080 Lon Limit ❑ NIS ❑ 21+54 (test 37) Del Obispo Street Westbound Bike Lane Notes: On Patch Pvt Temp: 56° F Avg FWD1: 8.78 GPS: 33.492370 Lat, -117.679130 Lon Limit ❑ NIS ❑ Force FWD1 FWD2 FWD3 FWD4 FWDS FWD6 FWD7 FWD8 FWD9 FWD10 8.47 8.77 7.46 6.82 5.94 5.05 3.9 2.98 2.46 7.96 8.6 8.52 8.83 7.51 6.84 5.96 5.04 3.87 3.03 2.5 8.01 8.62 8.62 8.74 7.44 6.77 5.88 5.05 3.78 3.02 2.46 7.91 8.52 21+60 Notes: Curb and Gutter, CL of West Limit http://www.labellemarvin.com/fwd/fwdlive/report.php Del Obispo Street Westbound Bike Lane Pvt Temp: 0° F GPS: 33.492371 Lat, -117.679130 Lon Limit ❑ NIS ❑ 12/16/2015 APPENDIX D LABORATORY TESTING R -VALUE DETERMINATIONS (CA 301) SAND EQUIVALENT DRIVE TUBE IN-PLACE DENSITY MAXIMUM DENSITY/ OPTIMUM MOISTURE R - VALUE DATA SHEET San Juan Capistrano Del Obispo Street PROJECT NUMBER 40874 BORING NUMBER: Subgrade 12-213 SAMPLE DESCRIPTION: Brown Item a SPECIMEN b c Mold Number 7 8 9 Water added, grams 170 120 95 Initial Test Water, % 20.9 16.5 14.3 Compact Gage Pressure,psi 30 50 70 Exudation Pressure, psi 222 398 719 Height Sample, Inches 2.60 2.62 2.59 Gross Weight Mold, grams 3005 3059 2923 Tare Weight Mold, grams 1968 1964 1789 Sample Wet Weight, grams 1037 1095 1134 Expansion, Inches x 10exp-4 0 4 43 Stability 2,000 lbs (160psi) 67 / 151 50 / 123 42 / 108 Turns Displacement 4.53 3.80 3.25 R -Value Uncorrected 3 17 27 R -Value Corrected 3 18 29 Dry Density, pcf 99.9 108.7 116.1 DESIGN CALCULATION DATA Traffic Index Given: 8.5 8.5 8.5 G.E. by Stability 2.11 1.78 1.54 G. E. by Expansion 0.00 0.13 1.43 Equilibrium R -Value 11 by EXUDATION Examined & Checked: 12 /16/ 15 QROFESS/p �Q�1 R. �Z4glP2 � Z y C 59 z Std n � 59 REMARKS: Gf = 1.25 0.0% Retained on the 3/4" Sieve. The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301. L.911WIle 0 111:11901 PROJECT NO. BORING NO. 1 DATE 1? _i R -VALUE GRAPHICAL PRESENTATION Z.- . 40 fatm49 35 30 w 20 N N W TRAFFIC INDEX n 10 C) 0 R -VALUE BY EXUDATION a f R -VALUE BY EXPANSION- o 800 700 600 500 400 300 200 100 1.0 2.0 3.0 COVER THICKNESS BY EXPANSION, FT. 100 90 80 70 60 50 40 30 20 10 0 4.0 73 a U ((a_o t43. O 2(%• O MOISTURE AT FABRICATION l(a_o I�i•O �,O X MOISTURE M IN k R -VALUE vs. EXUD. FRES. T by EXUDATION � A EXUD. T vs. EXPAN. T A T by EXPANSION REMARKS 112 LaBelle • Marvin PROFESSIONAL PAVEMENT ENGINEERING 4.0 quo 2.0 1.0 0 PROJECT NUMBER R - VALUE 40874 SAMPLE DESCRIPTION: Brown Clay DATA SHEET San Juan Capistrano Del Obispo Street BORING NUMBER: Subgrade 12-5 Item a SPECIMEN b c Mold Number 4 5 6 Water added, grams 92 124 174 Initial Test Water, % 15.4 18.2 22.7 Compact Gage Pressure,psi 70 40 30 Exudation Pressure, psi 524 392 239 Height Sample, Inches 2.61 2.63 2.64 Gross Weight Mold, grams 3103 3069 3023 Tare Weight Mold, grams 1977 1975 1976 Sample Wet Weight, grams 1 126 1094 1047 Expansion, Inches x 10exp-4 14 1 0 Stability 2,000 lbs (160psi) 45 / 117 63 / 141 70 / 152 Turns Displacement 3.48 4.15 4.83 R -Value Uncorrected 21 8 3 R -Value Corrected 1 23 8 3 Dry Density, pcf 113.3 106.6 98.0 DESIGN CALCULATION DATA Traffic Index Given: 8.5 8.5 8.5 G.E. by Stability 1.68 2.00 2.11 G. E. by Expansion 0.47 0.03 0.00 Equilibrium R -Value 5 or Less by EXUDATION Examined & Checked: 12 1? 0FESSI . R. 30 9 QRvi OFCA fwi /16/ 15 0659 REMARKS: Gf = 1.25 0.9% Retained on the 3/4" Sieve. The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301. LaBelle 9 Marvin R -VALUE GRAPHICAL PRESENTATION PROJECT NO. 4Q7 400 o a,nSua✓1S�✓C J 350 BORING N0. ( ti 300 DATE IZ�(�/L� N 200 w TRAFFIC INDEX i�Q� �,� loo R -VALUE BY EXUDATION OS ¢ 0 d R -VALUE BY EXPANSIO o3 800 700 600 500 400 300 200 100 1.0 2.0 3.0 COVER THICKNESS BY EXPANSION, FT. 100 90 EEI 70 60 50 40 30 20 10 0 4.0 • „ R -VALUE vs. EXUD. FRES 0 a EXUD. T vs. EXPAN. T REMARKS i z 0 N F 6 G x w z 0 N a x w a�a rn po w L7, o l 'o Zt O MOISTURE AT FABRICATION 17=0 1-q - 0 24"o X MOISTURE Lailelle • M:1nin PROFESSIONAL PAVEMENT ENGINEERING T by EXUDATION d A T by EXPANSION 4.0 R - VALUE DATA SHEET San Juan Capistrano Del Obispo Street PROJECT NUMBER 40874 BORING NUMBER: Subgrade 12-7 SAMPLE DESCRIPTION: Brown Silty Fine Sand ...................................................................... Item a SPECIMEN b c Mold Number 1 2 3 Water added, grams 55 30 17 Initial Test Water, % 17.5 15.2 14.0 Compact Gage Pressure,psi 50 100 150 Exudation Pressure, psi 109 315 451 Height Sample, Inches 2.60 2.59 2.58 Gross Weight Mold, grams 3050 3085 3095 Tare Weight Mold, grams 1965 1969 1977 Sample Wet Weight, grams 1085 1 116 1118 Expansion, Inches x 1 Oexp-4 0 6 14 Stability 2,000 lbs (160psi) 39 / 94 17 / 41 13 / 27 Turns Displacement 4.85 4.47 4.01 R -Value Uncorrected 27 62 75 R -Value Corrected 29 64 76 Dry Density, pcf 107.6 113.4 115.2 DESIGN CALCULATION DATA Traffic Index Given: 8.5 8.5 8.5 G.E. by Stability 1.54 0.78 0.52 G. E. by Expansion 0.00 0.20 0.47 Equilibrium R -Value 63 by EXUDATION Examined & Checked: 12 /16/ 15 �V OFESS/0, �N R. 4Zy ql�y wy� rya G ^. A St en t' 9 OFCAIIf REMARKS: Gf= 1.25 0.4% Retained on the 3/4" Sieve. The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301. LaBelle 0 Al:11'vin R -VALUE GRAPHICAL PRESENTATION PROJECT NO. 4072T4 0�c3i' it J BORING NO. IZ 'fie\ ObiS� DATE ('L/(la TRAFFIC INDEX CO SJ e,-) c6,5 R -VALUE BY EXUDATION R -VALUE BY EXPANSIO 800 700 600 500 400 300 200 100 0 H H gAg a'3 PIP In H x H M, 1.0 2.0 3.0 COVER THICKNESS BY EXPANSION, FT. 100 90 80 70 60 50 40 30 20 10 0 4.0 W, m 350 300 w N 200 w � G- loo C) 0 0 E 0 U ts• o ile o (7,0 MOISTURE AT FABRICATION MIME ■ * „ R -VALUE vs. EXUD. ARES. T by EXUDATION A �EXUD. T vs. EXPAN. T A �_ A T by EXPANSION REMARKS L:allcllc • Mardn PROFESSIONAL PAVEMENT ENGINEERING LO O N C\O C N m N � U) LU U LU coZ ■i O U LU Z z co LU z CD n� Cf)w �fJ co o cn r J z Jz ii N _� LU > � U) N CL Jv < Lo C O m O N c.T� w Q M �ooUO N O Z (U 000n LO O N C\O C N m N � U) LU U LU coZ ■i O U LU Z z co LU z CD n� Cf)w �fJ co o cn r J z Jz z w � L LLO CL) U) N JCL Lo C: C) m O N c.T� w Q M �ooUO N O Z (U 000n LO O N C\O C N m N � U) LU U LU coZ ■i O U LU Z z co LU z CD n� Cf)w �fJ co o cn r J z Jz z w � L L CL) U) N vC JCL Lo O m O N c.T� w Q M �ooUO N O Z (U 000n 0 z O .D 0 0- U m m d 0 c 0 (D J N M O r C 'O (6 C C/) N C M M N U - U U c ii Co /A U c c L ML W "t 00 N N r r M LO � CO fl - It M rl- O 06 .4 N LOIt Lo . m � � � W V ami p oC� 0 L N (0 N y- N N N E 0 0 0 0 N D D W 0 N LL LL LL m D W CJ � � X .� X . X . ■� O L C C C C ~ 0 0 0 (n fu z C () Z (B co U) o cLU U _co (D w CO co C U) m 3 J J Q m o W 7F C: •L LU N in E � c� -: NN w L Q m U U') CO Q N O z Q Q Q 0D 0 0 0 (1) (1) U) 0 z O .D 0 0- U m m d 0 c 0 (D J N M O r C 'O (6 C C/) N C M M N U - U U c ii Co /A U c c L ML W "t 00 N N r r M LO � CO fl - It M rl- O 06 .4 N LOIt Lo . m � � � ai ami ami p oC� 0 Cn y- Q Q E 0 0 0 0 N D D Q N N N N N N 0 z O .D 0 0- U E 0 o to O U) m J N - Ch 00 a C "a t6 C C/) M N U) C f6 N C >,UULL >, L C000mcn U c L ML W O 00 (O N 0-) rn 00 00 N d' d' O N (.- LO 00 00 M N It r r r r LO M M 00 � M O O ,It O N O M It LO It r- - 00 00 00 LO O O LO 00 N ItLOLOLO I- M M N O 00 fl- LO �t LO LO LO m � � � W V ami p oCn 0 L N C4 N y- N N N E 0 0 0 0 0 N O 0 W 0 LL LL LL N N N N N m D W CJ X .� . X � X . � ■� O L C C C 0 0 0 CL ~ fu (n z C () Z (B cu X71 co w Ucu c � U _ w cn co C CO 3 V) J m O J Q z m WC 7F .L M a< �Q � Q) Lu Q mLO U 00 U O O O (1) (1) U) 0 z O .D 0 0- U E 0 o to O U) m J N - Ch 00 a C "a t6 C C/) M N U) C f6 N C >,UULL >, L C000mcn U c L ML W O 00 (O N 0-) rn 00 00 N d' d' O N (.- LO 00 00 M N It r r r r LO M M 00 � M O O ,It O N O M It LO It r- - 00 00 00 LO O O LO 00 N ItLOLOLO I- M M N O 00 fl- LO �t LO LO LO m � � � ai ami ami p oCn 0 Cn y- Q Q E 0 0 0 0 0 N O 0 Q N N N N N N LM LaBelle Marvin PAVEMENT ANALYSIS, DESIGN, TESTING, & INSPECTION SERVICES Date 12/16/2015 Soil Description: I Brown Silty Clay Project No. 40784 Date Tested 12/15/2015 Client CNC Engineering Tester: I D. Linstrom Material Location Del Obispo Street Sub rade 12-2B Maximum Density / Optimum Moisture ASTM D1557 Method B Preparation Method Wet Mold Volume 0.033 Dry X Trial Number 1 2 3 4 5 6 5 Wt. Soil + Mold (grams) 6126.5 6244.3 6263.2 6233.1 Wt. Mold rams 4224.8 4224.8 4224.8 4224.8 Wt. Soil rams 1901.7 2019.5 2038.4 2008.3 1 #VALUE! #VALUE! Container Number 1 2 3 4 5 6 Wt. of Container rams 125.6 135.3 150.4 175.2 Wet Wt. of Soil + Container (grams) 723.7 645.0 832.7 909.4 Dry Wt, of Soil + Container rams 681.6 598.8 760.0 817.0 Moisture Content 7.6 10.0 11.9 14.4 #VALUE! #DIV/0! Wet Density 126.9 134.8 136.1 134.0 #VALUE! #VALUE! Dry Density 118.0 122.6 121.6 117.2 #VALUE! #VALUE! Oversize Correction (ASTM D 4718) % Retained on 3/8" Oversize Sp. Gray. Oversize Absorption Assumed Specific Gravity 2.800 Uncorrected Maximum Dry Density (pcf) I122.8 Uncorrected Optimum Moisture Content 10.3 Maximum Dry Density w/ Rock Correction (pcf) #VALUE! Optimum Moisture Content w/ Rock Correction #VALUE! ASTM D1557 145.0 135.0 a a •N C d T C 125.0 115.0 0.0 5.0 10.0 15.0 20.0 25.0 Moisture Content % LM LaBelle Marvin PAVEMENT ANALYSIS, DESIGN, TESTING, & INSPECTION SERVICES Date 12/16/2015 Soil Description: I Brown Clay Project No. 40784 Date Tested 12/15/2015 Client CNC Engineering Tester: I D. Linstrom Material Location Del Obispo Street Sub rade 12-5 Maximum Density / Optimum Moisture ASTM D1557 Method B Preparation Method Wet Mold Volume 0.033 Dry X Trial Number 1 2 3 4 5 6 5 Wt. Soil + Mold (grams) 6234.5 6312.7 6294.5 6231.2 Wt. Mold rams 4224.8 4224.8 4224.8 4224.8 Wt. Soil rams 2009.7 2087.9 2069.7 2006.4 1 #VALUE! #VALUE! Container Number 1 2 3 4 5 6 Wt. of Container rams 149.9 133.8 126.4 148.3 Wet Wt. of Soil + Container (grams) 760.4 602.8 727.6 748.3 Dry Wt, of Soil + Container rams 715.1 560.0 662.2 671.9 Moisture Content 8.0 10.0 12.2 14.6 #VALUE! #DIV/0! Wet Density 134.1 139.4 138.1 133.9 #VALUE! #VALUE! Dry Density 124.2 126.6 123.1 116.9 #VALUE! #VALUE! Oversize Correction (ASTM D 4718) % Retained on 3/8" Oversize Sp. Gray. Oversize Absorption Assumed Specific Gravity 2.800 Uncorrected Maximum Dry Density (pct) I126.9 Uncorrected Optimum Moisture Content 9.9 Maximum Dry Density w/ Rock Correction (pcf) #VALUE! Optimum Moisture Content w/ Rock Correction #VALUE! ASTM D1557 145.0 135.0 a a •N C d T 125.0 115.0 1 1 1/ I I I I I I I I I 1% I I I I 1 1 0.0 5.0 10.0 15.0 20.0 25.0 Moisture Content % LM LaBelle Marvin PAVEMENT ANALYSIS, DESIGN, TESTING, & INSPECTION SERVICES Date 12/16/2015 Soil Description: I Brown Silty Fine Sand Project No. 40784 Date Tested 12/15/2015 Client CNC Engineering Tester: I D. Linstrom Material Location Del Obispo Street Sub rade 12-7 Maximum Density / Optimum Moisture ASTM D1557 Method B Preparation Method Wet Mold Volume 0.033 Dry X Trial Number 1 2 3 4 5 6 5 Wt. Soil + Mold (grams) 6283.2 6216.5 6225.7 6132.9 Wt. Mold rams 4224.8 4224.8 4224.8 4224.8 Wt. Soil rams 2058.4 1991.7 2000.9 1908.1 1 #VALUE! #VALUE! Container Number 1 2 3 4 5 6 Wt. of Container rams 115.3 145.1 147.5 135.8 Wet Wt. of Soil + Container (grams) 682.7 705.2 745.4 725.0 Dry Wt, of Soil + Container rams 612.4 626.9 687.5 674.8 Moisture Content 14.1 16.3 10.7 9.3 #VALUE! #DIV/0! Wet Density 137.4 132.9 133.6 127.4 #VALUE! #VALUE! Dry Density 120.4 114.4 120.6 116.5 #VALUE! #VALUE! Oversize Correction (ASTM D 4718) % Retained on 3/8" 2.0 Oversize Sp. Gray. Oversize Absorption Assumed Specific Gravity 2.800 Uncorrected Maximum Dry Density (pcf) I122.1 Uncorrected Optimum Moisture Content 12.5 Maximum Dry Density w/ Rock Correction (pcf) #VALUE! Optimum Moisture Content w/ Rock Correction #VALUE! ASTM D1557 135.0 125.0 a a •N C d T 115.0 105.0 1 1 I / I I I I I I I I I I I I 1\ 1 li 0.0 5.0 10.0 15.0 20.0 25.0 Moisture Content % APPENDIX E GLOSSARY OF TERMS W LaBelle Marvin FR RINTA VW MS .FESS.. A CICN MWCES. Glossary of Terms Deflection Testing, CA Test Method 356, is a structural analysis of measured deflection values obtained during our field testing operations, utilizing our non-destructive JILS Falling Weight Deflectometer equipment. Data accumulated on the deflection values, thickness of AC pavement with aggregate base, subjected to various traffic loadings along with the tolerable deflection criteria, provides the basis of needed overlay and/or structural reinforcement. The Falling Weight Deflectometer, F.W.D., provides a tabulation of all test data, distance measurements DMI, field observations, in-situ pavement temperatures, global position GPS data, and permanent landmarks such as cross streets, patches, utility trenches, etc. taken in the field. The Individual deflection test data, provided with this report, was reviewed and grouped according to data trends and engineering judgment. n !� Sensors: FWD 1, FWD 2, FWD 3, FWD 4, FWD 5, FWD 6, FWD 7, FWD 8, FWD 9, FWD 10. These are the 10 separate deflection readings in 10-3 inches. FWD 1 represents the deflection directly beneath the load input. Force: Standard Dynamic Loading measured. GPR: Ground Penetrating Radar of in-situ pavement thicknesses. (optional) GPS: The North American Datum (NAD 83). NIS: Not included in sums. Limits The station limits represent areas of like deflection determined during the engineering review of deflection data and field conditions. Limits are represented by local stationing gathered in the field per street, and is taken in each direction and lane. FWD80th The 80`h percentile deflection value representing the strength under loading of the section/group being evaluated, reported in inches times 10-3. TD80tn The 80th percentile deflection value converted to an equivalent Traveling Deflectometer unit, reported in inches times 10-3. T The represented thickness (T) of existing pavement structure. This value is taken from our pavement coring data obtained in the field. T.I. The Traffic Index (TI) used for the evaluation of the specific test loading. The traffic index represents the anticipated accumulation of equivalent axle loads with design period. TDallow The maximum permissible deflection value where no reinforcement is necessary based upon asphalt concrete thickness and traffic index by Caltrans Test Method 356. %Red. The percent reduction in measured deflection to match tolerable or allowable deflection levels, based upon Traveling Deflectometer conversions. GE The equivalent thickness, in feet, of rock base required to effect the specified deflection reduction. AC The equivalent thickness, in feet, of asphalt concrete thickness required to effect the specified deflection reduction. NSL LaBelle Marvin, Inc.'s calculated Nominal Service Life of the existing pavement. APPENDIX 3 GEOTECHNICAL EVALUATION FOR PROPOSED RETAINING WALL Geotechnical, Inc. June 7, 2017 Mr. Paul Meshkin City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, California 92675 Project No. 17033-01 Subject: Geotechnical Evaluation for Proposed Retaining Wall for Del Obispo Street Widening, City of San Juan Capistrano, California Introduction In accordance with your request, LGC Geotechnical, Inc. has performed a geotechnical evaluation for the proposed retaining wall for the proposed roadway widening for a portion of Del Obispo Street in the City of San Juan Capistrano, California. Proposed Improvements The proposed widening will include construction of a soldier pile retaining wall that will have a fagade consisting of stacked blocks typically used for Mechanically Stabilized Earth (MSE) Verdura retaining walls. The proposed retaining wall will be located from approximate STA 37+60 to STA 38+22 on the northerly side of Del Obispo Road approximately 250 feet in the southerly direction of Calle Aspero (CNC Engineering, 2017). The proposed retaining wall will be approximately 8 feet in height and approximately 60 feet in length. The retaining wall will be constructed at the toe of an existing approximate 35 -foot high native slope. The proposed grading will include trimming back of the existing slopes to a 2:1 (horizontal to vertical) inclination. It is our understanding that the City does not want to plant the MSE wall. Subsurface Geotechnical Evaluation LGC Geotechnical performed a subsurface geotechnical evaluation of the site consisting of the excavation of large -diameter bucket auger borings to evaluate onsite geotechnical conditions. Three bucket auger borings (LGC-BA-1 through LCG-BA-3) were drilled by Haven Geotechnical under subcontract to LGC Geotechnical. Boring LGC-BA-1 was terminated at approximately 151/z feet below existing grade due to auger refusal. Please note that LGC-BA-2 is no longer within the limits of the project and not included herein. The maximum depth of the bucket auger borings were approximately 35 feet below existing grade. The bucket auger borings were excavated to evaluate the geologic structure of the bedrock materials and to obtain samples for laboratory testing. The large -diameter boreholes were surface logged during excavation and downhole logged by an engineering geologist in order to obtain structural geologic information. Borings were subsequently backfilled with cuttings and tamped. A V The approximate location of LGC-BA-1 and LGC-BA-3 is shown on Sheet 1. The boring logs are provided in Appendix B. Re-ional Geology The site is located on the southwestern border of the Peninsular Ranges at the southwestern most portion of the Los Angeles Basin. Specifically, the site lies on the western flank of the sedimentary basin known as the Capistrano Embayment, an early Cenozoic Seaway, which trended northerly between the Peninsular Ranges and a hypothetical Catalina uplift off the Southern California coast. Locally, the Capistrano Embayment refers to the flat-bottomed structural trough formed by the downward displacement along the west side of the Christianitos Fault and downwarping along the east side of the San Joaquin Hills. The embayment was subsequently in -filled with marine siltstone and clayey, siltstone bedrock of the late Miocene to early Pliocene (approximately 5 to 15 million years old) Capistrano Formation. This sedimentary unit, in excess of 3,000 feet thick near the center of the embayment, was uplifted, folded, and eroded in Pliocene and post -Pliocene times (approximately 2 to 3 million years ago) producing the low, rolling ridges observed today. More recently, the local geology has also been influenced by a rapid drop in sea level resulting in a series of wave -cut marine platforms along the coast and causing extensive erosion, which in turn, created numerous steep -sided drainage channels, and oversteepening of slopes. Site -Specific Geology The area of the proposed improvements is underlain by Quaternary older alluvial deposits, which are in - turn underlain by Capistrano Formation bedrock. The typical onsite characteristics of the materials encountered are described in the following subsections (from youngest to oldest). Topsoil/Colluvium (Not Mapped) A relatively thin veneer of topsoil/colluvium mantles most of the hillside. The topsoil/colluvium, as observed, consists predominantly of light brown -to -brown, moist, stiff sandy clay with scattered gravel. These soils are typically massive, porous and contain scattered roots and organics. The topsoil/colluvium is considered potentially compressible and will need to be removed to competent formational material in areas to receive fill or proposed improvements. Topsoil and colluvium were not mapped on the site due to their relatively thin nature and variable lateral extent. Quaternary Older Alluvium (Ooal) Quaternary older alluvial river deposits are present at the surface of the site in the upper portion of the slope. These deposits typically consist of coarse compacted gravels, cobbles, and occasional boulders embedded in a sand to clayey sand matrix. Project No. 17033-01 Page 2 June 7, 2017 Tertiary Capistrano Formation (Tc) The Tertiary Capistrano Formation material underlies the entire site at depth and is exposed in the lower portion of the slope. These materials consist primarily of siltstone and clayey siltstone with lesser amounts of very fine sand and clay. The oxidized siltstone was generally light grey to grey -brown in color and frequently exhibited red -orange staining along joint surfaces as well as gypsum infilling and scattered concretions. The formation is generally massive with rare bedding and few joints. Groundwater During our subsurface evaluation groundwater was encountered in BA -3 at approximately 26 feet below existing grade (approximate elevation of 106 feet above mean sea level [msl]). Groundwater was not encountered in BA -1. Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present within the near -surface deposits due to local seepage or during rainy seasons. Local perched groundwater conditions or surface seepage may develop once site development is completed and landscape irrigation commences. California Seismic Hazard Zones The site is not located within a State of California seismically induced landslide zone; however, the site is located adjacent to a mapped liquefaction hazard zone (CGS, 2001a). Evaluation of site specific liquefaction potential is beyond the scope of this report. Laboratory Testing Representative bulk and driven samples were retained for laboratory testing during our subsurface field evaluation. Laboratory testing included in-situ moisture content and in-situ dry density, Atterberg Limits, direct shear, expansion potential, and corrosion (sulfate, chloride, pH and minimum resistivity). The following is a summary of the laboratory test results. • Dry density of the samples collected ranged from approximately 93 pounds per cubic foot (pcf) to 102 pcf, with an average of 98 pcf. Field moisture contents ranged from approximately 18 percent to 30 percent, with an average of 23 percent. • An Atterberg Limit (liquid limit and plastic limit) test indicated a Plasticity Index of 47. • Direct shear tests were performed on select undisturbed samples. The plots are provided in Appendix C. • An Expansion Index (EI) test indicated an EI value of 102 corresponding to "High" expansion potential. • Corrosion testing indicated soluble sulfate content of approximately 0.092 percent, chloride content of 248 parts per million (ppm), pH value of 7.6, and minimum resistivity of 440 ohm -cm. Project No. 17033-01 Page 3 June 7, 2017 A summary of the results are presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B. Seismic Parameters The site seismic characteristics with respect to design Peak Ground Acceleration (PGA) were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2016 California Building Code (CBC). Representative site coordinates of latitude 33.4963 degrees north and longitude -117.6753 degrees west, were utilized in our analyses. The design PGA per the 2016 CBC may be taken as 0.36g (USGS, 2017). A deaggregation of the PGA based on a 475 -year average return period indicates that an earthquake magnitude of 6.7 at a distance of approximately 8 km from the site would contribute the most to this ground motion (USGS, 2008). Soil Shear Strength Parameters and Global Slone Stability Analyses The soil shear strength parameters utilized in our slope stability analysis are based on laboratory testing of the onsite materials and published shear strength data (CGS, 2001b). Laboratory test results are provided in Appendix C. Soil Shear Strength Parameters for Slone Stability Analysis Soil Type (Degrees) Cohesion s Tc — Cross Bedding 26 300 Tc — Along Bedding 18 200 Qoal — Older Alluvium 24 200 Global slope stability analyses were performed on Cross -Section A -A' based on the proposed design profile. Slope stability analysis was performed using the computer program GSTABL7 with STEDwin version 2.005.3 (Gregory Geotechnical Software, 2013). Potential block surfaces were analyzed using Janbu's Simplified Method. A minimum factor of safety of 1.5 is typically required for static loading conditions. Seismic slope stability analysis was performed in accordance with the County of Orange Grading Manual (1993). Where applicable, the County of Orange Grading Manual requires a horizontal seismic coefficient (Kh) of 0.15 with a minimum resulting factor of safety of I.I. Slope stability analysis indicates a factor of safety greater than 1.5 and 1.1 for static and pseudo -static (seismic) loading conditions, respectively. Slope stability analysis is provided in Appendix D. Permanent Soldier Pile Retaininz Wall The soldier pile retaining wall may be designed for an equivalent fluid pressure of 65 pounds per square foot (psf) per foot of depth (or pcf). The provided equivalent fluid pressure is based on a 2:1 sloping condition above and does not include any hydrostatic pressures. Project No. 17033-01 Page 4 June 7, 2017 For piles spaced a minimum of 3 pile diameters on -center, an allowable passive pressure of 450 pcf (230 pcf below groundwater, if applicable) may be used for passive resistance. The provided passive pressure is based on an arching factor of 2 (e.g., 225 pcf x 2) and should be limited to a maximum of 10 times the value provided above (e.g., 450 pcf to a maximum of 4,500 psf). Groundwater may be taken at an elevation of 106 feet above msl for design. The passive pressure is only applicable for level (5 horizontal feet to 1 -foot vertical or flatter) soil conditions. We recommend that the upper foot of passive resistance be neglected if finished grade will not be covered with concrete or asphalt concrete. To develop the full lateral value, provisions should be made to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the soldier pile excavation below the excavated level should be of adequate strength to transfer the imposed loads to the surrounding soils. The provided allowable passive pressure is based on a factor of safety of 1.5 and may be increased by one-third for short duration wind or seismic loading. Surcharge loading effects from any adjacent structures should be evaluated by the retaining wall designer. In general, any slopes, building, equipment or traffic loads located within a 1:1 (horizontal to vertical) projection from the base of the soldier pile wall will surcharge the proposed retaining structure. Estimated surcharge loads on the retaining wall may be provided on a case-by-case basis based on the proposed layout (i.e., retaining wall height and corresponding horizontal distance and extent of surcharge). The retaining wall designer should contact the geotechnical consultant for any required geotechnical input in estimating surcharge loads. Continuous lagging will be required between the soldier piles. Lagging should be placed in a timely manner during excavation in order to minimize potential spalling and sloughing. Due to the potential presence of isolated sandy layers, spalling and sloughing may occur and shorter excavation lifts may be required. Careful installation of the lagging will be necessary to achieve bearing against the retained earth. The backfill of the lagging should consist of one sack sand -cement slurry or compacted, moistened granular soil. It should be noted that backfill of the lagging with compacted granular soil may result in continuation of caving as the excavation depth progresses. Means and methods are per the contractor in order to ultimately ensure full bearing of retained earth to the lagging. The soldier piles should be designed for the full anticipated lateral earth pressure. However, the pressure on the lagging will be less because of arching of the soils between piles. We recommend that the lagging be designed for the recommended lateral earth pressure, but may be limited to a maximum value of 400 psf. Lagging placed behind the back flange of the solider piles will negate the soil arching effect. Retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. Typically, a soldier pile wall is provided with a composite drainage mat (e.g., Miradrain, etc.) placed over the lagging between the soldier piles and collected at the wall bottom and properly outletted to a suitable discharge point. If required, the retaining wall designer may use a seismic lateral earth pressure increment of 10 pcf. This increment should be applied in addition to the provided static lateral earth pressure using a triangular distribution with the resultant acting at H/3 in relation to the base of the retaining structure (where H is the retained height). Per Section 1803.5.12 of the 2016 CBC, the seismic lateral earth pressure is applicable to structures assigned to Seismic Design Category D through F for retaining wall structures supporting more than 6 feet of backfill height. This seismic lateral earth pressure is estimated using the procedure outlined by the Structural Engineers Association of California (Lew, et al, 2010). Project No. 17033-01 Page 5 June 7, 2017 Proposed MSE Retaining Wall The proposed MSE Verdura retaining wall will be constructed adjacent to the soldier pile retaining wall. The maximum height of the MSE retaining is approximately 9.2 feet included required embedment below finish grade. The soldier pile retaining wall is designed as a permanent wall and will support the 2:1 ascending slope. Due to the proximity of the proposed MSE Verdura retaining wall to the soldier pile wall (ranging from approximately 2 to 5 feet) only internal stability is applicable for its static design. A portion of the internal active wedge is also truncated due to the proximity to the soldier pile wall. MSE wall design calculations are provided in Appendix E. Soil Corrosivity to Concrete and Metal Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary. Corrosion testing indicated soluble sulfate content of approximately 0.092 percent, chloride content of 248 parts per million (ppm), pH value of 7.6, and minimum resistivity of 440 ohm -cm. Based on Caltrans Corrosion Guidelines (2015), soils are considered corrosive to structural elements if the pH is 5.5 or less, or the chloride concentration is 500 ppm or greater, or the sulfate concentration is 2,000 ppm (0.2 percent) or greater. Based on laboratory sulfate test results, the near -surface soils have a severity categorization of "Not Applicable" and are designated to a class "SO" per ACI 318, Table 4.2.1 with respect to sulfates. However, based on our experience in the area we recommend that concrete in direct contact with the onsite soils be designed using the "S2" sulfate classification per ACI 318, section 4.3. CIDH Pile Construction Soldier pile boreholes should be plumb and free of loose or softened material. Extreme care in drilling, placement of reinforcement steel, and the pouring of concrete will be essential to avoid excessive disturbance of borehole walls. The soldier pile steel section should be installed and the concrete pumped immediately after drilling is completed. If applicable, concrete placement by pumping or tremie tube to the bottom of CIDH excavations is recommended. No soldier pile borehole should be left open overnight. We recommend that pile borings not be drilled immediately adjacent to another pile until the concrete in the other pile has attained its initial set. A representative from LGC Geotechnical should be onsite during the drilling of soldier pile boreholes to verify the assumptions made during the design stages. The contractor should anticipate difficult drilling conditions due to dense soils and likely the presence of oversize material such as cobbles and boulders. Boring LGC-BA-1 was terminated at approximately 15%2 feet below existing grade due to auger refusal. Groundwater should also be anticipated. Sandy soils are present at the site and these materials are generally susceptible to caving. Some caving of drilled holes should be anticipated. The contractor should anticipate that any borehole left open for any extended period of time will likely experience additional caving and additional groundwater typically from local irrigation. Refer to the boring logs in Appendix B. If caving occurs during construction of soldier pile boreholes a temporary casing may be required. Project No. 17033-01 Page 6 June 7, 2017 Earthwork We recommend that backfill of MSE Verdura retaining wall and regrading of the ascending slope be performed in accordance with the following recommendations and the earthwork requirements of the latest edition of the Standard Specifications for Public Works Construction (Greenbook), City of San Juan Capistrano requirements and the General Earthwork and Grading Specifications included in Appendix F. In case of conflict, the following recommendations shall supersede those provided in Appendix F. Site Preparation Prior to earthwork activities, any areas to receive fill should be cleared of existing vegetation, asphalt concrete, concrete, surface obstructions and any debris. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Remedial Gradin If encountered in areas of proposed fill placement and MSE wall construction, potentially compressible materials should be removed to suitable native materials. In general, potentially unsuitable materials area anticipated to include topsoil/colluvium and weathered bedrock material. These materials, as encountered in the subsurface portion of our evaluation extended approximately four feet below existing grade. From a geotechnical standpoint, these materials are considered suitable for reuse as general fill materials (not backfill of MSE Verdura wall). Subgrade soils for the MSE wall should be relatively firm and unyielding. If soft or compressible soils are encountered they should be completely removed and replaced with properly placed compacted fill or compacted aggregate base. Re -Grading ofAscendinz Slope Any required fill slopes should be constructed with a maximum slope ratio of 2:1 (horizontal to vertical). Placement of sliver fill on slope faces is not recommended. Fill placed on any slopes greater than 5:1 (horizontal to vertical) should be properly keyed and benched into firm and competent soils as it is placed in lifts. The bottom horizontal bench should be excavated at least 5 feet wide into competent native material with subsequent vertical and horizontal benches of at least 2 feet, while maintaining a minimum horizontal width of 5 feet measured from the design profile. The bottom bench should be back tilted at least 5 percent into the slope. Fill slope widths, must be wide enough to allow for proper fill compaction during backfill and slope face construction. Slope faces should also be compacted to minimum project recommendations. This may require overbuilding of the slope face and trimming back to design grades. To improve surficial stability, vegetation should be established on the slope face as soon as it is practical as discussed below. Project No. 17033-01 Page 7 June 7, 2017 Fill Material and Compaction The gap between the proposed MSE Verdura retaining wall should be backfilled with compacted crushed aggregate base. Crushed aggregate base should conform to the requirements of the latest edition of the Standard Specifications for Public Works Construction ("Greenbook") for untreated base materials. Use of crushed miscellaneous and processed miscellaneous base is not recommended. From a geotechnical perspective, the onsite soils are generally suitable for use as general compacted fill (not backfill of MSE Verdura wall) provided they are screened of any oversized rock material (8 inches maximum in any dimension), construction debris, and significant organic materials. Areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement. In general, any areas to receive compacted fill should be scarified to a minimum depth of 6 to 8 inches, brought to a near -optimum moisture condition, and re -compacted per American Society for Testing and Materials (ASTM) Test Method D1557. Aggregate base should be compacted to a minimum of 95 percent relative compaction per ASTM D1557, at or slightly above optimum moisture content. Material to be placed as general fill should be brought to near optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and compacted to at least 90 percent relative compaction. The optimum lift thickness to produce a uniformly compacted material will depend on the type and size of compaction equipment used. In general, aggregate base should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted prior to subsequent lifts. Generally, placement and compaction should be performed in accordance with local grading ordinances and with observation and testing by the geotechnical consultant. Natural Slopes The proposed retaining wall is adjacent to natural slopes. These slopes will be subject to "natural" phenomena such as erosion, sloughing and surficial instabilities. It is impossible to predict where or when this may happen. Should erosion or slippage occur, it should be promptly repaired. Paramount in reducing the potential for either erosion or slippage is to properly maintain these slopes (refer to section below). Slope Maintenance Guidelines We recommend that graded slopes be properly landscaped with deep-rooted drought -tolerant, slope stabilizing vegetation as soon as possible to minimize the potential for erosion and/or other instabilities. Slopes should not be allowed to be bare of vegetation. Landscape vegetation should not be "trimmed" to root structures leaving no protection of the slopes Irrigation at the site should be kept at the minimum level to support plant_growth, overwatering must be avoided. Future landowners/property managers should be made aware that even though the site has been developed in accordance with the local standard of practice that includes a subdrain system, improper maintenance and particularly significant overwatering or poor surface drainage could possibly lead to a buildup in localized groundwater levels. This may result in nuisance type water -related issues to foundations, flatwork, walls, landscaping improvements, etc., and in extreme cases a decrease in the stability of slopes. To Project No. 17033-01 Page 8 June 7, 2017 help reduce the potential for excessive erosion of graded slopes we recommend that protective measures be implemented in accordance with the latest City of San Juan Capistrano grading ordinances and other governing codes. Design of surface drainage provisions are within the purview of the project civil engineer. Subdrains and v -ditches must be properly maintained and their outlets kept free draining and clear of any potential obstructions. Routine maintenance should be performed, especially prior to and during the rainy season. Failure to properly maintain these elements may result in slope failures, slumps, excessive erosion, localized saturated zones, nuisance type water issues, etc. Any future trenches excavated on a slope face for utility or irrigation lines and/or for any purpose should be properly backfilled and compacted to the slope face. Observation/testing and acceptance by the geotechnical consultant during trench backfill are recommended. A program for the elimination of burrowing animals in both native and graded slope areas must be established and properly maintained to protect slope stability by reducing the potential for surface water to penetrate into the soil. Continuous erosion control, rodent control, and maintenance are essential to the long- term stability of all slopes. Geotechnical Review of Retainina Wall and Grading Plans When available, retaining wall and grading plans should be reviewed by LGC Geotechnical in order to verify our geotechnical recommendations are implemented. Updated recommendations and/or additional field work may be necessary. Geotechnical Observation and Testing Geotechnical observation and testing should be performed by the geotechnical consultant during slope grading, fill placement, construction of the soldier pile wall (e.g., drilling of the piles for the soldier piles and backcut mapping) and MSE wall construction and backfill. It should be noted that geotechnical observation and testing is required per Section 1705 of the 2016 California Building Code (CBC). Closure Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Project No. 17033-01 Page 9 June 7, 2017 Should you have any questions regarding this report, please do not hesitate to contact our office. We appreciate this opportunity to be of service. Respectfully, LGC Geotechnical, Inc. Brad Zellmer, GE 2618 Project Engineer BTZ/KBC/aca //pFESS/ON� ZEL(,y�� i No. 2618 m' Exp. 12/31 /18 OF e._ . Kevin B. Colson, CEG 2210 Vice President Attachments: Appendix A — References Appendix B — Logs of Exploratory Borings (BA -1 & BA -3) Appendix C — Laboratory Test Results Appendix D — Slope Stability Analyses Appendix E — MSE Wall Calculations Appendix F — General Earthwork and Grading Specifications Sheet 1 — Geotechnical Map and Cross Section A -A' Distribution: (1) Addressee (Electronic Copy) (1) CNC Engineering (Electronic Copy) Attention: Mr. Sean Nazarie (1) Buchan Engineering Structures (Electronic Copy) Attention: Mr. Iain Buchan SS\ONAC G F � �J`N B. CO q 4 No. 2210CERTIFIED Z 'v • ENGI EERING GEOLOGIST •/ 7/31/18 Project No. 17033-01 Page 10 June 7, 2017 Appendix A References References American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14). California Geological Survey (CGS), 1999, (Previously California Division of Mines and Geology [CDMG]), Geologic Map of the Dana Point 7.5' Quadrangle Orange County, California, Version 1.0 by Siang S. Tan, dated 1999. 2001a, State of California Seismic Hazard Zone Map, Dana Point Quadrangle, December 21, 2001. 2001b, Seismic Hazard Zone Report for Dana Point 7.5 Minute Quadrangle, Orange County California, Hazard Zone Report 049, 2001. Caltrans, 2015, Corrosion Guidelines, Version 2. 1, dated January 2015. CNC Engineering, 2017, City of San Juan Capistrano, Street Improvement Plans for Del Obispo Street, From Paseo de la Paz to Calle Aspero, CIP No. 16102, dated March 30, 2017. County of Orange Planning & Development Services Department, 1993, Grading Manual, Appendix F, Minimum Standards for Slope Stability Analysis. Gregory Geotechnical Software, 2013, GSTABL7, Version 2.005.3, March, 2013. Lew, et al, 2010, Seismic Earth Pressures on Deep Basements, Structural Engineers Association of California (SEAOC) Convention Proceedings. United States Geological Survey (USGS), 2008, Unified Hazard Tool, Dynamic: Conterminous U.S. 2008 (v3.3.1), Retrieved May 24, 2017, from: https:Hearthquake.usgs.gov/hazards/interactive/ 2017, U.S. Seismic Design Maps, Retrieved May 15, 2017, from: http://geohazards.usgs.gov/designmaps/us/batch.php#csv Project No. 17033-01 A-1 June 7, 2017 Appendix B Logs of Exploratory Borings Geotechnical Boring Log LGC-BA-1 Date : 4/4/2017 Page 1 of 1 Drilling Company : Haven Geotechnical Construction Project Name : Del Obispo Type of Rig : Limited Access Flight Auger Project Number: 17033-01 Drop : 30" Hole Diameter: 24" Elevation of Top of Hole : - 142' MSL Drive Weight : 140 pounds Hole Location : See Geotechnical Map Logged by KTM Sampled by KTM ECL 0 o c E Cn o $ J Z O c N U) E 3: U m a ca Q Lu o CD Q m o 2 D DESCRIPTION 0 @0' to 5.5'- Quaternary Old Alluvium/Slope wash: @0' to 25- ; Clayey SILT w/ Cobbles (Topsoil): dark brown, moist, 140 loose to dense; rootlets; cobbles subrounded up to 12" diameter .0 @3'- SANDSTONE clasts and cobbles, extremely weathered :.o 5 " R-1 50/8" 102.2 18.7 @5'- Silty SAND: orangish brown w/ some gray, moist, dense C: 27E, 5NW @5.5'- Contact attitude at base of old alluvium/slopewash w/ iron B-1 oxide; manganese oxide; rootlets; lacks clay 135 B: N5W, 4W @5.5' to T.D. - Tertiary Capistrano Formation (Tc): .. �` • @7'- Bedding attitude, sandy SILTSTONE and few very thin Sandstone interbeds: gray, moist, very dense; iron oxide; minor • rootlets; trace fossils; biotite; soft sediment deformation 10 R-2 50/8" 100.3 18.4 CL-ML @10' - Silty SANDSTONE: gray and brown, moist, very dense. DS Below is gray siltstone with light brown sand lenses. 130 _ GB: N50E, 3W @12'- General bedding, vague Sand lenses GB N30E, 3W @14'- General bedding, Sandstone bed: light brown, 2" thick 15 @15'- Top of extremely hard crystalline concretion Total Depth = 15.5' (Auger Refusal) 125 No Ground Water Encountered Backfilled with Cuttings on 4/4/2017 20- 012025115THIS 120- 25- 115- THISSUMMARY APPLIES ONLY AT THE SAMPLE TYPES: TEST TYPES: LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY B BULK SAMPLE DS DIRECT SHEAR R RING SAMPLE MD MAXIMUM DENSITY G GRAB SAMPLE SA SIEVE ANALYSIS S&H SIEVE AND HYDROMETER CHANGE AT THIS LOCATION WITH THE PASSAGE EI EXPANSION INDEX #LGC; OF TIME. THE DATA PRESENTED IS A CN CONSOLIDATION SIMPLIFICATION OF THE ACTUAL CONDITIONS CR CORROSION �aotechnical Int ENCOUNTERED. AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE Geotechnical Boring Log LGC-BA-3 Date : 5/10/2017 Page 1 of 2 Drilling Company : Haven Geotechnical Construction Project Name : Del Obispo Type of Rig : Limited Access Project Number: 17033-01 Drop : N/A" Hole Diameter: 24" Elevation of Top of Hole : - 132 ' MSL Drive Weight: N/A Hole Location : See Geotechnical Map Logged by KTM L N E U Q O c o �° E m o _ $ J (D Z a� O c N L U) -0 E U 3:a a� `�U o m ca Q Lu o C� Q m o 2 D DESCRIPTION 0 @0' to TD - Capistrano Formation (TC) - @0' - Topsoil - Brown CLAY w/ SAND to Clayey SAND, moist, stiff, 130 rootlets, scattered gravel. Q G GB: N47E, 6W @4'- General Bedding, SANDSTONE and CONCRETION layer, up 5 to 6" thick, extremely weathered. Below is Sandy SILTSTONE w/ SAND lenses, moist, stiff to very stiff, moderately dense, manganese oxide typical, soft sediment deformation affected moderately 125 weathered, grades to slightly weathered with depth. 10 B: N7E, 4W @11'- Bedding attitude, SANDSTONE lenses. 120— B: N2E, 5W @13'- Bedding attitude, White SANDSTONE w/ laminations, generally continuous bed 4" thick, manganese oxide. 15 B: N17E, 3W @16'- Bedding attitude, White SANDSTONE w/ laminations, one foot 115 thick. @19' to 21'- SILTSTONE bed. 20 110 ' B: N52E, 7W @24' Bedding attitude, thinly interbedded sand lenses, gray. 25— 5@26'- @26'-Increase moisture to wet. Brown Silty SANDSTONE, wet 105 dense. @28'- End visual log. THIS SUMMARY APPLIES ONLY AT THE SAMPLE TYPES: TEST TYPES: LOCATION OF THIS BORING AND AT THE TIME OF B BULK SAMPLE DS DIRECT SHEAR DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY R RING SAMPLE MD MAXIMUM DENSITY G GRAB SAMPLE SA SIEVE ANALYSIS S&H SIEVE AND HYDROMETER iVLGC; CHANGE AT THIS LOCATION WITH THE PASSAGE EI EXPANSION INDEX OF TIME. THE DATA PRESENTED IS A CN CONSOLIDATION SIMPLIFICATION OF THE ACTUAL CONDITIONS CR CORROSION ENCOUNTERED. AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE Geotechnical Boring Log LGC-BA-3 Date : 5/10/2017 Page 2 of 2 Drilling Company : Haven Geotechnical Construction Project Name : Del Obispo Type of Rig : Limited Access Project Number: 17033-01 Drop : N/A" Hole Diameter: 24" Elevation of Top of Hole : - 132 ' MSL Drive Weight: NSA Hole Location : See Geotechnical Map Logged by KTM L N E U Q O c o �° E m o _ $ J (D Z a� O c N L U) -0 E U 3:a a� `�U o m ca Q Lu o C� Q m0 2 D DESCRIPTION 30 100— 00@33'- @33'-Standing water 35 Total Depth = 35' Groundwater Encountered at 26' 95 Backfilled with Cuttings on 5/10/2017 40- 090458550805575THIS 90- 45- 85- 50- 80- 55- 75— THISSUMMARY APPLIES ONLY AT THE SAMPLE TYPES: TEST TYPES: LOCATION OF THIS BORING AND AT THE TIME OF B BULK SAMPLE DS DIRECT SHEAR DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY R RING SAMPLE MD MAXIMUM DENSITY G GRAB SAMPLE SA SIEVE ANALYSIS S&H SIEVE AND HYDROMETER CHANGE AT THIS LOCATION WITH THE PASSAGE EI EXPANSION INDEX #LGC; OF TIME. THE DATA PRESENTED IS A CN CONSOLIDATION SIMPLIFICATION OF THE ACTUAL CONDITIONS CR CORROSION 3eotechnical In,, ✓f ENCOUNTERED. AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE Appendix C Laboratory Test Results APPENDIX C Laboratory Test Results The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the test results. Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on driven samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from undisturbed or disturbed samples. Atterber Limits: imits: The liquid and plastic limits ("Atterberg Limits") were determined per ASTM D4318 for engineering classification of fine-grained material and presented in the table below. The USCS soil classification indicated in the table below is based on the portion of sample passing the No. 40 sieve and may not necessarily be representative of the entire sample. The plot is provided in this Appendix. Sample Location Liquid Limit Plastic Limit Plasticity USCS High (%) (/o) Index (/o) Soil Classification BA -2 @ 10.5 ft (grab) 70 23 47 CH Direct Shear: Direct shear tests were performed on selected driven samples, which were soaked for a minimum of 24 hours prior to testing. The samples were tested under various normal loads using a motor -driven, strain -controlled, direct -shear testing apparatus (ASTM D3080). The plots are provided in this Appendix. Expansion Index: The expansion potential of selected representative samples was evaluated by the Expansion Index Test per ASTM D4829. Sample Location Expansion Index Expansion Potential* BA -2 @ 16-18 ft 102 High * Per ASTM D4829 Project No. 17033-01 C-1 June, 2017 APPENDIX C (Cont'd) Laboratory Test Results Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (CTM 417). The test results are presented in the table below. Sample Location Sulfate Content, % BA -2 @ 16-18 ft 0.092 Chloride Content: Chloride content was tested per CTM 422. The results are presented below. Sample Location 7Chloride Content, ppm BA -2 @ 16-18 ft 1 248 Minimum Resistivi , and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The results are presented in the table below. Sample Location pH Minimum Resistivity (ohms -cm) BA -2 @ 16-18 ft 7.6 1 440 Project No. 17033-01 C-2 June, 2017 PLASTICITY CHART - CLASSIFICATION OF FINE-GRAINED SOILS No.: 70 r (%) PL Index (%) PI USCS BA -2 B-3 10.5 - 70 23 47 CH r CH or OH r 60 / r r I r MH or OH r 50 CL or OL r r r r a ML or OL CL -ML e 40 - C 30 N lC a 20 10 0 0 20 40 60 80 100 Liquid Limit (L.L.) Sample Passing Liquid Limit Plastic Limit Plasticity Symbol Location.: Depth (ft) No. 200 Project Number: 17033-01 ATTERBERG LIMITS Date: Apr -17 LGO (ASTM D 4318) Del Obispo No.: Sieve (%) r (%) PL Index (%) PI USCS BA -2 B-3 10.5 - 70 23 47 CH r CH or OH r / r r I r MH or OH r CL or OL r r r r ML or OL CL -ML No.: Sieve (%) (%) LL (%) PL Index (%) PI USCS BA -2 B-3 10.5 - 70 23 47 CH 4.00 2.00 1.00 0.00 A 0 4.00 3.00 U) a 2.00 ''L^^ VJ 1.00 0.1 0.2 0.3 Horizontal Deformation (in.) 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Normal Stress (ksf) Boring No. BA -1 Sample No. R-2 10 Depth (ft) Sample Type: Ring Soil Identification: Light olive brown silty clay (CL - ML) Strength Parameters C (psf) ° Peak 484 32 Ultimate 233 27 Normal Stress (kip/ftz) 1.000 Peak Shear Stress (kip/ft2) A 2.886 • 0.883 Shear Stress @ End of Test (ksf) 0 0.692 Deformation Rate (in./min.) 0.0017 Initial Sample Height (in.)01 00 Diameter (in.) 2.415 Initial Moisture Content (%) 18.43 Dry Density (pcf) 98.7 Saturation (%) 70.4 Soil Height Before Shearing (in.) 0.9944 Final Moisture Content (%) 25.3 2.000 4.000 ■ 2.087 A 2.886 ❑ 1.358 L 2.276 0.0017 0.0017 1.000 1.000 2.415 2.415 18.43 18.43 100.7 102.0 73.9 76.3 0.9946 0.9890 22.8 23.3 Project No.: 17033-01 DIRECT SHEAR TEST RESULTS Del Obispo Consolidated Drained - ASTM D 3080 04-17 DS BA -1, R-2 @ 10 4.00 2.00 1.00 3.00 U) a 2.00 ''L^^ VJ 1.00 0.1 0.2 0.3 Horizontal Deformation (in.) 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Normal Stress (ksf) Boring No. BA -2 Sample No. R-1 Depth (ft) 11.5 Sample Type: Ring Soil Identification: Olive gray lean clay (CL) Strength Parameters C (psf) ° Peak 275 32 Ultimate 0 29 Normal Stress (kip/ftz) 1.000 Peak Shear Stress (kip/ft2) A 2.833 • 0.965 Shear Stress @ End of Test (ksf) 0 0.512 Deformation Rate (in./min.) 0.0017 Initial Sample Height (in.)01 00 Diameter (in.) 2.415 Initial Moisture Content (%) 26.78 Dry Density (pcf) 97.0 Saturation (%) 98.0 Soil Height Before Shearing (in.) 0.9983 Final Moisture Content (%) 28.4 2.000 4.000 ■ 1.452 A 2.833 ❑ 1.110 L 2.238 0.0017 0.0017 1.000 1.000 2.415 2.415 26.78 26.78 97.6 98.0 99.5 100.4 0.9911 0.9849 28.5 26.8 Project No.: 17033-01 DIRECT SHEAR TEST RESULTS Del Obispo Consolidated Drained - ASTM D 3080 04-17 DS BA -2, R-1 @ 11.5 4.00 2.00 1.00 0.00 1 0 3.00 U) a 2.00 ''L^^ VJ 1.00 0.1 0.2 Horizontal Deformation (in.) 0.3 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Normal Stress (ksf) Boring No. BA -2 Sample No. R-2 Depth (ft) 17 Sample Type: Ring Soil Identification: Olive gray lean clay (CL) Strength Parameters C (psf) ° Peak 695 23 Ultimate 140 25 Normal Stress (kip/ftz) 1.000 2.000 4.000 Peak Shear Stress (kip/ft2) • 1.103 ■ 1.594 A 2.411 Shear Stress @ End of Test (ksf) 0 0.582 ❑ 1.078 L 1.962 Deformation Rate (in./min.) 0.0017 0.0017 0.0017 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 29.52 29.52 29.52 Dry Density (pcf) 91.0 93.1 95.0 Saturation (%) 93.5 98.4 102.9 Soil Height Before Shearing (in.) 1.0031 0.9928 0.9834 Final Moisture Content (%) 32.1 30.6 29.9 Project No.: 17033-01 DIRECT SHEAR TEST RESULTS Del Obispo Consolidated Drained - ASTM D 3080 04-17 DS BA -2, R-2 @ 17 Location Sample No. Depth (ft) Molding Moisture Content (%) Initial Dry Density (pcf) Final Moisture Content (%) Expansion Index Expansion Classification BA -2 B-2 16'-18' 12.1 98.3 28.9 102 High EXPANSION INDEX LCIG ..:.......... (ASTM D 4829) Project Number: Date: Del Obispo 17033-01 Apr -17 SOIL RESISTIVITY TEST DOT CA TEST 643 Project Name: Del Obispo Tested By : G. Berdy Date: 04/15/17 Project No.: 17033-01 Data Input By: 1. Ward Date: 04/20/17 Boring No.: BA -2 Depth (ft.) : 16-18 Sample No.: B-2 Soil Identification:* Olive CL 'California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 US Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials. Moisture Content (%) (MCi) 3.27 Adjusted 190.58 Dry Wt. of Soil + Cont. (g) 186.66 Water 66.76 Resistance Soil Specimen Added (ml) Moisture Reading Resistivity No. (Wa) C ntCe) t (ohm) (ohm -cm) 1 50 42.96 470 470 2 60 50.90 450 450 3 70 58.83 440 440 4 80 66.77 450 450 5 Moisture Content (%) (MCi) 3.27 Wet Wt. of Soil + Cont. (g) 190.58 Dry Wt. of Soil + Cont. (g) 186.66 Wt. of Container (g) 66.76 Container No. 915 Initial Soil Wt. (g) (Wt) 130.10 Box Constant 1.000 MC=(((1+Mci/100)x(Wa/Wt+1))-1)x100 Min. Resistivity Moisture Content (ohm -cm) (%) Sulfate Content (ppm) DOT CA Test 417 Part II Chloride Content (ppm) DOT CA Test 422 Soil pH pH Temp. (°c) DOT CA Test 643 DOT CA Test 643 440 58.8 915 248 7.62 20.7 475 470 465 460 V E t 455 O 450 Z. N 445 fn 440 435 430 40.0 45.0 50.0 55.0 60.0 65.0 70.0 Moisture Content (%) Appendix D Slope Stability Analysis Summary of Slope Stability Analysis Cross- Section File Name Factor of Description Safety A -A' xaw 1.78 Static xawe 1.26 Pseudo -Static Project No. 17033-01 June, 2017 190 170 150 130 110 90 70 50 17033-01 Del Obispo / Sec A -A' / Design Profile / Along Bedding / Static z:\2017\17033-01 city of sjc on-call\engineering\del obispo\slope stability\sec a\2017 may\xaw.pl2 Run By: LGC Geotechnical 5/17/2017 12:45PM # FS Soil Soil Total Saturated Cohesion Friction Piez. Load Value a 1.78 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface Ll 250psf b 1.78 No. (pcf) (pcf) (psf) (deg) No. c 1.78 Tc 1 120.0 120.0 Aniso Aniso W1 d 1.78 Qoal 2 120.0 120.0 200.0 24.0 W1 e 1.78 f 1.78 g 1.78 h 1.78 i 1.78 a L1 2 2 2 2 1 1 1 1 1 Wi 0 20 40 60 80 100 120 140 160 180 200 GSTABL7 v.2 FSmin=1.78 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c & phi both > 0 190 17033-01 Del Obispo / Sec A -A' / Design Profile / Along Bedding / Static z:\2017\17033-01 city of sjc on-call\engineeringWel obispo\slope stability\sec a\2017 may\xaw.plt Run By: LGC Geotechnical 5/17/2017 12:45PM 170 150 130 1 110 1 90 70 50 L 0 i VX w1 20 40 60 80 100 120 140 160 180 200 Z:xaw.OUT Page 1 ***GSTABL7 *** * GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** ** Original Version 1.0, January 1996; Current Ver. 2.005.3, Feb. 2013. ** All Rights Reserved -Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GEE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear UndrainedShear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber -Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo -Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 5/17/2017 Time of Run: 12:45PM Run By: LGC Geotechnical Input Data Filename: Z:\2017\17033-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\2017 May\xaw.in Output Filename: Z:\2017\17033-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\20.17 May\xaw.OUT UnitSystem: English Plotted Output Filename: Z:\2017\1703.3-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\2017 May\xaw.PLT PROBLEM DESCRIPTION: 17033-01 Del Obispo / Sec A -A' / Design Profile / Along Bedding / Static BOUNDARY COORDINATES 9 Top Boundaries 12 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bud 1 0.00 119.00 40.00 119.00 1 2 40.00 119.00 40.10 126.00 1 3 40.10 126.00 64.00 138.00 1 4 64.00 138.00 75.00 143.00 2 5 75.00 143.00 80.00 145.00 2 6 80.00 145.00 100.00 150.00 2 7 100.00 150.00 107.00 152.00 2 8 107.00 152.00 120.00 152.00 2 9 120.00 152.00 160.00 152.00 2 10 64.00 138.00 84.00 137.00 1 11 84.00 137.00 120.00 134.00 1 12 120.00 134.00 160.00 134.00 1 User Specified Y -Origin = 50.00(ft) Default X-PlusValue = 0.00 (ft) Default Y -Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 2Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Pie- Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (PC f) (pcf) (Psf) (deg)Para.. (psf) No.. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 200.0 24.0 0.00 0.0 1 ANISOTROPIC STRENGTH PARAMETERS 1 soil types) Soil Type 1 Is Anisotropic Number Of Direction Ranges Specified = 3 Direction Counterclockwise Cohesion Friction Range Direction Limit Intercept Angle No. (deg) (psf) (deg) 1 -4.0 300.00 26.00 2 0.0 200.00 18.00 3 90.0 300.00 26.00 ANISOTROPIC SOIL NOTES: (1) An input value of 0.01 for C and/or Phi will cause Anise C and/or Phi to be ignored in that range. (2) An input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. (3) An input value of 0.03 for Phi will set both Phi and C equal to zero, with water weight in the tension crack. 1 PIEZOMETRIC SURFACE(S) SPECIFIED Z:Xaw.GUT Page 2 Unit Weight of Water = 62.40 (pcf) piezometric Surface No. 1 Specified by 2 Coordinate Points PorePressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 106.00 2 160.00 106.00 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 120.00 160.00 250.0 0.0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Janbus Empirical Cost is being used for the case of c &.phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 5000 Trial Surfaces Have Been Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 5.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 40.00 119.00 40.00 119.00 0.00 2 45.00 119.00 100.00 119.00 15.00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method Total Number of Trial Surfaces Attempted = 5000 Numberof Trial Surfaces With Valid FS = 5000 Statistical Data On A11 Valid FS Values: FS Max = 7.300 FS Min = 1.778 FS Ave = 2.728 Standard Deviation = 0.776 Coefficient of Variation = 28.45 % Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40 .0 00 119.000 2 69.328117.333 3 72.6 13 121.102 4 76.085 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety 1.778 Individual data on the 15 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.1 42.0 0.0 0.0 0. 0. 0.0 0.0 0.0 2 23.9 39248.6 0.0 0.0 0. 0. 0.0 0.0 0.0 3 5.3 13890.3 0.0 0..0 0. 0.. 0.0 0.0 0.0 4 3.3 8653.6 0.0 0.0 0. 0. 0.0 0.0 0.0 5 2.4 5763.1 0.0 0.0 0. 0. 0.0 0.0 0.0 6 1.1 2484.9 0.0 0.0 0. 0. 0.0 0.0 0.0 7 3.0 6236.3 0.0 0.0 0. 0. 0.0 0.0 0.0 8 0.9 1708.0 0.0 0.0 0. 0. 0.0 0.0 0.0 9 2.2 3647.3 0.0 0.0 0. 0. 0.0 0.0 0.0 10 1.8 2675.7 0.0 0.0 D. 0. 0.0 0.0 0.0 11 1.6 2092.3 0.0 0.0 0. 0. 0.0 0.0 0.0 12 0.3 393.3 0.0 0.0 0. 0. 0.0 0.0 0.0 13 2.1 2071.1 0.0 0.0 0. 0. 0.0 0.0 0.0 14 2.2 1188.8 0.0 0.0 0. 0. 0.0 0.0 0.0 15 0.2 34.2 0.0 0.0 0. 0. 0.0 0.0 0.0 Z:xaw.OUT Page 3 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf 145.080 No. (ft) (ft) 147.636 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 By 10 Coordinate 4 76.085 124.700 Y -Surf 5 79.084 128.701 (ft) 6 82.168 132.636 119.000 7 85.616 136.258 117.333 8 88.094 140.600 121.102 9 90.315 145.080 124.700 10 90.543 147.636 128.701 Factor of Safety 82.168 132.636 *** 1.778 *** 85.616 136.258 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf 145.080 No. (ft) (ft) 147.636 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 By 10 Coordinate 4 76.085 124.700 Y -Surf 5 79.084 128.701 (ft) 6 82.168 132.636 119.000 7 85.616 136.258 117.333 8 88.094 140.600 121.102 9 90.315 145.080 124.700 10 90.543 147.636 128.701 Factor of .Safety 82.168 132.636 ** 1.778 ** 85.616 136.258 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf 145.080 No. (ft) (ft) 147.636 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 By 10 Coordinate 4 76.085 124.700 Y -Surf 5 79.084 128.701 (ft) 6 82.168 132.636 119.000 7 85.616 136.258 117.333 8 88.094 140.600 121.102 9 90.315 145.080 124.700 10 90.543 147.636 128.701 Factor of Safety 82.168 132.636 *** 1.778 *** 85.616 136.258 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf 145.080 No. (ft) (ft) 147.636 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 By 10 Coordinate 4 76.085 124.700 Y -Surf 5 79.084 128.701 (ft) 6 82.168 132.636 119.000 7 85.616 136.258 117.333 8 88.094 140.600 121.102 9 90.315 145.080 124.700 10 90.543 147.636 128.701 Factor of Safety 82.168 132.636 * * 1.778 ** 85.616 136.258 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf 145.080 No. (ft) (ft) 147.636 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 OUTPUT * ** 4 76.085 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety *** 1.778 *** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 4 76.085 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety *** 1.778 *** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 4 76.085 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety *** 1.778 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 4 76.085 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety * 1.778 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 4 76.065 124.700 5 79.084 128.701 6 82.168 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 10 90.543 147.636 Factor of Safety *** 1.778 *** ** * END OF GSTABL7 OUTPUT * ** Z:Xaw.CUT Page 4 190 170 150 130 110 90 70 50 17033-01 Del Obispo / Sec A -A' / Design Profile / Along Bedding / Seismic z:\2017\17033-01 city of sjc on-call\engineering\del obispo\slope stability\sec a\2017 may\xawe.plt Run By: LGC Geotechnical 6/5/2017 09:18AM Soil Soil Total Saturated Cohesion Friction Piez. Load i Value Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface Ll 250 psf No. (pcf) (pcf) (psf) (deg) No. Peak(A) 0.150(g) Tc 1 120.0 120.0 Aniso Aniso W1 kh Coef. 0.150(g)< Qoal 2 120.0 120.0 200.0 24.0 W1 L1 0 -0-'2 2 2 Q_ -- 2 1 1 / 1 1 w� 0 20 40 60 80 100 120 140 GSTABL7 v.2 FSmin=1.26 Factor Of Safety Is Calculated By The Simplified Janbu Method 160 180 200 Z:xawe.OUT Page 1 *** GSTABL7 *** GSTABL7 by Dr. Garry H. Gregory, Ph.D.,P.E.,D.GE ** Original Version 1.0, January 1996; Current Ver. 2.005..3, Feb. 2013 ** (All Rights Reserved -Unauthorized ********************SLOPE *STABILITY *ANALYSIS Use Prohibited) ****************************** *SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer& Morgenstern -Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber -Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo -Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/5/2017 Time of Run: 09:18AM Run By: LGC Geotechnical Input Data Filename: Z:\2017\17033-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\2017 May\xawe.in Output Filename: Z:\2017\17033-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\2017 May\xawe.OUT Unit System: English Plotted Output Filename: Z:\2017\17033-01 City of SJC On-call\Engineering\Del Obispo\ Slope Stability\Sec A\2017 May\xawe.PLT PROBLEM DESCRIPTION: 17033-01 Del Obispo / Sec A -A' / Design Profile / Along Bedding / Seismic BOUNDARY COORDINATES 9 TopBoundaries 12 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft )Below End 1 0.00 119.00 40.00 119.00 1 2 40.00119.00 40.10 126.00 1 3 40.10126.00 64.00 138.00 1 4 64.00138.00 75.00 143.00 2 5 75.00 143.0080.00 145.00 2 6 80.00 145.00 100.00 150.00 2 7 100.00 150.00 107.00 152.00 2 8 107,001 52.00 120.00 152.00 2 9 120.00152.00 160.00 152.00 2 10 64.00138.00 84.00 137.00 1 11 84.00 137.00 120.00 134.00 1 12 120.00 134.00 160.00 134.00 1 User Specified Y- origin = 50.00(ft) Default X -Plus Value = 0.00(ft) Default Y -Plus Value = 0.00 (ft) ISOTROPIC. SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Pies. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg)Param. (psf) No. 1 120.0 120.0 300.0 26.0 0.00 0.0 1 2 120.0 120.0 200.0 24.0 0.00 0.0 1 ANISOTROPIC STRENGTH PARAMETERS 1 soil type(s) Soil Type 1 IsAnisotropic Number Of Direction Ranges Specified = 3 Direction Counterclockwise Cohesion Friction Range Direction Limit Intercept Angle No. (deg) (psf)(deg) 1 -4.0 300.00 26.00 2 0.0 200.00 18.00 3 90.0 300.00 26.00 ANISOTROPIC SOIL NOTES: (1) An input value of 0.01 for C and/or Phi will cause Anise C and/or Phi to be ignored in that range. (2) An input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. (3) An input value of 0.03 for Phi will set both Phi and C equal to zero, with water weight in the tension crack. 1 PIEZOMETRIC SURFACE(S) SPECIFIED Z:xawe.OUT Page 2 Unit Weight of Water = 62.40 (pof) pie zometr is Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 106.00 2 160.00 106.00 BOUNDARY LOAD(S) 1 Load(a) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 120.00 160.00 250.0 0.0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Specified PeakGround Acceleration Coefficient (A) = 0.150(g) Specified He riaontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore -Pressure Factor = 0.000 Janbu's Empirical Goof. is being used for the case of c & phi both > 0 Trial Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 40.000 119.000 2 69.328 117.333 3 72.613 121.102 4 76.065 124.700 5 79.084 128.701 6 82.166 132.636 7 85.616 136.258 8 88.094 140.600 9 90.315 145.080 1 0 90.543 147.636 Janbu'a Empirical Coefficient(fo) - 1.084 * * Factor Of Safety Is Calculated By The Simplified Janbu Method Factor Of Safety For The Preceding Specified Surface = 1.259 ***Tabled - Individual Data on the 15 Slices*** Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Hot Norm Tan Her Ver Load No. (ft) (lbs)lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.1 42.0 0.0 0.0 0.0 0.0 6.3 0.0 0 2 23.9 39248.4 0.0 0.0 0.0 0.0 5887.3 0.0 0 3 5.3 13891.1 0.0 0.0 0.0 0.0 2083.7 0.0 0 4 3.3 8653.0 0.0 0.0 0.0 0.0 1298.0 0.0 0 5 2.4 5762.8 0.0 0.0 0.0 0.0 864.4 0.0 0 6 1.1 2484.1 0.0 0.0 0.0 0.0 372.6 0.0 0 7 3.0 6237.9 0.0 0.0 0.0 0.0 935.7 0.0 0 8 0.9 1707.2 0.0 0.0 0.0 0.0 256.1 0.0 0 9 2.2 3647.0 0.0 0.0 0.0 0.0 547.0 0.0 0 10 1.8 2676.1 0.0 0.0 0.0 0.0 401.4 0.0 0 11 1.6 2092.9 0.0 0.0 0.0 0.0 313.9 0.0 0 12 0.3 393.0 0.0 0.0 0.0 0.0 58.9 0.0 0 13 2.1 2070.6 0.0 0.0 0.0 0.0 3.10..6 0.0 0 14 2.2 1189.0 0.0 0.0 0.0 0.0 178.3 0.0 0 15 0.2 34.2 0.0 0.0 0.0 0.0 5.1 0.0 0 ***Table 2 - Base Stress Data on the 15 Slices*** Slice Alpha X-Coord. Base Available Mobilized No. (deg) Slice Cntr Lang. Shear Strength Shear Stress * (f t) (ft) (psf) (psf) 1 -3.25 40.05 0.10 342.14 39.10 2 -3.25 52.05 23.94 745.71 152.74 3 -3.25 66.66 5.34 1064.43 242.49 4 48.93 70.97 5.00 1669.56 2245.34 5 46.02 73.81 3.44 1518.08 1988.74 6 46.02 75.54 1.56 1455.57 1885.99 7 53.15 77.58 5.00 1444.68 1851.48 8 51.91 79.54 1.48 1311.47 1639.38 9 51.91 81.08 3.51 1215.39 1479.64 10 46.41 83.08 2.66 1043.55 1209.07 11 46.41 84.81 2.34 960.30 1072.00 Z:xawe.OUT Page 3 60.29 85.78 0.67 1056.50 1119.84 60.29 87.02 4.33 783.83 909.25 63.63 89.20 5.00 575.91 515.30 84.9090.43 2.57 604.56 151.33 Sum of the Resisting Forces (including Pier/Pile, Tieback, Reinforcing Soil Nail, and Applied Forces if applicable) = 65259.48 (lbs) Average Available Shear Strength (including Tieback, Pier/Pile, Reinforcing, Soil Nail, and Applied Forces if applicable) = 974.88(pcf) Sum of the Driving Forces - 56232.16 (lbs) Average Mobilized Shear Stress - 840.02(psf) Total length of the failure surface - 66.94(ft) *** SEISMIC SLOPE DISPLACEMENT DATA *** (Note: kv is set - zero for displacement calculations) Seismic Yield Coefficient (ky) = 0.2710(g) Calculated Newmark Seismic Displacement = 0.004(ft) Non -Symmetrical Sliding Resistance Has Been Specified for Downhill Sliding. **** END OF CSTABL7 OUTPUT **** Appendix E MSE Wall Calculations Description : Ib/ft2 0.00 Project Del Ob4o Project Number 17033-01 Calculated by gTZ Date Calculated 6/2/2017 Case level backfill Geometry T Vertical wall Height H Slope Angle 3 Maximum Slope Height H: Y. Slope Length L:.., Wall Angle w Wall Height above Heel H Wedge Limit Length L, * Sod Unit'k%eight y Cohesion C Friction Angle tp Earth Pressure Rotation b Crack Present Tension Crack Height H= Earthquake Horizontal Acceleration K- vertical Acceleration K, Surcharge Loads Vertical Surcharge SP SP Start Position SL=r; SP End Position SLeM Horizontal Surcharge PN P., Horizontal Position ltpw 0.00 ft 25- P, Vertical Position Y, 0.00 : ft 20 `—' 15 jJ E f 10 3 2 5 "P: 0 -10 0 10 70 30 40 50 60 Length (ft) a = 56°, P, = 658 lb/ft, K, = 0.12 at 4.3° (t ccw), (KJh = 0.12 , EFPh = 16 lb/f3 9.20 : ft 20.00 : ft 0 ft 18,40 ° 9.2 ft 5.00 ft 1Ui.00 0.00 34..00 lb/ft' biz ° 22.67 n:, ° /alae 0 ft i0 f: 9 0.000 r: g 0.00 : Ib/ft2 0.00 : ft 0.00 : ft 0.00 : Ib/ft 19 Diagram 1I"/ Wedge Analysis of Seismic Pressure Version: 1.1.0.004 (Built Oct 22 2012 15, 37; 58 ) Force -equilibrium analysis of seismic active pressure Copyright 2009 Geo Struct Sparks LLC (GeoStructSparks.com) Licensed to LGC Geoted�nicalr San Clemente, California SLE,O SL SP R z,KH ,K„ PRESENCE PQ OF TENSION H CRACK? �M1IALL Co r I I 1 i L....... a (TRIAL WEDGE) LW Umm ACTIVE EARTH PRESSURE COEFFICIENT 0.5- 0.4 a) 0.3 0.2 s o U 0.1 0 0 20 40 60 so Wedge Angle alpha (o) RETAINING WALL PROFILE VEF M Hw = 9.18 fei STATIC CONDITION * LGC; 3eotechnical, Inc. EDGE AREA: 3.5 F7%F-T SCALE: 1"=2' Description Vertical wall Height Project Del Ob4o Project Number 17033-01 Calculated by gTZ Date Calculated 6/5/2017 Case level backfill - Seismic Kh=0.39 Geometry Vertical wall Height H„ Slope Angle R Maximum Slope Height H,. Slope Length L:.., Wall Angle w Wall Height above Heel H Wedge Limit Length L,c Soil Unit'k%eight y Cohesion C Friction Angle tp Earth Pressure Rotation b Crack Present Tension Crack Height H= Earthquake Horizontal Acceleration K- vertical Acceleration K, Surcharge Loads Vertical Surcharge SP SP Start Position SL=r; SP End Position SLem Horizontal Surcharge PN 9.20 0.00 20.00 0 18,40 9.2 5.00 19 Diagram WASP Wedge Analysis of Seismic Pressure Version: 1.1.0.004 (Built Oct 22 2012 15, 37; 58 ) Force -equilibrium analysis of seismic active pressure Copyright 2009 Geo Struct Sparks LLC (GeoStructSparks.com) Licensed to LGC Geoted�nicalr San Clemente, California ft o ft ft ft Iw ft ALL do SLE,O SR z`KH Kv PRESENCE PQ OF TENSION CRACK? C0 � I r 15.00 b/ft'._.. . �- .--_ __ a (TRIAL WEDGE) 0,00 - lb/W 1 LW LIMiT��i 34,00 ACTIVE EARTH PRESSURE 22.67 COEFFICIENT ME 0.5 0 ft a L0.40ep 40.4- 0.390 .390 f: g 0.3— U 0.000 : g i 0.2 U 0.1 0.00 : Ib/ft2 0 0.00 : ft 0 20 40 60 80 0.w ft Wedge Angle alpha (o) 0.00 lb/ft RETAINING WALL PROFILE P., Horizontal Position ltpw 0.00 : ft 25- P, Vertical Position Y, 0.00 : ft 20- 15 7 X10 2 5 Ps 0 -10 0 10 20 30 40 50 60 Length (ft) a = 48% P, _ 1.42e+03 Ib/ft, K, = 0.27 at 4.3° (+ cew), (Kae)h = 0.27 , EFPh = 33 Ib/ft; f==== .0//&2 cwwo \/ a)r- c� \/3«#±# z m t= /2® ]U) 0000#«#3§ \E) w F k C/)U) !2 3]/ »22 ek /7y/04\§00 ° 2 mo 00: §2±«±±3 \ c 522 co G7 //�ppp2 / rN�N� �a4�ae 2 0 ° \ 0000 \)33333 «±#«3 ® 2 um 2 \ 0 0 §g §=c �It=wm f § NIt_N� o w m� 5a�22«>r@�> _72>@frn /�/%2700§ \ /\ $E(jk/$§E§@ \ 2 &<® n®�= rrN�= _ co (� F- _] 1- 00 ) )j M k ƒk /§7003/ ==m4r ==4w ±< a. / 72\/22g§fes _�_ Ej E co a = ==��m F 7mNNNm R� 2� scgCP 7 - < (N e 2��N j§ \ 0� 2 / - ��mrmrr -0 / ©r R @C6 > 4 SCO § § J \ / o ± \- z mo \jy / Cc z% 2* <co a)M//)\T /\04r= o2fNr=-/ 0000 LUU C:mLL a2 2}E /{{§/Z /a _! d\ 9/I/]]##% #w /§®8 �$® \ 0400 «\ §mnco cn Em m� y 2a) 2j }Ju 0 O 0 O U U a C _Q 0) f-- I-- N N ((O 000 O V (0 -It (3)�� 2� ,` 3 N Hueco (o ❑ L 0 c m p:°Q� p;6 Q2 m o — ) �M c aa) o(n c E N .O7 co U -Z .O 0 co N N NCD C6 m C6 6 Cl) M M O O 1:... 0 O :3 0') CA�MO :1— r-00 .a N n'Q�g< N.L.. 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(6o OC 0 v N N O N N '0 '0 -0 '0 -0 Q J V M N � O Q J� CD L 'd' OO (O O CO r- (0 (D M _ U Cl) 00 N C` CO CO C'M N r C) 0 U 0) f— O� 0) (p C4 O (O r N I, 1- M LO M M U J '7 M N r 0 `-' („) J N O r l00p O O O O MLn w (n Ln w U L U L m -jN N J 0) m$ 0) $ 0) 0) d' 4 M M N v O J N 4 V M M N v O J L. v -aa � 70 4t�' a'a -aa o a M LOO O M V M U) W- LO N (r0 V m E !� F Or r r r J r 0 O O N O N O N (.0 V N $ L r V 00 N (O O co (D V N L r It M N CO O m V O co V M r O CO V m r L H N �6 w c N E N J Q Z _ L 00 O N 7 CO D M 01 LO _ L 00 O N V (O $ m O r- M 01 LO O '— w 0 L WY = r N cr to .... = r N CI' In f� .O EO H Z N C Z3 U m CO U O N C -6- Q 'U O p) m L 46 Q) (>>0 °c) ' m o a) 0 3 o m 0 m -a oo rn= aa) Q a m U > 'N m U 7 E �_) U O E �) .0 N> LIJw (0 U c� �.0 U _v= c• CO LL z❑ U N LO co U m a U U N LO 00 (o _o E Q E G m o U U E E E LL m o E O m--- P c U v (n c (n c a) 0) Jg o Q �. v, rn T U fa v_) U :° :9 'a) 'a) 'a o 0 o o (o m :° 'o .- LL (n (n (n m (n m I— F— (n >> U m U Q. o H co s w m ( 0 E c Q N U •aa) W0 c 20 zoOfof UNIFORM LOAD FROM MSE REINFORCEMENT ON PIPE CONNECTION VERDURA 30 3 MSE WALL O SEISMIC=4151b/ft STATIC =70 Ib/ft 3 SEISMIC=2801b/ft STATIC=7201b/ft 3 SEISMIC=2801b/ft STATIC=1801b/ft 3 DI NOTE: BASED ON STATIC FS= 1.5 SEISMIC FS= 1. 1 CDI-1� Posi-Dura Reinforcement Connected to Soldier Pile Wall --------- Pois-Dura Reinforcement Extended to Soldier Pile Wall, Not Connected OX = Number of blocks between reinforcement (Block Height = 0.54 ft) SCALE: 1"=2' 2' 0 2' 4' LGC; 3eotechnical, Inc. LGO Geotechnical, Inc. Ste ei-0 6 rIA f} is 6 G1) Fra x R FCt?x FD i? 1' Z p = l.'LS Csk, AJ 6r"uel R,FcR = 1, 0 I,zs X 1- 6-7 x I, J 4r /wr j,-tk o4 s y P 3,483,19 Vb + x (7'/Z-7") = q g, z4 Project Name: n -e1 0\11Sp0 Drawn By: 13OL-Checked By: Project Number: 11013-0 Date: It y'I7 Scale: 1v lA Page of TENCATE Miraf i� Mirafi° HS667 TENCATE GEOSYNTHETICS Americas Mirafi HS667 is composed of high -tenacity multifilament polyester yarns, which are woven into a stable network such that the yarns retain their relative position. HS667 is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. TenCate Geosynthetics Americas is accredited by a2La (The American Association for Laboratory Accreditation) and Geosynthetic Accreditation Institute — Laboratory Accreditation Program (GAI-LAP). Mechanical Properties Test Method Unit Minimum Average Roll Value Machine Direction Tensile Strength at ultimate ASTM D4595 kN/m lbs/ft 116.8 8000 Creep Reduced Strength ASTM D5262 kN/m lbs/ft 70.0 4800 Long Term Design Strength' GRI GT -7 kN/m lbs/ft 55.4 3794 Permittivity ASTM D4491 sec ACCREDITED Apparent Opening Size (AOS) ASTM D4751 mm U.S. Sieve 0.02 UV Resistance (at 250 hours) ASTM D4355 % strength retained 0.300 (50) 1 Long Term Allowable Design values are for sand, silt and clay Physical Properties Test Method Unit Typical Value Mass/Unit Area ASTM D5261 /m2(oz/yd 2 407 12.0 Roll Dimensions width x length) -- m ft 0.18 0.58 x 152.4 500 Estimated Roll Weight --- k lbs 18 40 © 2013 TenCate Geosynthetics Americas Mirafi® is a registered trademark of Nicolon Corporation Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. Creep Reduced Strength (ASTM D5262), Long Term Design Strength (GRI GT -7) and UV Resistance (ASTM D4355) are not covered by our current A21LA accreditation. GAI-LAP-25-97 Testing Lab 1291.01 & 1291.02 TENCATE,, Made in USA materials that make a difference 365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400 Pendergrass, GA 30567 Tel 888 795 0808 www.tencate.com FGS000719 augi.rr� ETQR1 s`SURPNr ACCREDITED GAI-LAP-25-97 Testing Lab 1291.01 & 1291.02 DIVISION: 32 00 00—EXTERIOR IMPROVEMENTS SECTION: 32 32 00—RETAINING WALLS SECTION: 32 32 23—SEGMENTAL RETAINING WALLS REPORT HOLDER: SOIL RETENTION PRODUCTS, INC. 2501 STATE STREET CARLSBAD, CALIFORNIA 92008 EVALUATION SUBJECT: VERDURA RETAINING WALL SYSTEMS ICC ICC ICC C\_ PMG LISTED Look for the trusted marks of Conformity! 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ESR -3073 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 1-VERDURA WALL BLOCK UNIT NOMINAL WEIGHT AND MINIMUM DESIGN BATTER BLOCK TYPE NOMINAL WEIGHT MINIMUM DESIGN BATTER' GEOSYNTHETIC (pounds per unit) (degrees from vertical) Verdura 30 68 11-1: 3V Equation Maximum (18) Verdura 40 89 11-1: 4V Maximum 431 (14) For SI: 1 Ibf = 4.448 N. 'The unit weight has a ±5 percent tolerance. 'See Figure 6 for the design batter. TABLE 2 -INTER -UNIT SHEAR RESISTANCE' BLOCK AND PEAK SHEAR STRENGTH SERVICEABILITY SHEAR STRENGTH' GEOSYNTHETIC (lbs/ft) (lbs/ft) REINFORCEMENT TYPE Equation Maximum Equation Maximum Verdura 30 Equation Maximum Equation Maximum 431 With and Miragrid 5XT S = 21093 + 0.45*N 3,532 S = 637 + 0.37*N Verdura 30 Without Posi-Dura S = 2,213 + 0.22*N 2,719 S = 534 +0.37*N 1,496 2,168 Fabric Miragrid 10XT S = 3,928 + 0.27*N 6,077 S = 1,471 + 0.25*N 3,203 Without Geogrid S = 2,275 + 0.32*N 3,883 S = 1,071 + 0.34*N 2,849 4,530 Miragrid 5XT S = 21018 + 0.28*N 3,077 S = 656 + 0.58% 2,706 4,999 Miragrid 8XT S = 1,451 + 0.40% 2,693 S = 178 + 0.60% 1,853 Verdura 40 Miragrid 10XT S = 1,953 + 0.39*N 4,743 S = 806 + 0.41*N 4,247 Miragrid 20XT S = 1,841 + 0.30% 3,101 S = 691 + 0.50*N 2,793 Miragrid 22XT S = 1599 +0.45*N 6,373 S = 1,769 + 0.32*N 4.753 For SI: 1 Ibf/ft. = 14.6 N/m. N = superimposed normal (applied) load (Ibf/ft. of wall length). 'The inter -unit shear resistance, S, of the Verdura block units at any depth is a function of the superimposed normal (applied) load. 'The serviceability shear strength is based on a prescribed deformation criterion of 0.13 inch (3.3 mm) for Verdura 30 and 0.16 inch (4 mm) for Verdura 40, respectively, which is a value equal to 2 percent of the block unit height. TABLE 3-GEOSYNTHETIC REINFORCEMENT -TO -BLOCK PULLOUT RESISTANCE BLOCK AND PEAK CONNECTION STRENGTH SERVICEABILITY CONNNECTION STRENGTH' GEOSYNTHETIC (lbs/ft) (lbs/ft) REINFORCEMENT TYPE Equation Maximum Equation Maximum Verdura 30 Posi-Dura Fabric S = 799 + 0.01 *N 866 S = 396 + 0.00*N 431 Miragrid 5XT S = 21093 + 0.45*N 3,532 S = 637 + 0.37*N 1,665 Miragrid 8XT S = 2,525 + 0.55*N 4,514 S = 1,188 + 0.26*N 2,168 Verdura 40 Miragrid 10XT S = 3,928 + 0.27*N 6,077 S = 1,471 + 0.25*N 3,203 Miragrid 20XT S = 4,319 + 0.45*N 8,254 S = 1,212 + 0.33*N 4,530 Miragrid 22XT S = 4,280 + 0.73*N 11,786 S = 1,514 + 0.43*N 4,999 For SI: 1 Ibf/ft. = 14.6 N/m. N = superimposed normal (applied) load (Ib/foot of wall length). 'The serviceability shear strength is based on a prescribed deformation criterion of 0.75 inch (19 mm), which is the geosynthetic reinforcement material displacement. Appendix F General Earthwork and Grading Specifications General Earthwork and Grading Specifications for Rough Gradin 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. The Geotechnical Consultant shall observe the moisture -conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture - conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "equipment" of work and the estimated quantities of daily earthwork General Earthwork and Grading Specifications for Rough Grading Page I contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor's sole responsibility to provide proper fill compaction. 2.0 Preparation of,4reas to be Filled 2.1 Clearin,- and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire the services of a qualified environmental assessor. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be over -excavated as specified in the following section. Scarification shall continue until soils are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. General Earthwork and Grading Specifications for Rough Grading Page 2 2.3 Over -excavation In addition to removals and over -excavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be over -excavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise over -excavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversized Oversized material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversized material is completely surrounded by compacted or densified fill. Oversized material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. General Earthwork and Grading Specifications for Rough Grading Page 3 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of the geotechnical consultant. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Lavers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near -horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill After each layer has been moisture -conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D 1557. 4.5 Compaction Testinz Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). General Earthwork and Grading Specifications for Rough Grading Page 4 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill -over -cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over General Earthwork and Grading Specifications for Rough Grading Page 5 the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. General Earthwork and Grading Specifications for Rough Grading Page 6 Geotechnical, Inc. _iii •� ,,. ►. , � rb rb • 4►� ! 1 i�� IIIIIIjI Q ��i�� . 111,►1,1,'j�i @ 4' o/ > @ I I @ 13' z @ 16 I M @24'�y�L� A� a LGC Geotechnical, Inc. 131 Calle Iglesia, Ste. 200 San Clemente, CA 92672 TEL (949) 369-6141 FAX (949) 369-6142 i MEMNON e O Z N N 0 0 0 / LEGEND Qoal Quaternary Older Alluvium Tc Tertiary Capistrano Formation Contact Attitude y�� Bedding Attitude rb- General Bedding Attitude LGC-BA-1 (0 Approximate Location of Bucket Auger Boring T.D.=15.5' A A' Geotechnical Cross Section Alignment Approximate Location of Geologic Contact, Queried Where Uncertain A A I 200 Exi 180 P 160 140 120 100 80 (PROJ. L ?0') Qo l C: 5 - B: GB: 3 GB: 3 T.D. = 16.5- 40 Horizontal Distance (Feet) Geotechnical Map and Cross Section A -A IF Desitin Profile LGC-BA-3 (PROJ. L 20') GB: B: 4 T -GB: 4 (5) B: 3 B: 7- Tc T.D. = 35' Permanent Shoring Wall Proposed MSE Wall Existing Del Obispo Street N62W Section Orientation 200 :e 140 I SCALE: I"=20' 20' 0 20' 40' PROJECT NAME Del Obispo Street Widening PROJECT NO. 17033-01 ENG. / GEOL. BTZ / KBC SHEET SCALE 1 " = 20' DA TE June 2017 1 o f 1 APPENDIX 4 STORMWATER POLLUTION PREVENTION PLAN STORMWATER POLLUTION PREVENTION PLAN for DEL OBISPO AVENUE WIDENING CIP NO. 16102 RISK LEVEL 2 Legally Responsible Person [LRP): City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA92675 George Alvarez (949) 493-1171 Approved Signatory: [Paul Meshkin (949) 443-6350 Project Address: Del Obispo Avenue SWPPP Prepared by: CNC Engineering 2121 Alton Parkway, Suite 200 Irvine, CA 92606 James R. Cramsie, PE, QSD SWPPP Preparation Date June 27, 2017 Estimated Project Dates: Start of Construction 07/31/2017 Completion of Construction 05/31/2017 UP 16102 SWPPP June 2017 Table of Contents Qualified SWPPP Developer........................................................................................................1 LegallyResponsible Person..........................................................................................................1 AmendmentLog............................................................................................................................ 2 Section1 SWPPP Requirements..............................................................................................3 1.1 Introduction..................................................................................................................... 3 1.2 Permit Registration Documents...................................................................................... 3 1.3 SWPPP Availability and Implementation....................................................................... 4 1.4 SWPPP Amendments...................................................................................................... 4 1.5 Retention of Records....................................................................................................... 5 1.6 Required Non -Compliance Reporting............................................................................ 7 1.7 Annual Report ................................................................................................................. 8 1.8 Changes to Permit Coverage........................................................................................... 8 1.9 Notice of Termination..................................................................................................... 8 Section2 Project Information................................................................................................10 2.1 Project and Site Description.......................................................................................... 10 2.1.1 Site Description......................................................................................................... 10 2.1.2 Existing Conditions................................................................................................... 10 2.1.3 Existing Drainage...................................................................................................... 10 2.1.4 Geology and Groundwater........................................................................................ 10 2.1.5 Project Description.................................................................................................... 11 2.1.6 Developed Condition................................................................................................ 11 2.2 Permits and Governing Documents.............................................................................. 11 2.3 Stormwater Run -On from Offsite Areas....................................................................... 11 2.4 Findings of the Construction Site Sediment and Receiving Water Risk Determination........................................................................................................................... 11 2.5 Construction Schedule.................................................................................................. 13 2.6 Potential Construction Activity and Pollutant Sources ................................................. 13 2.7 Identification of Non-Stormwater Discharges.............................................................. 13 2.8 Required Site Map Information.................................................................................... 14 CIP 16102 SWPPP 1 June 2017 Section 3 Best Management Practices...................................................................................16 3.1 Schedule for BMP Implementation.............................................................................. 16 3.2 Erosion and Sediment Control...................................................................................... 17 3.2.1 Erosion Control......................................................................................................... 18 3.2.2 Sediment Controls..................................................................................................... 20 3.3 Non-Stormwater Controls and Waste and Materials Management .............................. 23 3.3.1 Non-Stormwater Controls......................................................................................... 24 3.3.2 Materials Management and Waste Management...................................................... 27 3.4 Post construction Stormwater Management Measures ................................................. 30 Section 4 BMP Inspection, Maintenance, and Rain Event Action Plans .......................... 31 4.1 BMP Inspection and Maintenance................................................................................ 31 4.2 Rain Event Action Plans............................................................................................... 31 Section5 Training................................................................................................................... 33 Section 6 Responsible Parties and Operators....................................................................... 34 6.1 Responsible Parties....................................................................................................... 34 6.2 Contractor List.............................................................................................................. 35 Section 7 Construction Site Monitoring Program................................................................ 36 7.1 Purpose......................................................................................................................36 7.2 Applicability of Permit Requirements...................................................................... 36 7.3. Weather and Rain Event Tracking............................................................................ 37 7.3.1 Weather Tracking.................................................................................................. 37 7.3.2 Rain Gauges.......................................................................................................... 37 7.4 Monitoring Locations................................................................................................ 37 7.5 Safety and Monitoring Exemptions.......................................................................... 38 7.6 Visual Monitoring..................................................................................................... 38 7.6.1 Routine Observations and Inspections.................................................................. 39 7.6.1.1 Routine BMP Inspections............................................................................. 39 7.6.1.2 Non-Stormwater Discharge Observations.................................................... 39 7.6.2 Rain -Event Triggered Observations and Inspections ........................................... 39 7.6.2.1 Visual Observations Prior to a Forecasted Qualifying Rain Event ............... 40 7.6.2.2 BMP Inspections During an Extended Storm Event ..................................... 40 7.6.2.3 Visual Observations Following a Qualifying Rain Event ............................. 40 7.6.3 Visual Monitoring Procedures.............................................................................. 40 CIP 16102 SWPPP ii June 2017 7.6.4 Visual Monitoring Follow -Up and Reporting....................................................... 42 7.6.5 Visual Monitoring Locations................................................................................ 42 7.7 Water Quality Sampling and Analysis...................................................................... 43 7.7.1 Sampling and Analysis Plan for Non -Visible Pollutants in Stormwater Runoff Discharges......................................................................................................................... 43 7.7.1.1 Sampling Schedule........................................................................................ 45 7.7.1.2 Sampling Locations...................................................................................... 45 7.7.1.3 Monitoring Preparation................................................................................. 47 7.7.1.4 Analytical Constituents................................................................................. 48 7.7.1.5 Sample Collection......................................................................................... 49 7.7.1.6 Sample Analysis............................................................................................ 49 7.7.1.7 Data Evaluation and Reporting..................................................................... 52 7.7.2 Sampling and Analysis Plan for pH and Turbidity in Stormwater Runoff Discharges......................................................................................................................... 52 7.7.2.1 Sampling Schedule........................................................................................ 52 7.7.2.2 Sampling Locations...................................................................................... 53 7.7.2.3 Monitoring Preparation................................................................................. 54 7.7.2.4 Field Parameters............................................................................................ 54 7.7.2.5 Sample Collection......................................................................................... 55 7.7.2.6 Field Measurements...................................................................................... 55 7.7.2.7 Data Evaluation and Reporting..................................................................... 56 7.7.3 Sampling and Analysis Plan for pH, Turbidity, and SSC in Receiving Water..... 57 7.7.4 Sampling and Analysis Plan for Non-Stormwater Discharges ............................. 57 7.7.4.1 Sampling Schedule........................................................................................ 57 7.7.4.2 Sampling Locations...................................................................................... 58 7.7.4.3 Monitoring Preparation................................................................................. 58 7.7.4.4 Analytical Constituents................................................................................. 59 7.7.4.5 Sample Collection......................................................................................... 60 7.7.4.6 Sample Analysis............................................................................................ 60 7.7.4.7 Data Evaluation and Reporting..................................................................... 61 7.7.5 Sampling and Analysis Plan for Other Pollutants Required by the Regional WaterBoard...................................................................................................................... 64 7.7.5.1 Sampling Schedule ........................................ Error! Bookmark not defined. CIP 16102 SWPPP 111 June 2017 7.7.5.2 Sampling Locations ...................................... Error! Bookmark not defined. 7.7.5.3 Monitoring Preparation ................................. Error! Bookmark not defined. 7.7.5.4 Sample Collection ......................................... Error! Bookmark not defined. 7.7.5.5 Sample Analysis ............................................ Error! Bookmark not defined. 7.7.5.6 Data Evaluation and Reporting ..................... Error! Bookmark not defined. 7.7.6 Training of Sampling Personnel........................................................................... 64 7.7.7 Sample Collection and Handling.......................................................................... 64 7.7.7.1 Sample Collection......................................................................................... 64 7.7.7.2 Sample Handling........................................................................................... 65 7.7.7.3 Sample Documentation Procedures.............................................................. 66 7.8 Active Treatment System Monitoring...................................................................... 66 7.9 Bioassessment Monitoring........................................................................................ 67 7.10 Watershed Monitoring Option.................................................................................. 67 7.11 Quality Assurance and Quality Control.................................................................... 67 7.11.1 Field Logs......................................................................................................... 67 7.11.2 Clean Sampling Techniques............................................................................. 68 7.11.3 Chain of Custody.............................................................................................. 68 7.11.4 QA/QC Samples................................................................................................ 68 7.11.4.1 Field Duplicates............................................................................................ 68 7.11.4.2 Equipment Blanks........................................................................................ 69 7.11.4.3 Field Blanks.................................................................................................. 69 7.11.4.4 Travel Blanks............................................................................................... 69 7.11.5 Data Verification............................................................................................... 69 7.12 Records Retention..................................................................................................... 70 CSMP Attachment 1: Weather Reports................................................................................. 71 CSMP Attachment 2: Monitoring Records........................................................................... 73 CSMP Attachment 3: Example Forms................................................................................... 75 CSMP Attachment 4: Field Meter Instructions.................................................................... 85 CSMP Attachment 5: Supplemental Information................................................................. 87 Section8 References................................................................................................................ 89 AppendixA: Calculations...................................................................................................... 90 AppendixB: Site Maps.......................................................................................................... 92 Appendix C. Permit Registration Documents....................................................................... 94 CIP 16102 SWPPP iv June 2017 Appendix D: SWPPP Amendment Certifications................................................................. 96 Appendix E: Submitted Changes to PRDs............................................................................ 99 Appendix F. Construction Schedule...................................................................................101 Appendix G: Construction Activities, Materials Used, and Associated Pollutants ...........103 Appendix H. CASQA Stormwater BMP Handbook Portal. Construction Fact Sheets .... 107 AppendixL• BMP Inspection Form.......................................................................................109 Appendix J. Project Specific Rain Event Action Plan Template ..........................................117 AppendixK. Training Reporting Form..............................................................................122 AppendixL: Responsible Parties........................................................................................124 AppendixM. Contractors and Subcontractors....................................................................128 AppendixN. Construction General Permit.........................................................................129 CIP 16102 SWPPP V June 2017 Qualified SWPPP Developer Approval and Certification of the Stormwater Pollution Prevention Plan Project Name: Project Number/ID Del Obispo Avenue Widening CIP 16102 "This Stormwater Pollution Prevention Plan and Attachments were prepared under my direction to meet the requirements of the California Construction General Permit (SWRCB Orders No. 2009-009- DWQ as amended by Order 2010-0014-DWQ and Order 2012-0006-DWQ). I certify that I am a Qualified SWPPP Developer in good standing as of the date signed below." QSD Signature James R. Cramsie Project Engineer jcramsiegec-en .cg om Date 20417 CIP 16102 SWPPP 1 June 2017 Legally Responsible Person Approval and Certification of the Stormwater Pollution Prevention Plan Project Name: Project Number/ID Del Obispo Avenue Widening CIP 16102 "I certify under penalty of law that this document and all Attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Legally Responsible Person Signature of Legally Responsible Person or Approved Signatory Name of Legally Responsible Person or Approved Signatory Date Telephone Number CIP 16102 SWPPP 1 June 2017 Amendment Log Project Name: Del Obispo Avenue Widening Project Number/ID CIP 16102 Amendment Date Brief Description of Amendment, include Prepared and Approved No. section and page number By Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# Name: QSD# CIP 16102 SWPPP L June 2017 Section 1 SWPPP Requirements 1.1 INTRODUCTION The CIP 16102 project comprises approximately 2.0 AC and is located along Del Obispo Avenue, between Calle Aspero and Paseo De La Paz in the city of San Juan Capistrano, California. The property is owned by city of San Juan Capistrano and is being developed by the city of San Juan Capistrano. The projects location is shown on the Site Map in Appendix B. This Stormwater Pollution Prevention Plan (SWPPP) is designed to comply with California's General Permit for Stormwater Discharges Associated with Construction and Land Disturbance Activities (General Permit) Order No. 2009-0009-DWQ as amended in 2010 and 2012 (NPDES No. CAS000002) issued by the State Water Resources Control Board (State Water Board). This SWPPP has been prepared following the SWPPP Template provided on the California Stormwater Quality Association Stormwater Best Management Practice Handbook Portal: Construction (CASQA, 2012). In accordance with the General Permit, Section XIV, this SWPPP is designed to address the following: • Pollutants and their sources, including sources of sediment associated with construction, construction site erosion and other activities associated with construction activity are controlled; • Where not otherwise required to be under a Regional Water Quality Control Board (Regional Water Board) permit, all non-stormwater discharges are identified and either eliminated, controlled, or treated; • Site BMPs are effective and result in the reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges from construction activity to the Best Available Technology/Best Control Technology (BAT/BCT) standard; Calculations and design details as well as BMP controls for are complete and correct, Appendix A. Since this project is a Risk Level 2, a Rain Event Action Plan (REAP), shall be prepared as required under Section 4.2 of this SWPPP. 1.2 PERMIT REGISTRATION DOCUMENTS Required Permit Registration Documents (PRDs) shall be submitted to the State Water Board via the Stormwater Multi Application and Report Tracking System (SMARTS) by the Legally Responsible Person (LRP), or authorized personnel (i.e., Approved Signatory) under the direction of the LRP. The project -specific PRDs include: 1. Notice of Intent (NOI); 2. Risk Assessment (Construction Site Sediment and Receiving Water Risk Determination); 3. Site Map; 4. Annual Fee; CIP 16102 SWPPP June 2017 5. Signed Certification Statement (LRP Certification is provided electronically with SMARTS PRD submittal); and 6. SWPPP. Site Maps can be found in Appendix B. A copy of the submitted PRDs shall also be kept in Appendix C along with the Waste Discharge Identification (WDID) confirmation. 1.3 SWPPP AVAILABILITY AND IMPLEMENTATION The discharger shall make the SWPPP available at the construction site during working hours (see Section 7.5 of CSMP for working hours) while construction is occurring and shall be made available upon request by a State or Municipal inspector. When the original SWPPP is retained by a crewmember in a construction vehicle and is not currently at the construction site, current copies of the BMPs and map/drawing will be left with the field crew and the original SWPPP shall be made available via a request by radio/telephone. (CGP Section XIV.C) The SWPPP shall be implemented concurrently with the start of ground disturbing activities. 1.4 SWPPP AMENDMENTS The SWPPP should be revised when: • If there is a General Permit violation. • When there is a reduction or increase in total disturbed acreage (General Permit Section II Part Q. • BMPs do not meet the objectives of reducing or eliminating pollutants in stormwater discharges. Additionally, the SWPPP shall be amended when: • There is a change in construction or operations which may affect the discharge of pollutants to surface waters, groundwater(s), or a municipal separate storm sewer system (MS4); • When there is a change in the project duration that changes the project's risk level; or • When deemed necessary by the QSD. The QSD has determined that the changes listed in Table 1.1 can be field determined by the QSP. All other changes shall be made by the QSD as formal amendments to the SWPPP. The following items shall be included in each amendment: • Who requested the amendment; • The location of proposed change; • The reason for change; • The original BMP proposed, if any; and • The new BMP proposed. CIP 16102 SWPPP 4 June 2017 Amendment shall be logged at the front of the SWPPP and certification kept in Appendix D. The SWPPP text shall be revised replaced, and/or hand annotated as necessary to properly convey the amendment. SWPPP amendments must be made by a QSD. The following changes have been designated by the QSD as "to be field determined" and constitute minor changes that the QSP may implement based on field conditions. Table 1.1 List of Changes to be Field Determined Candidate changes for field location or determination by QSPO) Check changes that can be field located or field determined by QSP Increase quantity of an Erosion or Sediment Control Measure X Relocate/Add stockpiles or stored materials X Relocate or add toilets X Relocate vehicle storage and/or fueling locations X Relocate areas for waste storage X Relocate water storage and/or water transfer location X Changes to access points (entrance/exits) X Change type of Erosion or Sediment Control Measure X Changes to location of erosion or sediment control X Minor changes to schedule or phases X Changes in construction materials (1) Any field changes not identified for field location or field determination by QSP must be approved by QSD 1.5 RETENTION OF RECORDS Paper or electronic records of documents required by this SWPPP shall be retained for a minimum of three years from the date generated or date submitted, whichever is later, for the following items: • Addendums to the SWPPP • Rain Event Action Plans (REAP) These records shall be available at the Site until construction is complete. Records assisting in the determination of compliance with the General Permit shall be made available within a reasonable time, to the Regional Water Board, State Water Board or U.S. Environmental CIP 16102 SWPPP 5 June 2017 Protection Agency (EPA) upon request. Requests by the Regional Water Board for retention of records for a period longer than three years shall be adhered to. CIP 16102 SWPPP 6 June 2017 1.6 REQUIRED NON-COMPLIANCE REPORTING If a General Permit discharge violation occurs the QSP shall immediately notify the LRP. The LRP shall include information on the violation with the Annual Report. Corrective measures will be implemented immediately following identification of the discharge or written notice of non-compliance from the Regional Water Board. Discharges and corrective actions must be documented and include the following items: • The date, time, location, nature of operation and type of unauthorized discharge. • The cause or nature of the notice or order. • The control measures (BMPs) deployed before the discharge event, or prior to receiving notice or order. • The date of deployment and type of control measures (BMPs) deployed after the discharge event, or after receiving the notice or order, including additional measures installed or planned to reduce or prevent re -occurrence. Reporting requirements for Numeric Action Levels (NALs) exceedances are discussed in Section 7.7.2.7. CIP 16102 SWPPP 7 June 2017 1.7 ANNUAL REPORT The General Permit requires that permittees prepare, certify, and electronically submit an Annual Report no later than September 1St of each year. Reporting requirements are identified in Section XVI of the General Permit. Annual reports will be filed in SMARTS and in accordance with information required by the on-line forms. 1.8 CHANGES TO PERMIT COVERAGE The General Permit allows for the reduction or increase of the total acreage covered under the General Permit when: a portion of the project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of the project is purchased by a different entity; or when new acreage is added to the project. Modified PRDs shall be filed electronically within 30 days of a reduction or increase in total disturbed area if a change in permit covered acreage is to be sought. The SWPPP shall be modified appropriately, shall be logged at the front of the SWPPP and cetrification of SWPPP amendments are to be kept in Appendix D. Updated PRDs submitted electronically via SMARTS can be found in Appendix E. 1.9 NOTICE OF TERMINATION CIP 16102 SWPPP 8 June 2017 A Notice of Termination (NOT) must be submitted electronically by the LRP via SMARTS to terminate coverage under the General Permit. The NOT must include a final Site Map and representative photographs of the project site that demonstrate final stabilization has been achieved. The NOT shall be submitted within 90 days of completion of construction. The Regional Water Board will consider a construction site complete when the conditions of the General Permit, Section ILD have been met. CIP 16102 SWPPP 9 June 2017 Section 2 Project Information 2.1 PROJECT AND SITE DESCRIPTION 2.1.1 Site Description The CIP 16102 project site comprises approximately 2.0 AC and is located along Del Obispo Avenue, between Calle Aspero and Paseo De La Paz, in the city of San Juan Capistrano, California. The project site is located approximately 1.2 miles southwest of Interstate -5. The project site is located approximately 0.70 miles northwest of San Juan Creek. The project is located at latitude 33.49340/longitude -117.6764° and is identified on the Site Map in Appendix B. 2.1.2 Existing Conditions As of the initial date of this SWPPP, the project site is an existing paved roadway with residential developments lining the roadway where the widening will occur. The project site will maintain the existing land use. There are no known historic sources of contamination at this site. 2.1.3 Existing Drainage The project site is relatively level, slopes from the north end of the project to the south end. The elevation of the project site ranges from 108 to 150 feet above mean sea level (msl). Surface drainage at the site currently flows to the south, towards to existing storm drain inlets located along the length of the project site. Stormwater is conveyed through a storm drain system, owned by the city of San Juan Capistrano. Stormwater discharges, from the site, are not considered direct discharges, as defined by the State Water Board into San Juan Creek. Existing site topography, drainage patterns, and stormwater conveyance systems are shown on Street Improvement Plans. The project discharges to San Juan Creek that is listed for water quality impairment on the most recent 303(d) -list for: • DDE • Indicator Bacteria • Phosphorus • Selenium • Total Nitrogen • Toxicity 2.1.4 Geology and Groundwater For information on the existing geology and groundwater, see Geotechnical Evaluation Report, prepared by LGC Geotechnical Inc., dated June 7, 2017. CIP 16102 SWPPP 10 June 2017 2.1.5 Project Description Project grading will occur on approximately 1.0 AC of the project, which comprises approximately 50% percent of the total area. The limits of grading are shown on Street Improvement Plans in Appendix B. Grading will include both cut and fill activities, with the total graded material estimated to be 2,700 cubic yards. No material will need to imported as fill material. Graded materials are expected to be hauled away. Soil will be stockpiled onsite prior to being hauled away. Construction activities will not be phased. 2.1.6 Developed Condition Post construction drainage patterns and conveyance systems are presented on the Storm Drain Improvement Plans in Appendix B. Table 2.1 Construction Site Estimates Construction site area 2.0 acres Percent impervious before construction 60 % Runoff coefficient before construction .95 Percent impervious after construction 40 % Runoff coefficient after construction .95 2.2 PERMITS AND GOVERNING DOCUMENTS In addition to the General Permit, the following documents have been taken into account while preparing this SWPPP • Construction Contract Documents 2.3 STORMWATER RUN-ON FROM OFFSITE AREAS Section 2 Run -onto the site is generated by adjacent residential properties runoff from existing irrigated landscape areas. Section 3 The General Permit requires that temporary BMPs be implemented to direct offsite run-on away from disturbed areas through the use of runoff controls. These BMPs can be found on the Erosion Control Plans, in Appendix B. 2.4 FINDINGS OF THE CONSTRUCTION SITE SEDIMENT AND RECEIVING WATER RISK DETERMINATION A construction site risk assessment has been performed for the project and the resultant risk level is Risk Level 2. CIP 16102 SWPPP I I June 2017 The risk level was determined through the use of the EPA Rainfall Erosivity Factor Calculator. K and LS values were determined using the California GIS Database. The risk level is based on project duration, location, proximity to impaired receiving waters and soil conditions. A copy of the Risk Level determination submitted on SMARTS with the PRDs is included in Appendix C. Table 2.2 and Table 2.3 summarize the sediment and receiving water risk factors and document the sources of information used to derive the factors. Table 2.2 Summary of Sediment Risk RUSLE Value Method for establishing value Beneficial Uses of Factor Sediment Related Related Pollutant(') COLD, SPAWN, and R 40.13 EPA Rainfall Erosivity Factor Calculator MIGRATORY') K 0.17 California GIS Database ❑ Yes ® No LS 2.4 California GIS Database ❑ High Total Predicted Sediment Loss (tons/acre) 16.37 Overall Sediment Risk ❑ Low Low Sediment Risk < 15 tons/ acre ® Medium Medium Sediment Risk >= 15 and < 75 tons/acre ❑ High High Sediment Risk >= 75 tons/acre Runoff from the project site discharges into an existing storm drain system that discharge into San Juan Creek and eventually the Pacific Ocean.. Table 2.3 Summary of Receiving Water Risk Risk Level 2 sites are subject to both the narrative effluent limitations and numeric effluent standards. The narrative effluent limitations require stormwater discharges associated with construction activity to minimize or prevent pollutants in stormwater and authorized non- stormwater through the use of controls, structures and best management practices. Discharges from Risk Level 2 site are subject to NALs for pH and turbidity shown in Table 2-4. This SWPPP has been prepared to address Risk Level 2 requirements (General Permit Attachment D). CIP 16102 SWPPP 12 June 2017 303(d) Listed for TMDL for Sediment Beneficial Uses of Receiving Water Name Sediment Related Related Pollutant(') COLD, SPAWN, and Pollutant(' MIGRATORY') San Juan Creek ❑ Yes ® No ❑ Yes ® No ❑ Yes ® No ® Low Overall Receiving Water Risk ❑ High (1) If yes is selected for any option the Receiving Water Risk is High Risk Level 2 sites are subject to both the narrative effluent limitations and numeric effluent standards. The narrative effluent limitations require stormwater discharges associated with construction activity to minimize or prevent pollutants in stormwater and authorized non- stormwater through the use of controls, structures and best management practices. Discharges from Risk Level 2 site are subject to NALs for pH and turbidity shown in Table 2-4. This SWPPP has been prepared to address Risk Level 2 requirements (General Permit Attachment D). CIP 16102 SWPPP 12 June 2017 Table 2.4 Numeric Action Levels 2.5 CONSTRUCTION SCHEDULE The site sediment risk was determined based on construction taking place between July 31, 2017 and May 31, 2018. Modification or extension of the schedule (start and end dates) may affect risk determination and permit requirements. The LRP shall contact the QSD if the schedule changes during construction to address potential impact to the SVWPPP. The estimated schedule for planned work can be found in Appendix F. 2.6 POTENTIAL CONSTRUCTION ACTIVITY AND POLLUTANT SOURCES Appendix G includes a list of construction activities and associated materials that are anticipated to be used onsite. These activities and associated materials will or could potentially contribute pollutants, other than sediment, to stormwater runoff. The anticipated activities and associated pollutants were used in Section 3 to select the Best Management Practices for the project. Location of anticipated pollutants and associated BMPs are show on the Site Map in Appendix B. For sampling requirements for non-visible pollutants associated with construction activity please refer to Section 7.7.1. For a full and complete list of onsite pollutants, refer to the Material Safety Data Sheets (MSDS), which are retained onsite at the construction trailer. 2.7 IDENTIFICATION OF NON-STORMWATER DISCHARGES Non-stormwater discharges consist of discharges which do not originate from precipitation events. The General Permit provides allowances for specified non-stormwater discharges that do not cause erosion or carry other pollutants. Non-stormwater discharges into storm drainage systems or waterways, which are not authorized under the General Permit and listed in the SWPPP, or authorized under a separate NPDES permit, are prohibited. Non-stormwater discharges that are authorized from this project site include the following: • ne s0 CIP 16102 SWPPP 13 June 2017 Numeric Action Level Parameter Unit Daily Average pH pH units Lower NAL = 6.5 Upper NAL = 8.5 Turbidity NTU 250 NTU 2.5 CONSTRUCTION SCHEDULE The site sediment risk was determined based on construction taking place between July 31, 2017 and May 31, 2018. Modification or extension of the schedule (start and end dates) may affect risk determination and permit requirements. The LRP shall contact the QSD if the schedule changes during construction to address potential impact to the SVWPPP. The estimated schedule for planned work can be found in Appendix F. 2.6 POTENTIAL CONSTRUCTION ACTIVITY AND POLLUTANT SOURCES Appendix G includes a list of construction activities and associated materials that are anticipated to be used onsite. These activities and associated materials will or could potentially contribute pollutants, other than sediment, to stormwater runoff. The anticipated activities and associated pollutants were used in Section 3 to select the Best Management Practices for the project. Location of anticipated pollutants and associated BMPs are show on the Site Map in Appendix B. For sampling requirements for non-visible pollutants associated with construction activity please refer to Section 7.7.1. For a full and complete list of onsite pollutants, refer to the Material Safety Data Sheets (MSDS), which are retained onsite at the construction trailer. 2.7 IDENTIFICATION OF NON-STORMWATER DISCHARGES Non-stormwater discharges consist of discharges which do not originate from precipitation events. The General Permit provides allowances for specified non-stormwater discharges that do not cause erosion or carry other pollutants. Non-stormwater discharges into storm drainage systems or waterways, which are not authorized under the General Permit and listed in the SWPPP, or authorized under a separate NPDES permit, are prohibited. Non-stormwater discharges that are authorized from this project site include the following: • ne s0 CIP 16102 SWPPP 13 June 2017 These authorized non-stormwater discharges will be managed with the stormwater and non- stormwater BMPs described in Section 3 of this SWPPP and will be minimized by the QSP. Activities at this site that may result in unauthorized non-stormwater discharges include: Steps will be taken, including the implementation of appropriate BMPs, to ensure that unauthorized discharges are eliminated, controlled, disposed, or treated on-site. Discharges of construction materials and wastes, such as fuel or paint, resulting from dumping, spills, or direct contact with rainwater or stormwater runoff, are also prohibited. 2.8 REQUIRED SITE MAP INFORMATION The construction project's Site Map(s) showing the project location, surface water boundaries, geographic features, construction site perimeter and general topography and other requirements identified in Attachment B of the General Permit is located in Appendix B. Table 2.5 identifies Map or Sheet Nos. where required elements are illustrated. Table 2.5 Required Map Information Included on Map/Plan Sheet No. (1) Required Element Appendix B The project's surrounding area (vicinity) Street Plans Site layout EC Plans Construction site boundaries Hydrology Map Drainage areas EC Plans Discharge locations EC Plans Sampling locations EC Plans Areas of soil disturbance (temporary or permanent) EC Plans Active areas of soil disturbance (cut or fill) EC Plans Locations of runoff BMPs EC Plans Locations of erosion control BMPs EC Plans Locations of sediment control BMPs N/A ATS location (if applicable) N/A Locations of sensitive habitats, watercourses, or other features which are not to be disturbed Strom Drain Plans Locations of all post construction BMPs CIP 16102 SWPPP 14 June 2017 Table 2.5 Required Map Information Included on Map/Plan Sheet No. cls Required Element TBD Waste storage areas TBD Vehicle storage areas TBD Material storage areas EC Plans Entrance and Exits TBD Fueling Locations Notes: (1) Indicate maps or drawings that information is included on (e.g., Vicinity Map, Site Map, Drainage Plans, Grading Plans, Progress Maps, etc.) CIP 16102 SWPPP 15 June 2017 Section 3 Best Management Practices 3.1 SCHEDULE FOR BMP IMPLEMENTATION Schedule to be provided upon selection of and awarding of contract to contractor. CIP 16102 SWPPP 16 June 2017 Table 3.1 BMP Implementation Schedule 3.2 EROSION AND SEDIMENT CONTROL Erosion and sediment controls are required by the General Permit to provide effective reduction or elimination of sediment related pollutants in stormwater discharges and authorized non- CIP 16102 SWPPP 17 June 2017 BMP Implementation Duration EC -1, Scheduling Prior to Construction Entirety of Project EC -2, Preservation of Existing Start of Construction Entirety of Project Vegetation EC -4, Hydroseed Upon completion of slope Till completion of grading project � o During length of o W U EC -7, Geotextiles and Mats Prior to beginning of any material stockpiling operations stockpiling operations EC -10, Velocity Dissipation Devices Prior to beginning of site demolition phase Entirety of Project SE -1, Check Dams Prior to beginning of site Entirety of Project demolition phase SE -4, Check Dams Prior to beginning of site Entirety of Project demolition phase SE -5 Fiber Rolls Prior to beginning of During length of ograding operations grading operations U SE -6, Gravel Bag Berm Prior to beginning of site Entirety of Project demolition phase SE -7, Street Sweeping Prior to beginning of site demolition phase Entirety of Project 5E-10, Storm Drain Inlet Protection Prior to Construction Entirety of Project c TC -1, Stabilized Construction Prior to Construction at the Until project has Entrance and Exit contractors yard been completed o F. U '7 WE -1, Wind Erosion Control Prior to beginning of site During length of W demolition phase paving operations 3.2 EROSION AND SEDIMENT CONTROL Erosion and sediment controls are required by the General Permit to provide effective reduction or elimination of sediment related pollutants in stormwater discharges and authorized non- CIP 16102 SWPPP 17 June 2017 stormwater discharges from the Site. Applicable BMPs are identified in this section for erosion control, sediment control, tracking control, and wind erosion control. 3.2.1 Erosion Control Erosion control, also referred to as soil stabilization, consists of source control measures that are designed to prevent soil particles from detaching and becoming transported in stormwater runoff. Erosion control BMPs protect the soil surface by covering and/or binding soil particles. This construction project will implement the following practices to provide effective temporary and final erosion control during construction: 1. Preserve existing vegetation where required and when feasible. 2. The area of soil disturbing operations shall be controlled such that the Contractor is able to implement erosion control BMPs quickly and effectively. 3. Stabilize non-active areas within 14 days of cessation of construction activities or sooner if stipulated by local requirements. 4. Control erosion in concentrated flow paths by applying erosion control blankets, check dams, erosion control seeding or alternate methods. 5. Prior to the completion of construction, apply permanent erosion control to remaining disturbed soil areas. Sufficient erosion control materials shall be maintained onsite to allow implementation in conformance with this SWPPP. The following temporary erosion control BMP selection table indicates the BMPs that shall be implemented to control erosion on the construction site. Fact Sheets for temporary erosion control BMPs are provided in Appendix H. CIP 16102 SWPPP 18 June 2017 Table 3.2 Temporary Erosion Control BMPs CASQA Fact Sheet BMP Name Meets a Minimum Requirement(') BMP Used If not used, state reason YES NO EC -1 Scheduling ✓ X EC -2 Preservation of Existing Vegetation ✓ X EC -3 Hydraulic Mulch ✓(2) X EC -4 to be used on grades slopes EC -4 Hydroseed ✓(2) X EC -5 Soil Binders ✓(2) X EC -4 to be used on graded slopes EC -6 Straw Mulch ✓(2) X EC -4 to be used on graded slopes EC -7 Geotextiles and Mats ✓(2) X EC -8 Wood Mulching ✓(2) X EC -4 to be used on graded slopes EC -9 Earth Dike and Drainage Swales X Not applicable EC -10 Velocity Dissipation Devices X EC -11 Slope Drains X No Slope drains within project limits EC -12 Stream Bank Stabilization X No streams with project limits EC -14 Compost Blankets X EC -4 to be used on graded slopes EC -15 Soil Preparation -Roughening X EC -4 to be used on graded slopes EC -16 Non -Vegetated Stabilization ✓(2) X EC -4 to be used on graded slopes WE -1 Wind Erosion Control ✓ X Alternate BMPs Used: If used, state reason: (1) Applicability to a specific project shall be determined by the QSD. (2) The QSD shall ensure implementation of one of the minimum measures listed or a combination thereof to achieve and maintain the Risk Level requirements. (1) Run-on from offsite shall be directed away from all disturbed areas, diversion of offsite flows may require design/analysis by a licensed civil engineer and/or additional environmental permitting CIP 16102 SWPPP 19 June 2017 These temporary erosion control BMPs shall be implemented in conformance with the following guidelines and as outlined in the BMP Factsheets provided in Appendix H. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets. Scheduling BMP's will be implemented in conjunction with the schedule for grinding, paving and slurry seal operations and construction of improvements. The various BMP's will be adjusted and modified as construction operations change and as the schedule evolves. As the construction operation occur during the rainly season, October 1St to April 15th, the weather forecasts shall be monitored and modifications and adjustments to the BMP's will be implemented to provide the erosion control and control runoff of storm water downgrade and at drainage inlets. Preservation of Existing Vegetation Prior to construction, a temporary orange construction fence shall be installed along the Temporary Construction Easement (TCE) to delineate the limits of work. Existing vegetation outside of the fence, including existing tree driplines that may cross over the fence, will be protected during the course of construction. Hydroseed Within 14 days of final slope grading, all slopes will have an application of hydroseed applied to the surface. During slope grading operations, a geotextile or plastic sheeting shall be applied to the slope in advance of a rain event, per EC -7. Geotextiles and Mats Geotextiles shall be used during the grading operation to cover soil stockpiles. Velocity Dissipation Devices This BMP will be used in conjunction to BMP's SE -4 (Check Dams), SE -6 (Gravel Bag Barriers) and 5E-10 (Storm Drain Inlet Protection) to reduce to velocity of the runoff prior to discharge offsite and into the storm drain inlets. Wind Erosion Control During windy conditions, either forecasted or actual winds of approximately 20 mph or greater, dust control will be applied to adequately control wind erosion. A temporary water supply, per BMP NS -1 (Water Conservation Practices) and NS -7 (Potable Water/Irrigation) will be provided for use in providing dust control and to maintain optimal moisture levels for compaction. 3.2.2 Sediment Controls Sediment controls are temporary or permanent structural measures that are intended to complement the selected erosion control measures and reduce sediment discharges from active construction areas. Sediment controls are designed to intercept and settle out soil particles that have been detached and transported by the force of water. CIP 16102 SWPPP 20 June 2017 The following sediment control BMP selection table indicates the BMPs that shall be implemented to control sediment on the construction site. Fact Sheets for temporary sediment control BMPs are provided in Appendix H. CIP 16102 SWPPP 21 June 2017 Table 3.3 Temporary Sediment Control BMPs CASQA Fact Sheet BMP Name Meets a Minimum Requirement(') BMP used not used, state reason —--Jif YES NO SE -1 Silt Fence V/(2) (3) X SE -2 Sediment Basin X Not enough room to accommodate SE -3 Sediment Trap X Not enough room to accommodate SE -4 Check Dams X SE -5 Fiber Rolls ✓(2)(3) X SE -6 Gravel Bag Berm ✓(3) X SE -7 Street Sweeping ✓ X SE -8 Sandbag Barrier X SE -5 and SE -6 to be used SE -9 Straw Bale Barrier X SE -5 and SE -6 to be used SE -10 Storm Drain Inlet Protection ✓ RL2&3 X SE -11 ATS X No dewatering is anticipated SE -12 Manufactured Linear Sediment Controls X SE -13 Compost Sock and Berm ✓(3) X SE -5 to be used SE -14 Biofilter Bags ✓(3) X SE -10 to be used TC -1 Stabilized Construction Entrance and Exit ✓ X TC -2 Stabilized Construction Roadway X The site is contained within a relatively small area. TC -3 Entrance Outlet Tire Wash X The site is contained within a relatively small area. Alternate BMPs Used: If used, state reason: Applicability to a specific project shall be determined by the QSD �2> The QSD shall ensure implementation of one of the minimum measures listed or a combination thereof to achieve and maintain the Risk Level requirements (')Risk Level 2 &3 shall provide linear sediment control along toe of slope, face of slope, and at the grade breaks of exposed slope CIP 16102 SWPPP 22 June 2017 These temporary sediment control BMPs shall be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix H. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets. Silt Fence Silt fences shall be installed at the toe of graded slopes to prevent sediment from being carried away by stromwater until vegetation has been established. Check Dams At locations where the gravelbag barrier creates a low point for drainage, a gravelbag check dam will be installed to allow storm water to flow off site while preventing sediment from being transported offsite. Fiber Rolls As part of the construction operation, the existing AC pavement is to be removed, grinded and stockpiled onsite for use on the project. Because of this operation, additional sediment control BMP's will be required. Fiber Rolls shall be used around the base of the stockpile when the material is not be used. Gravel Bag Berm Gravel Bags will be placed in conjunction with SE-4 (Check Dams) and 5E-10 (Storm Drain Inlet Protection) as shown on the Erosion Control Plan (Attachment B). In addition, gravelbags will be installed in a manner to provide velocity reduction of storm water flowing along the curb and gutter. Street Sweeping Street sweeping and vacuuming shall occur during grinding, paving and slurry seal operations. Street sweeping shall be along streets adjacent to, at the beginning and end of the streets receiving griding, paving and/or slurry seal treatment. Washing of sediment tracked onto adjacent streets will not be permitted. Storm Drain Inlet Protection All existing catch basin inlets with the project limits of pavement grinding, paving and slurry seal treatment shall have protection per 5E-10 (Storm Drain Inlet Protection). In addition, the contractor shall place this same protection at the first downstream inlet from the project site. Stabilized Construction Entrance and Exit A Stabilized Construction Entrance and Exit shall be provided at the contractor's yard. The location of the yard to be determined at a later date. Upon determining the location of the contractor's yard, this SWPPP shall be amended to include BMP's required to bring the yard into compliance with the Construction General Permit. 3.3 NON-STORMWATER CONTROLS AND WASTE AND MATERIALS MANAGEMENT CIP 16102 SWPPP 23 June 2017 3.3.1 Non-Stormwater Controls Non-stormwater discharges into storm drainage systems or waterways, which are not authorized under the General Permit, are prohibited. Non-stormwater discharges for which a separate NPDES permit is required by the local Regional Water Board are prohibited unless coverage under the separate NPDES permit has been obtained for the discharge. The selection of non- stormwater BMPs is based on the list of construction activities with a potential for non- stormwater discharges identified in Section 2.7 of this SWPPP. The following non-stormwater control BMP selection table indicates the BMPs that shall be implemented to control sediment on the construction site. Fact Sheets for temporary non- stormwater control BMPs are provided in Appendix H. CIP 16102 SWPPP 24 June 2017 Table 3.4 Temporary Non-Stormwater BMPs CASQA Fact Sheet BMP Name Meets a Minimum Requirement(') BMP used If not used, state reason YES NO NS -1 Water Conservation Practices ✓ X NS -2 Dewatering Operation X No dewatering is anticipated. NS -3 Paving and Grinding Operation X NS -4 Temporary Stream Crossing X No streams cross or pass through project site. NS -5 Clear Water Diversion X No streams cross or pass through project site. NS -6 Illicit Connection/Discharge ✓ X NS -7 Potable Water/Irrigation X NS -8 Vehicle and Equipment Cleaning ✓ X NS -9 Vehicle and Equipment Fueling ✓ X NS -10 Vehicle and Equipment Maintenance ✓ X NS -11 Pile Driving Operation X No Pile Driving operations are anticipated for this project NS -12 Concrete Curing X NS -13 Concrete Finishing X NS -14 Material and Equipment Use Over Water X No construction is anticipated to be performed over a water body NS -15 Demolition Removal Adjacent to Water X Project is not located adjacent to any water body NS -16 Temporary Batch Plants X Materials will be imported to the site Alternate BMPs Used: If used, state reason: (1) Applicability to a specific project shall be determined by the QSD CIP 16102 SWPPP 25 June 2017 Non-stormwater BMPs shall be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix H. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets. Water Conservation Practices Water will be needed to use during construction for pavement rehabilitation operations, dust control (per BMP WE -1), and other construction operations. Paving and Grinding Operation The existing site(s) are covered with AC pavement. This pavement will be removed, ground down and stockpiled for use on the project. BMP WM-3, Stockpile Management, will be used in conjunction to this BMP for the stockpiling of removed and ground AC pavement. Illicit Connection- Illegal Discharge Connection This BMP will be implemented and monitored during the duration of the project. Potable Water Irrigation Discharge Detection Water will be needed to use during construction for pavement rehabilitation operations, dust control (per BMP WE -1), and other construction operations. Vehicle and Equipment Cleaning Various type of vehicles and equipment will be need during construction operations. Cleaning, Fueling and Maintenance of these various type of vehicles and equipment will be performed as described in these BMP's. Cleaning of vehicles and equipment shall not be allowed within or on public streets. Vehicle and Equipment Fueling Various type of vehicles and equipment will be needed during construction operations. Cleaning, Fueling and Maintenance of these various type of vehicles and equipment will be performed as described in these BMP's. Fueling of vehicles and equipment shall not be allowed within or on public streets, unless approved by the engineer. Vehicle and Equipment Maintenance Various type of vehicles and equipment will be needed during construction operations. Cleaning, Fueling and Maintenance of these various type of vehicles and equipment will be performed as described in these BMP's. Maintenance of vehicles and equipment shall not be allowed within or on public streets, unless approved by the engineer. Concrete Curing Concrete will be used for various applications on this project, such as curb & gutter, sidewalks, cross gutters, etc. BMP WM-8 (Concrete Waste Management) will be used in conjunction with these BMP's. Concrete Finishing Concrete will be used for various applications on this project, such as curb & gutter, sidewalks, cross gutters, etc. BMP WM-8 (Concrete Waste Management) will be used in conjunction with these BMP's. CIP 16102 SWPPP 26 June 2017 3.3.2 Materials Management and Waste Management Materials management control practices consist of implementing procedural and structural BMPs for handling, storing and using construction materials to prevent the release of those materials into stormwater discharges. The amount and type of construction materials to be utilized at the Site will depend upon the type of construction and the length of the construction period. The materials may be used continuously, such as fuel for vehicles and equipment, or the materials may be used for a discrete period, such as soil binders for temporary stabilization. Waste management consist of implementing procedural and structural BMPs for handling, storing and ensuring proper disposal of wastes to prevent the release of those wastes into stormwater discharges. If applicable to the project site, waste management should be conducted in accordance with the Project's Construction Waste Management Plan. Materials and waste management pollution control BMPs shall be implemented to minimize stormwater contact with construction materials, wastes and service areas; and to prevent materials and wastes from being discharged off-site. The primary mechanisms for stormwater contact that shall be addressed include: • Direct contact with precipitation • Contact with stormwater run-on and runoff • Wind dispersion of loose materials • Direct discharge to the storm drain system through spills or dumping • Extended contact with some materials and wastes, such as asphalt cold mix and treated wood products, which can leach pollutants into stormwater. A list of construction activities is provided in Section 2.6. The following Materials and Waste Management BMP selection table indicates the BMPs that shall be implemented to handle materials and control construction site wastes associated with these construction activities. Fact Sheets for Materials and Waste Management BMPs are provided in Appendix H. CIP 16102 SWPPP 27 June 2017 Table 3.5 Temporary Materials Management BMPs CASQA Fact Sheet BMP Name Meets a Minimum Requirement(') BMP used If not used, state reason YE S NO WM-01 Material Delivery and Storage ✓ X WM-02 Material Use ✓ X WM-03 Stockpile Management ✓ X WM-04 Spill Prevention and Control ✓ X WM-05 Solid Waste Management ✓ X WM-06 Hazardous Waste Management ✓ X WM-07 Contaminated Soil Management X WM-08 Concrete Waste Management ✓ X WM-09 Sanitary -Septic Waste Management ✓ X WM-10 Liquid Waste Management X Alternate BMPs Used: If used, state reason: (1) Applicability to a specific project shall be determined by the QSD. CIP 16102 SWPPP 28 June 2017 Material management BMPs shall be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix H. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets. Material Delivery and Storage A specified location, per WM-1, will be determined prior to construction for use in delivery and storage of materials brought on-site for use during construction. Materials not being used for construction operations will be stored per BMP WM-1. Material Use A specified location, per WM-1, will be determined prior to construction for use in delivery and storage of materials brought on-site for use during construction. Materials not being used for construction operations will be stored per BMP WM-1. Stockpile Management The existing AC pavement located on-site will be removed, ground down and stockpile off-site for use during construction of improvements. A specific location will be determined prior to commencing of AC removed for stockpiling. BMP SE -5 (Fiber Rolls) will be used around the perimeter stockpile base. Spill Prevention and Control Any spills that occur during either delivery and storage of materials, use of materials, construction operations, vehicle and equipment cleaning, fueling and maintenance will be contained and cleaned -up to prevent discharge of materials into the storm drain system. Solid Waste Management Solid Waste shall be collected and separated per material type. These separated materials shall be disposed of off-site at a qualified recycling facility, for recyclable materials or at a city of San Juan Capistrano approved disposal site, for non -recyclable materials. Hazardous Waste Management No hazardous materials are anticipated to be encountered or used on this project. Should hazardous materials be encountered or used on this project, this BMP shall be used. Contaminated Soil Management When contaminated soil is encountered, the city will be notified, the contaminated soil will be contained and disposed per this BMP. Concrete Waste Management A concrete washout area will be constructed and maintained by the contractor. The location and size of the washout area will be determined by the contractor. Sanitary -Septic Waste Management The contractor shall implement this BMP and portable toilets will be located and maintained for the duration of the project. Weekly maintenance will be provided by a qualified and licensed CIP 16102 SWPPP 29 June 2017 contractor and the wastes will be disposed of off-site at a city of San Juan Capistrano approved disposal site. Liquid Waste Management This project anticipated the use of liquid materials during the construction process. 3.4 POST CONSTRUCTION STORMWATER MANAGEMENT MEASURES Post construction BMPs are permanent measures installed during construction, designed to reduce or eliminate pollutant discharges from the site after construction is completed. This site is located in an area subject to a Phase I or Phase II Municipal Separate Storm Sewer System (MS4) permit approved Stormwater Management Plan. ® Yes ❑ No Post construction runoff reduction requirements have been satisfied through the MS4 program, this project is exempt from provision XIII A of the General Permit. CIP 16102 SWPPP 30 June 2017 Section 4 BMP Inspection, Maintenance and Rain Event Action Plans 4.1 BMP INSPECTION AND MAINTENANCE The General Permit requires routine weekly inspections of BMPs, along with inspections before, during, and after qualifying rain events. A BMP inspection checklist must be filled out for inspections and maintained on-site with the SWPPP. The inspection checklist includes the necessary information covered in Section 7.6. A blank inspection checklist can be found in Appendix L Completed checklists shall be kept in CSMP Attachment 2 "Monitoring Records. BMPs shall be maintained regularly to ensure proper and effective functionality. If necessary, corrective actions shall be implemented within 72 hours of identified deficiencies and associated amendments to the SWPPP shall be prepared by the QSD. Specific details for maintenance, inspection, and repair of Construction Site BMPs can be found in the BMP Factsheets in Appendix H. 4.2 RAIN EVENT ACTION PLANS The Rain Event Action Plans (REAP) is written document designed to be used as a planning tool by the QSP to protect exposed portions of project sites and to ensure that the discharger has adequate materials, staff, and time to implement erosion and sediment control measures. These measures are intended to reduce the amount of sediment and other pollutants that could be generated during the rain event. It is the responsibility of the QSP to be aware of precipitation forecast and to obtain and print copies of forecasted precipitation from NOAA's National Weather Service Forecast Office. The SWPPP includes REAP templates but the QSP will need to customize them for each rain event. Site-specific REAP templates for each applicable project phase can be found in Appendix J. The QSP shall maintain a paper copy of completed REAPS in compliance with the record retention requirements Section 1.5 of this SWPPP. Completed REAPs shall be maintained in Appendix J. The QSP will develop an event specific REAP 48 hours in advance of a precipitation event forecast to have a 50% or greater chance of producing precipitation in the project area. The REAP will be onsite and be implemented 24 hours in advance of any the predicted precipitation event. At minimum the REAP will include the following site and phase -specific information: 1. Site Address; 2. Calculated Risk Level 2 3. Site Stormwater Manager Information including the name, company and 24-hour emergency telephone number; 4. Erosion and Sediment Control Provider information including the name, company and 24-hour emergency telephone number; CIP 16102 SWPPP 31 June 2017 5. Stormwater Sampling Agent information including the name, company, and 24-hour emergency telephone number; 6. Activities associated with each construction phase; 7. Trades active on the construction site during each construction phase; 8. Trade contractor information; and 9. Recommended actions for each project phase. CIP 16102 SWPPP 32 June 2017 Section 5 Training Appendix L identifies the QSPs for the project. To promote stormwater management awareness specific for this project, periodic training of job -site personnel shall be included as part of routine project meetings (e.g. daily/weekly tailgate safety meetings), or task specific trainings as needed. The QSP shall be responsible for providing this information at the meetings, and subsequently completing the training logs shown in Appendix K, which identifies the site-specific stormwater topics covered as well as the names of site personnel who attended the meeting. Tasks may be delegated to trained employees by the QSP provided adequate supervision and oversight is provided. Training shall correspond to the specific task delegated including: SWPPP implementation; BMP inspection and maintenance; and record keeping. Documentation of training activities (formal and informal) is retained in SWPPP Appendix K. CIP 16102 SWPPP 33 June 2017 Section 6 Responsible Parties and Operators 6.1 RESPONSIBLE PARTIES Approved Signatory(ies) who are responsible for SWPPP implementation and have authority to sign permit -related documents are listed below. Written authorizations from the LRP for these individuals are provided in Appendix L. The Approved Signatory(ies) assigned to this project are: Name Title Phone Number QSPs identified for the project are identified in Appendix L. The QSP shall have primary responsibility and significant authority for the implementation, maintenance and inspection/monitoring of SWPPP requirements. The QSP will be available at all times throughout the duration of the project. Duties of the QSP include but are not limited to: • Implementing all elements of the General Permit and SWPPP, including but not limited to: o Ensuring all BMPs are implemented, inspected, and properly maintained; o Performing non-stormwater and stormwater visual observations and inspections; o Performing non-stormwater and storm sampling and analysis, as required; o Performing routine inspections and observations; o Implementing non-stormwater management, and materials and waste management activities such as: monitoring discharges; general site clean-up; vehicle and equipment cleaning, fueling and maintenance; spill control; ensuring that no materials other than stormwater are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems; etc.; • The QSP may delegate these inspections and activities to an appropriately trained employee, but shall ensure adequacy and adequate deployment. • Ensuring elimination of unauthorized discharges. • The QSPs shall be assigned authority by the LRP to mobilize crews in order to make immediate repairs to the control measures. • Coordinate with the Contractor(s) to assure all of the necessary corrections/repairs are made immediately and that the project complies with the SWPPP, the General Permit and approved plans at all times. CIP 16102 SWPPP 34 June 2017 • Notifying the LRP or Authorized Signatory immediately of off-site discharges or other non-compliance events. 6.2 CONTRACTOR LIST Contractor Name: Title: Company: Address: Phone Number: Number (24/7): CIP 16102 SWPPP 35 June 2017 Section 7 Construction Site Monitoring Program 7.1 Purpose This Construction Site Monitoring Program was developed to address the following objectives: 1. To demonstrate that the site is in compliance with the Discharge Prohibitions and Numeric Action Levels (NALs) of the Construction General Permit; 2. To determine whether non-visible pollutants are present at the construction site and are causing or contributing to exceedances of water quality objectives; 3. To determine whether immediate corrective actions, additional Best Management Practices (BMP) implementation, or SWPPP revisions are necessary to reduce pollutants in stormwater discharges and authorized non-stormwater discharges; 4. To determine whether BMPs included in the SWPPP and REAP are effective in preventing or reducing pollutants in stormwater discharges and authorized non- stormwater discharges. 7.2 Applicability of Permit Requirements This project has been determined to be a Risk Level 2 project. The General Permit identifies the following types of monitoring as being applicable for a Risk Level 2 project. Risk Level 2 • Visual inspections of Best Management Practices (BMPs); • Visual monitoring of the site related to qualifying storm events; • Visual monitoring of the site for non-stormwater discharges; • Sampling and analysis of construction site runoff for pH and turbidity; • Sampling and analysis of construction site runoff for non-visible pollutants when applicable; and • Sampling and analysis of non-stormwater discharges when applicable. CIP 16102 SWPPP 36 June 2017 7.3. Weather and Rain Event Tracking Visual monitoring and inspections requirements of the General Permit are triggered by a qualifying rain event. The General Permit defines a qualifying rain event as any event that produces '/2 inch of precipitation. A minimum of 48 hours of dry weather will be used to distinguish between separate qualifying storm events. Visual monitoring, inspections, and sampling requirements of the General Permit are triggered by a qualifying rain event. The General Permit defines a qualifying rain event as any event that produces '/2 inch of precipitation. A minimum of 48 hours of dry weather will be used to distinguish between separate qualifying storm events. 7.3.1 Weather Tracking The QSP should daily consult the National Oceanographic and Atmospheric Administration (NOAA) for the weather forecasts. These forecasts can be obtained at hqp://www.srh.noaa.gov/. Weather reports should be printed and maintained with the SWPPP in CSMP Attachment 1 "Weather Reports". 7.3.2 Rain Gauges The QSP shall install one (1) rain gauge(s) on the project site. Locate the gauge in an open area away from obstructions such as trees or overhangs. Mount the gauge on a post at a height of 3 to 5 feet with the gauge extending several inches beyond the post. Make sure that the top of the gauge is level. Make sure the post is not in an area where rainwater can indirectly splash from sheds, equipment, trailers, etc. The rain gauge(s) shall be read daily during normal site scheduled hours. The rain gauge should be read at approximately the same time every day and the date and time of each reading recorded. Log rain gauge readings in CSMP Attachment 1 "Weather Records". Follow the rain gauge instructions to obtain accurate measurements. Once the rain gauge reading has been recorded, accumulated rain shall be emptied and the gauge reset. For comparison with the site rain gauge, the nearest appropriate governmental rain gauge(s) is located at OCPW Station No. 186 at Palisades Reservoir. 7.4 Monitoring Locations Monitoring locations are shown on the Site Maps in Appendix B. Monitoring locations are described in the Sections 7.6 and 7.7. Whenever changes in the construction site might affect the appropriateness of sampling locations, the sampling locations shall be revised accordingly. All such revisions shall be implemented as soon as feasible and the SWPPP amended. Temporary changes that result in a one-time additional sampling location do not require a SWPPP amendment. CIP 16102 SWPPP 37 June 2017 7.5 Safety and Monitoring Exemptions Safety practices for sample collection will be in accordance with the [ENTER TITLE AND PUBLICATION DATE OF CONTRACTOR'S HEALTH AND SAFETY PLAN FOR THE PROJECT OR PROVIDE SPECIFIC REQUIREMENTS IN THIS SECTION]. A summary of the safety requirements that apply to sampling personnel is provided below. This project is not required to collect samples or conduct visual observations (inspections) under the following conditions: • During dangerous weather conditions such as flooding and electrical storms. • Outside of scheduled site business hours. Scheduled site business hours are: 8:00 AM to 5:00 PM, Monday through Friday. If monitoring (visual monitoring or sample collection) of the site is unsafe because of the dangerous conditions noted above then the QSP shall document the conditions for why an exception to performing the monitoring was necessary. The exemption documentation shall be filed in CSMP Attachment 2 "Monitoring Records". 7.6 Visual Monitoring Visual monitoring includes observations and inspections. Inspections of BMPs are required to identify and record BMPs that need maintenance to operate effectively, that have failed, or that could fail to operate as intended. Visual observations of the site are required to observe storm water drainage areas to identify any spills, leaks, or uncontrolled pollutant sources. Table 7.1 identifies the required frequency of visual observations and inspections. Inspections and observations will be conducted at the locations identified in Section 7.6.3. Table 7.1 Summary of Visual Monitoring and Inspections Type of Inspection Frequency Routine Inspections BMP Inspections Weekly' BMP Inspections — Tracking Control Daily [add rows for other BMPs as needed] [Enter Frequency] Non-Stormwater Discharge Observations Quarterly during daylight hours Rain Event Triggered Inspections Site Inspections Prior to a Qualifying Event Within 48 hours of a qualifying event 2 CIP 16102 SWPPP 38 June 2017 Table 7.1 Summary of Visual Monitoring and Inspections Type of Inspection Frequency BMP Inspections During an Extended Storm Every 24-hour period of a rain event' Event Site Inspections Following a Qualifying Event Within 48 hours of a qualifying event2 ' Most BMPs must be inspected weekly; those identified below must be inspected more frequently. 2 Inspections are required during scheduled site operating hours. 3 Inspections are required during scheduled site operating hours regardless of the amount of precipitation on any given day. 7.6.1 Routine Observations and Inspections Routine site inspections and visual monitoring are necessary to ensure that the project is in compliance with the requirements of the Construction General Permit. 7.6.1.1 Routine BMP Inspections Inspections of BMPs are conducted to identify and record: • BMPs that are properly installed; • BMPs that need maintenance to operate effectively; • BMPs that have failed; or • BMPs that could fail to operate as intended. 7.6.1.2 Non-Stormwater Discharge Observations Each drainage area will be inspected for the presence of or indications of prior unauthorized and authorized non-stormwater discharges. Inspections will record: • Presence or evidence of any non-stormwater discharge (authorized or unauthorized); • Pollutant characteristics (floating and suspended material, sheen, discoloration, turbidity, odor, etc.); and • Source of discharge. 7.6.2 Rain -Event Triggered Observations and Inspections Visual observations of the site and inspections of BMPs are required prior to a qualifying rain event; following a qualifying rain event, and every 24-hour period during a qualifying rain event. Pre -rain inspections will be conducted after consulting NOAA and determining that a precipitation event with a 50% or greater probability of precipitation has been predicted. CIP 16102 SWPPP 39 June 2017 7.6.2.1 Visual Observations Prior to a Forecasted Qualifying Rain Event Within 48 -hours prior to a qualifying event a stormwater visual monitoring site inspection will include observations of the following locations: • Stormwater drainage areas to identify any spills, leaks, or uncontrolled pollutant sources; • BMPs to identify if they have been properly implemented; • Any stormwater storage and containment areas to detect leaks and ensure maintenance of adequate freeboard. Consistent with guidance from the State Water Resources Control Board, pre -rain BMP inspections and visual monitoring will be triggered by a NOAA forecast that indicates a probability of precipitation of 50% or more in the project area. 7.6.2.2 BMP Inspections During an Extended Storm Event During an extended rain event BMP inspections will be conducted to identify and record: • BMPs that are properly installed; • BMPs that need maintenance to operate effectively; • BMPs that have failed; or • BMPs that could fail to operate as intended. If the construction site is not accessible during the rain event, the visual inspections shall be performed at all relevant outfalls, discharge points, downstream locations. The inspections should record any projected maintenance activities. 7.6.2.3 Visual Observations Following a Qualifying Rain Event Within 48 hours following a qualifying rain event (0.5 inches of rain) a stormwater visual monitoring site inspection is required to observe: • Stormwater drainage areas to identify any spills, leaks, or uncontrolled pollutant sources; • BMPs to identify if they have been properly designed, implemented, and effective; • Need for additional BMPs; • Any stormwater storage and containment areas to detect leaks and ensure maintenance of adequate freeboard; and • Discharge of stored or contained rain water. 7.6.3 Visual Monitoring Procedures Visual monitoring shall be conducted by the QSP or staff trained by and under the supervision of the QSP. The name(s) and contact number(s) of the site visual monitoring personnel are listed below and their training qualifications are provided in Appendix K. Assigned inspector: NAME OF INSPECTOR Alternate inspector: NAME OF INSPECTOR Contact phone: TELEPHONE NUMBER Contact phone: TELEPHONE NUMBER CIP 16102 SWPPP 40 June 2017 Stormwater observations shall be documented on the Visual Inspection Field Log Sheet (see CSMP Attachment 3 "Example Forms"). BMP inspections shall be documented on the site specific BMP inspection checklist. Any photographs used to document observations will be referenced on stormwater site inspection report and maintained with the Monitoring Records in Attachment 2. The QSP shall within three (3) days of the inspection submit copies of the completed inspection report to City of San Juan Capistrano Inspector. The completed reports will be kept in CSMP Attachment 2 "Monitoring Records". CIP 16102 SWPPP 41 June 2017 7.6.4 Visual Monitoring Follow -Up and Reporting Correction of deficiencies identified by the observations or inspections, including required repairs or maintenance of BMPs, shall be initiated and completed as soon as possible. If identified deficiencies require design changes, including additional BMPs, the implementation of changes will be initiated within 72 hours of identification and be completed as soon as possible. When design changes to BMPs are required, the SWPPP shall be amended to reflect the changes. Deficiencies identified in site inspection reports and correction of deficiencies will be tracked on the Inspection Field Log Sheet or BMP Inspection Report and shall be submitted to the QSP and shall be kept in CSMP Attachment 2 "Monitoring Records". The QSP shall within three (3) days of the inspection submit copies of the completed Inspection Field Log Sheet or BMP Inspection Report with the corrective actions to San Juan Capistrano Inspector. Results of visual monitoring must be summarized and reported in the Annual Report. 7.6.5 Visual Monitoring Locations The inspections and observations identified in Sections 7.6.1 and 7.6.2 will be conducted at the locations identified in this section. BMP locations are shown on the Site Maps in SWPPP Appendix A. There are one (1) drainage area(s) on the project site and the contractor's yard, staging areas, and storage areas. Drainage area(s) are shown on the Site Maps in Appendix B and Table 7.2 identifies each drainage area by location. Table 7.2 Site Drainage Areas Location No. Location C1 TBD There are no stormwater storage or containment area(s) are on the project site. Table 7.3 Stormwater Storage and Containment Areas Location No. Location N/A N/A CIP 16102 SWPPP 42 June 2017 There are five (2) discharge location(s) on the project site. Site stormwater discharge location(s) are shown on the Site Maps in Appendix B and Table 7.4 identifies each stormwater discharge location. Table 7.4 Site Stormwater Discharge Locations Location No. Location S1 Existing CB south of Paseo De La Paz S2 Proposed CB at St. Sta 20+82 S3 St. Sta. 30+40 S4 Proposed CB at St. Sta. 32+85 S5 Proposed CB at St. Sta. 34+56 7.7 Water Quality Sampling and Analysis 7.7.1 Sampling and Analysis Plan for Non -Visible Pollutants in Stormwater Runoff Discharges This Sampling and Analysis Plan for Non -Visible Pollutants describes the sampling and analysis strategy and schedule for monitoring non-visible pollutants in stormwater runoff discharges from the project site. Sampling for non-visible pollutants will be conducted when (1) a breach, leakage, malfunction, or spill is observed; and (2) the leak or spill has not been cleaned up prior to the rain event; and (3) there is the potential for discharge of non-visible pollutants to surface waters or drainage system. The following construction materials, wastes, or activities, as identified in Section 2.6, are potential sources of non-visible pollutants to stormwater discharges from the project. Storage, use, and operational locations are shown on the Site Maps in Appendix B. • Discharges associated with illegal dumping/discharging by others not associated with the project; • Wind Erosion control watering discharges; • Concrete Operations; • Striping and Painting Operations; • Paving, Grinding and Sawcutting Operations; • Sanitary and Spetic Waste Management; • General Waste and Site Litter; • Spills, and CIP 16102 SWPPP 43 June 2017 • Material Use and Waste Discharges The following existing site features, as identified in Section 2.6, are potential sources of non- visible pollutants to stormwater discharges from the project. Locations of existing site features contaminated with non-visible pollutants are shown on the Site Maps in Appendix B. • There are no known existing site features that are potential sources of non-visible pollutants The following soil amendments have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil and will be used on the project site. Locations of soil amendment application are shown on the Site Maps in Appendix B. • None The project has the potential to receive stormwater run-on from the following locations with the potential to contribute non-visible pollutants to stormwater discharges from the project. Locations of such run-on to the project site are shown on the Site Maps in Appendix B. • Existing parcels along the west side of Del Obispo Street, including private road at St. Sta. 19+00 • Paseo De La Paz CIP 16102 SWPPP 44 June 2017 7.7.1.1 Sampling Schedule Samples for the potential non-visible pollutant(s) and a sufficiently large unaffected background sample shall be collected during the first two hours of discharge from rain events that result in a sufficient discharge for sample collection. Samples shall be collected during the site's scheduled hours and shall be collected regardless of the time of year and phase of the construction. Collection of discharge samples for non-visible pollutant monitoring will be triggered when any of the following conditions are observed during site inspections conducted prior to or during a rain event. • Materials or wastes containing potential non-visible pollutants are not stored under watertight conditions. Watertight conditions are defined as (1) storage in a watertight container, (2) storage under a watertight roof or within a building, or (3) protected by temporary cover and containment that prevents stormwater contact and runoff from the storage area. • Materials or wastes containing potential non-visible pollutants are stored under watertight conditions, but (1) a breach, malfunction, leakage, or spill is observed, (2) the leak or spill is not cleaned up prior to the rain event, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • A construction activity, including but not limited to those in Section 2.6, with the potential to contribute non-visible pollutants (1) was occurring during or within 24 hours prior to the rain event, (2) BMPs were observed to be breached, malfunctioning, or improperly implemented, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • Soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil have been applied, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. • Stormwater runoff from an area contaminated by historical usage of the site has been observed to combine with stormwater runoff from the site, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. 7.7.1.2 Sampling Locations Sampling locations are based on proximity to planned non-visible pollutant storage, occurrence or use; accessibility for sampling, and personnel safety. Planned non-visible pollutant sampling locations are shown on the Site Maps in Appendix B and include the locations identified in Tables 7.5 through 7.7. One (1) sampling location(s) on the project site and the contractor's yard have been identified for the collection of samples of runoff from planned material and waste storage areas and areas where non-visible pollutant producing construction activities are planned. CIP 16102 SWPPP 45 June 2017 Table 7.5 Non -Visible Pollutant Sample Locations — Contractors' Yard Sample Location Sample Location Latitude and Number Sample Location Description Longitude (Decimal Degrees) [Enter Latitude] C1 TBD [Enter Longitude] No sampling locations have been identified for the collection of samples of runoff from drainage areas where soil amendments will be applied that have the potential to affect water quality. No sampling locations have been identified for the collection of samples of runoff from drainage areas contaminated by historical usage of the site. One (1) sampling location(s) has been identified for the collection of an uncontaminated sample of runoff as a background sample for comparison with the samples being analyzed for non-visible pollutants. This location(s) was selected such that the sample will not have come in contact with the operations, activities, or areas identified in Section 7.7.1 or with disturbed soils areas. Table 7.6 Non -Visible Pollutant Sample Locations — Background (Unaffected Sample) Sample Location Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) 33.4964 BI At existing CB on Calle Aspero -117.6752 Two (2) sampling locations have been identified for the collection of samples of run-on to the project site. Run-on from these locations has the potential to combine with discharges from the site being sampled for non-visible pollutants. These samples are intended to identify potential sources of non-visible pollutants that originate off the project site. Table 7.7 Non -Visible Pollutant Sample Locations — Site Run -On Sample Location Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) 33.4921 R 1 At Paseo De La Paz -117.6795 CIP 16102 SWPPP 46 June 2017 Table 7.7 Non -Visible Pollutant Sample Locations — Site Run -On Sample Location Consultant ❑ Yes Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) 33.4930 R2 At St. Sta. 21+90 -117.6784 If a stormwater visual monitoring site inspection conducted prior to or during a storm event identifies the presence of a material storage, waste storage, or operations area with spills or the potential for the discharge of non-visible pollutants to surface waters or a storm drain system that is at a location not listed above and has not been identified on the Site Maps, sampling locations will be selected by the QSP using the same rationale as that used to identify planned locations. Non-visible pollutant sampling locations shall be identified by the QSP on the pre -rain event inspection form prior to a forecasted qualifying rain event. 7.7.1.3 Monitoring Preparation Non-visible pollutant samples will be collected by: Contractor ❑ Yes ❑ No Consultant ❑ Yes ❑ No Laboratory ❑ Yes ❑ No Samples on the project site will be collected by the following contractor sampling personnel: Name/Telephone Number: Alternate(s)/Telephone Number: _ An adequate stock of monitoring supplies and equipment for monitoring non-visible pollutants will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. Sampling personnel will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, clean powder -free nitrile gloves, sample collection equipment, coolers, appropriate number and volume of sample bottles, identification labels, re -sealable storage bags, paper towels, personal rain gear, ice, and Effluent Sampling Field Log Sheets and Chain of Custody (CoC) forms, which are provided in CSMP Attachment 3 "Example Forms". Samples on the project site will be collected by the following [specify laboratory or environmental consultant]: Company Name: _ Street Address: _ CIP 16102 SWPPP 47 June 2017 City, State Zip: _ Telephone Number: _ Point of Contact: _ Name of Sampler(s): _ Name of Alternate(s): The QSP or his/her designee will contact [specify name of laboratory or environmental consultant] 24 hours prior to a predicted rain event or for an unpredicted event, as soon as a rain event begins if one of the triggering conditions is identified during an inspection to ensure that adequate sample collection personnel and supplies for monitoring non-visible pollutants are available and will be mobilized to collect samples on the project site in accordance with the sampling schedule. 7.7.1.4 Analytical Constituents Table 7.8 lists the specific sources and types of potential non-visible pollutants on the project site and the water quality indicator constituent(s) for that pollutant. Table 7.8 Potential Non -Visible Pollutants and Water Quality Indicator Constituents Pollutant Source Pollutant Water Quality Indicator Constituent Asphalt Work VOCs Concrete/Masonry Work Acids pH Bleaches Residual Chlorine TSP Phosphate Solvents VOCs, SVOCs Detergents MBAS Sanitary Waste BOD, Total/Fecal Coliform Soil Preparation/Dust Control TKN, NO3, BOD, COD, DOC, Sulfate, Ni, TDS, Alkalinity Vehicle and Equipment Use Batteries Sulfuric Acid, Pb, pH CIP 16102 SWPPP 48 June 2017 7.7.1.5 Sample Collection Samples of discharge shall be collected at the designated non-visible pollutant sampling locations shown on the Site Maps in Appendix B or in the locations determined by observed breaches, malfunctions, leakages, spills, operational areas, soil amendment application areas, and historical site usage areas that triggered the sampling event. Grab samples shall be collected and preserved in accordance with the methods identified in the Table, "Sample Collection, Preservation and Analysis for Monitoring Non -Visible Pollutants" provided in Section 7.7.1.6. Only the QSP, or personnel trained in water quality sampling under the direction of the QSP shall collect samples. Sample collection and handling requirements are described in Section 7.7.7. 7.7.1.6 Sample Analysis Samples shall be analyzed using the analytical methods identified in the Table 7.9. Samples will be analyzed by: Laboratory Name: _ Street Address: City, State Zip: _ Telephone Number: _ Point of Contact: _ ELAP Certification Number: Samples will be delivered to the laboratory by: Driven by Contractor ❑ Yes ❑ No Picked up by Laboratory Courier ❑ Yes ❑ No Shipped ❑ Yes ❑ No CIP 16102 SWPPP 49 June 2017 Table 7.9 Sample Collection, Preservation and Analysis for Monitoring Non -Visible Pollutants CIP 16102 SWPPP 50 June 2017 Minimum Reporting Maximum Constituent Analytical Method Sample Sample Containers Sample Preservation Limit Holding Volume Time VOCs-Silvents EPA 8260B 3x40ml VOA -Glass e at 4°C , HCI to 1 ug/L 14 Days pSttoo SVOCs EPA 8270C IxlL Glass -Amber Store at 4°C 10 ug/L 7 Days Pesticides/PCBs EPA 8081A/8082 1x1L Glass -Amber Store at 4°C 0.1 ug/L 7 Days Herbicides EPA 8151A 1x1L Glass -Amber Store at 4°C Check Lab 7 Days BOD EPA 405.1 lx500ml Polypropylene Store at 4°C 1 mg/L 48 Hours Store at 4°C , H2SO4 to COD EPA 410.4 lx250ml Glass -Amber pH<2 5 m /L g 28 Da y s DO SM 4500-0 G 1x250ml Glass -Amber Store at 4°C Check Lab 8 Hours pH Field Test 1x100ml Polypropylene None Unit less 15 Minutes Alkalinity SM 2320B 1x250ml Polypropylene Store at 4°C lmg/L 14 Days Store at 4°C , HNO3 to Metals (Non -Chromium VI) EPA 6010B/7470A 1x250m1 Polypropylene pH<2 0.1 mg/L 6 Months Metals (Chromium IV) EPA 7199 lx500m1 Polypropylene Store at 4°C 1 ug/L 24 Hours CIP 16102 SWPPP 50 June 2017 Table 7.9 Sample Collection, Preservation and Analysis for Monitoring Non -Visible Pollutants Minimum Maximum Constituent Analytical Method Sample Sample Containers Sample Preservation Reporting Holding Volume Limit Time Notes: °C —Degrees Celsius, BOD — Biochemical Oxygen Demand, COD — Chemical Oxygen Demand, DO — Dissolved Oxygen, EPA — Environmental Protection Agency, HCI — Hydrochloric Acid, HNO3 — Nitric Acid, L — Liter, mg/L — Milligrams per Liter pg/L — Micrograms per Liter mL — Milliliter PCB — Polychlorinated Biphenyl SVOC — Semi -Volatile Organic Compound SM — Standard Method H2SO4 — Sulfuric Acid VOA — Volatile Organic Analysis VOC — Volatile Organic Compound CIP 16102 SWPPP 51 June 2017 7.7.1.7 Data Evaluation and Reporting The QSP shall complete an evaluation of the water quality sample analytical results. Runoff/downgradient results shall be compared with the associated upgradient/unaffected results and any associated run-on results. Should the runoff/downgradient sample show an increased level of the tested analyte relative to the unaffected background sample, which cannot be explained by run-on results, the BMPs, site conditions, and surrounding influences shall be assessed to determine the probable cause for the increase. As determined by the site and data evaluation, appropriate BMPs shall be repaired or modified to mitigate discharges of non-visible pollutant concentrations. Any revisions to the BMPs shall be recorded as an amendment to the SWPPP. The General Permit prohibits the storm water discharges that contain hazardous substances equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4. The results of any non-stormwater discharge results that indicate the presence of a hazardous substance in excess of established reportable quantities shall be immediately reported to the Regional Water Board and other agencies as required by 40 C.F.R. §§ 117.3 and 302.4. Results of non-visible pollutant monitoring shall be reported in the Annual Report. 7.7.2 Sampling and Analysis Plan for pH and Turbidity in Stormwater Runoff Discharges Sampling and analysis of runoff for pH and turbidity is not required for Risk Level 1 projects. Sampling and analysis of runoff for pH and turbidity is required for this project. This Sampling and Analysis Plan describes the strategy for monitoring turbidity and pH levels of stormwater runoff discharges from the project site and run-on that may contribute to an exceedance of a Numeric Action Level (NAL). Samples for turbidity will be collected from all drainage areas with disturbed soil areas and samples for pH will be collected from all drainage areas with a high risk of pH altering discharge. 7.7.2.1 Sampling Schedule Stormwater runoff samples shall be collected for turbidity from each day of a qualifying rain event that results in a discharge from the project site. At minimum, turbidity samples will be collected from each site discharge location draining a disturbed area. A minimum of three samples will be collected per day of discharge during a qualifying event. Samples should be representative of the total discharge from the project each day of discharge during the qualifying event. Typically representative samples will be spaced in time throughout the daily discharge event. Stormwater runoff samples shall be collected for pH from each day of qualifying rain events that result in a discharge from the project site. Note that pH samples are only required to be collected during project phases and from drainage areas with a high risk of pH altering discharge. A minimum of three samples will be collected per day of discharge during a qualifying event. Samples should be representative of the total discharge from the location each day of discharge CIP 16102 SWPPP 52 June 2017 during the qualifying event. Typically representative samples will be spaced in time throughout the daily discharge event. Stored or collected water from a qualifying storm event when discharged shall be tested for turbidity and pH (when applicable). Stored or collected water from a qualifying event may be sampled at the point it is released from the storage or containment area or at the site discharge location. Run-on samples shall be collected whenever the QSP identifies that run-on has the potential to contribute to an exceedance of a NAL [or the exceedance of a Receiving Water Monitoring Trigger] . 7.7.2.2 Sampling Locations Sampling locations are based on the site runoff discharge locations and locations where run-on enters the site; accessibility for sampling; and personnel safety. Planned pH and turbidity sampling locations are shown on the Site Maps in Appendix B and include the locations identified in Table 7.12 and Table 7-13. One (1) sampling location(s) on the project site and the contractor's yard have been identified for the collection of runoff samples. Table 7.10 also provides an estimate of the site's area that drains to each location. Table 7.10 Turbidity and pH Runoff Sample Locations Sample Location Sample Location Estimate of Site Number Sample Location [Factor] (%) C1 TBD [Enter Percent] Two (2) sampling locations have been identified for the collection of run-on samples where the run-on has the potential to contribute to an exceedance of an NAL or a Receiving Water Monitoring Trigger. Table 7.11 identifies the run-on sample locations. Table 7.11 Turbidity and pH Run -On Sample Locations Sample Location Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) 33.4921 R1 At Paseo De La Paz -117.6795 33.4930 R2 At St. Sta. 21+90 -117.6784 CIP 16102 SWPPP 53 June 2017 7.7.2.3 Monitoring Preparation Turbidity and pH samples will be collected and analyzed by: Contractor ❑ Yes ❑ No Consultant ❑ Yes ❑ No Laboratory ❑ Yes ❑ No Samples on the project site will be collected by the following contractor sampling personnel: Name/Telephone Number: Altemate(s)/Telephone Number: _ An adequate stock of monitoring supplies and equipment for monitoring turbidity and will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. Sampling personnel will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, field meters, extra batteries; clean powder -free nitrile gloves, sample collection equipment, appropriate sample containers, paper towels, personal rain gear, and Effluent Sampling Field Log Sheets and CoC forms provided in CSMP Attachment 3 "Example Forms". The contractor will obtain and maintain the field testing instruments, as identified in Section 7.7.2.6, for analyzing samples in the field by contractor sampling personnel. Samples on the project site will be collected by the following [specify laboratory or environmental consultant]: Company Name: i Street Address: _ City, State, Zip: _ Telephone Number: _ Point of Contact: _ Name of Sampler(s): Name of Alternate(s): The QSP or his/her designee will contact [specify name of laboratory or environmental consultant] 24 hours prior to a predicted rain event or for an unpredicted event, as soon as a rain event begins to ensure that adequate sample collection personnel, supplies for monitoring pH and turbidity are available and will be mobilized to collect samples on the project site in accordance with the sampling schedule. 7.7.2.4 Field Parameters Samples shall be analyzed for the constituents indicated in the Table 7.12. CIP 16102 SWPPP 54 June 2017 Table 7.12 Sample Collection and Analysis for Monitoring Turbidity and pH 7.7.2.5 Sample Collection Samples of discharge shall be collected at the designated runoff and run-on sampling locations shown on the Site Maps in Appendix B. Run-on samples shall be collected within close proximity of the point of run-on to the project. Only personnel trained in water quality sampling and field measurements working under the direction of the QSP shall collect samples. Sample collection and handling requirements are described in Section 7.7.7. 7.7.2.6 Field Measurements Samples collected for field analysis, collection, analysis and equipment calibration shall be in accordance with the field instrument manufacturer's specifications. Immediately following collection, samples for field analysis shall be tested in accordance with the field instrument manufacturer's instructions and results recorded on the Effluent Sampling Field Log Sheet. The field instrument(s) listed in Table 7.13 will be used to analyze the following constituents: Table 7.13 Field Instruments Field Instrument Constituent (Manufacturer and Model) pH Turbidity CIP 16102 SWPPP 55 June 2017 Minimum Sample Collection Detection Parameter Test Method Sample Container Type Limit Volume(' (minimum) Field meter/probe with Polypropylene or Glass Turbidity calibrated portable instrument 500 mL (Do not collect in meter 1 NTU sample cells) Field meter/probe with pH calibrated portable instrument 100 mL Polypropylene 0.2 pH units or calibrated pH test kit Notes: 1 Minimum sample volume recommended. Specific volume requirements will vary by instrument; check instrument manufacturer instructions. L — Liter mL — Milliliter NTU — Nephelometric Turbidity Unit 7.7.2.5 Sample Collection Samples of discharge shall be collected at the designated runoff and run-on sampling locations shown on the Site Maps in Appendix B. Run-on samples shall be collected within close proximity of the point of run-on to the project. Only personnel trained in water quality sampling and field measurements working under the direction of the QSP shall collect samples. Sample collection and handling requirements are described in Section 7.7.7. 7.7.2.6 Field Measurements Samples collected for field analysis, collection, analysis and equipment calibration shall be in accordance with the field instrument manufacturer's specifications. Immediately following collection, samples for field analysis shall be tested in accordance with the field instrument manufacturer's instructions and results recorded on the Effluent Sampling Field Log Sheet. The field instrument(s) listed in Table 7.13 will be used to analyze the following constituents: Table 7.13 Field Instruments Field Instrument Constituent (Manufacturer and Model) pH Turbidity CIP 16102 SWPPP 55 June 2017 The manufacturers' instructions are included in CSMP Attachment 4 "Field Meter Instructions". Field sampling staff shall review the instructions prior to each sampling event and follow the instructions in completing measurement of the samples. • The instrument(s) shall be maintained in accordance with manufacturer's instructions. • The instrument(s) shall be calibrated before each sampling and analysis event. • Maintenance and calibration records shall be maintained with the SWPPP. The QSP may authorize alternate equipment provided that the equipment meets the Construction General Permit's requirements and the manufacturers' instructions for calibration and use are added to CSMP Attachment 4 "Field Meter Instructions". 7.7.2.7 Data Evaluation and Reporting Immediately upon completing the measurements for the sampling event, provide the Effluent Sampling Field Log Sheets to the QSP for evaluation. Numeric Action Levels This project is subject to NALs for pH and turbidity (Table 7.14). Compliance with the NAL for PH and turbidity is based on a daily average. Upon receiving the field log sheets, the QSP shall immediately calculate the arithmetic average of the turbidity samples, and the logarithmic average of the pH samples' to determine if the NALs, shown in the table below, have been exceeded. Table 7.14 Numeric Action Levels Parameter Unit Daily Average PH Lower NAL = 6.5 PH units Upper NAL = 8.5 Turbidity NTU 250 NTU The QSP shall within three (3) days of the sample collection submit copies of the completed Effluent Sampling Field Log Sheets to City of San Juan Capistrano Inspector. In the event that the pH or turbidity NAL is exceeded, the QSP shall immediately notify City of San Juan Capistrano Inspector and investigate the cause of the exceedance and identify corrective actions. Exceedances of NALs shall be electronically reported to the State Water Board by City of San Juan Capistrano Inspector through the SMARTS system within 10 days of the conclusion of the storm event. If requested by the Regional Board, a NAL Exceedance report will be submitted. The NAL Exceedance Report must contain the following information: • Analytical method(s), method reporting unit(s), and MDL(s) of each parameter; Daily average pH values must be calculated through the logarithmic method. In order to calculate an average, you must: (1) Convert the pH measurements from logarithms to real numbers; (2) Take the average of the real numbers; and (3) Convert the average of the real numbers back to a logarithm. CIP 16102 SWPPP 56 June 2017 • Date, place, time of sampling, visual observation, and/or measurements, including precipitation; and • Description of the current BMPs associated with the sample that exceeded the NAL and the proposed corrective actions taken. Receiving Water Monitoring Triggers This project is not subject to Receiving Water Monitoring Triggers because it does not have a direct discharge to the receiving water. 7.7.3 Sampling and Analysis Plan for pH, Turbidity, and SSC in Receiving Water This project is not subject to Receiving Water Monitoring. 7.7.4 Sampling and Analysis Plan for Non-Stormwater Discharges This Sampling and Analysis Plan for non-stormwater discharges describes the sampling and analysis strategy and schedule for monitoring pollutants in authorized and unauthorized non-stormwater discharges from the project site in accordance with the requirements of the Construction General Permit. Sampling of non-stormwater discharges will be conducted when an authorized or unauthorized non-stormwater discharge is observed discharging from the project site. In the event that non-stormwater discharges run-on to the project site from offsite locations, and this run-on has the potential to contribute to a violation of a NAL, the run-on will also be sampled. The following authorized non-stormwater discharges identified in Section 2.7, have the potential to be discharged from the project site. • Fire Fighting Activities In addition to the above authorized stormwater discharges, some construction activities have the potential to result in an unplanned (unauthorized) non-stormwater discharge if BMPs fail. These activities include: • None 7.7.4.1 Sampling Schedule Samples of authorized or unauthorized non-stormwater discharges shall be collected when they are observed. CIP 16102 SWPPP 57 June 2017 7.7.4.2 Sampling Locations Samples shall be collected from the discharge point of the construction site where the non-stormwater discharge is running off the project site. Site discharge locations are shown on the Site Maps in SWPPP Appendix A and include the locations identified below. One (1) sampling location(s) on the project site and the contractor's yard have been identified where non-stormwater discharges may runoff from the project site. (Table 7.15) Table 7.15 Non-stormwater Discharge Sample Locations Sample Location Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) [Enter Latitude] CI TBD [Enter Longitude] [Enter Latitude] [Enter Number] [Enter Location] [Enter Longitude] Two (2) sampling locations have been identified for the collection of non-stormwater discharges that run-on to the project site (Table 7.16). Table 7.16 Non-stormwater Run-on Sample Locations Sample Location Sample Location Latitude and Number Sample Location Longitude (Decimal Degrees) 33.4921 R1 At Paseo De La Paz -117.6795 33.4930 R2 At St. Sta. 21+90 -117.6784 7.7.4.3 Monitoring Preparation Non-stormwater discharge samples will be collected by: Contractor ❑ Yes ❑ No Consultant ❑ Yes ❑ No Laboratory ❑ Yes ❑ No Samples on the project site will be collected by the following contractor sampling personnel: Name/Telephone Number: Alternate(s)/Telephone Number: _ CIP 16102 SWPPP 58 June 2017 An adequate stock of monitoring supplies and equipment for monitoring non-stormwater discharges will be available on the project site. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. Personnel trained in sampling will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, clean powder -free nitrile gloves, sample collection equipment, field meters, coolers, appropriate number and volume of sample bottles, identification labels, re -sealable storage bags, paper towels, personal rain gear, ice, and Effluent Sampling Field Log Sheets and CoC forms provided in CSMP Attachment 3 "Example Forms". The contractor will obtain and maintain the field testing instruments, as identified in Section 7.7.2, for analyzing samples in the field by contractor sampling personnel. Samples on the project site will be collected by the following [specify laboratory or environmental consultant]: Company Name: _ Street Address: _ City, State Zip: _ Telephone Number: _ Point of Contact: _ Name of Sampler(s): _ Name of Alternate(s): The QSP or his/her designee will contact [specify name of laboratory or environmental consultant], 24 hours prior to a planned non-stormwater discharge or as soon as an unplanned non-stormwater discharge is observed to ensure that adequate sample collection personnel, supplies for non-stormwater discharge monitoring are available and will be mobilized to collect samples on the project site in accordance with the sampling schedule. 7.7.4.4 Analytical Constituents All non-stormwater discharges that flow through a disturbed area shall, at minimum, be monitored for turbidity. All non-stormwater discharges that flow through an area where they are exposed to pH altering materials shall be monitored for pH. The QSP shall identify additional pollutants to be monitored for each non-stormwater discharge incident based on the source of the non-stormwater discharge. If the source of an unauthorized non-stormwater discharge is not known, monitoring for pH, turbidity, MBAS, TOC, and residual chlorine or chloramines is recommended to help identify the source of the discharge. Non-stormwater discharge run-on shall be monitored, at minimum, for pH and turbidity. The QSP shall identify additional pollutants to be monitored for each non-stormwater discharge incident based on the source of the non-stormwater discharge. If the source of an unauthorized CIP 16102 SWPPP 59 June 2017 non-stormwater discharge is not known, monitoring for pH, turbidity, MBAS, TOC, and residual chlorine or chloramines is recommended to help identify the source of the discharge. Table 7.17 lists the specific sources and types of potential non-visible pollutants on the project site and the water quality indicator constituent(s) for that pollutant. Table 7.17 Potential Non-Stormwater Discharge Pollutants and Water Quality Indicator Constituents Pollutant Source Pollutant Fater Quality Indicator Constituent Disturbed Areas Sediment Turbidity Concrete Work pH pH Asphalt Work VOCs Concrete/Masonry Work Acids pH Bleaches Residual Chlorine TSP Phosphate Solvents VOCs, SVOCs Detergents MBAS Sanitary Waste BOD, Total/Fecal Coliform Soil Preparation/Dust Control TKN, NO3, BOD, COD, DOC, Sulfate, Ni, TDS, Alkalinity Vehicle and Equipment Use Batteries Sulfuric Acid, Pb, pH 7.7.4.5 Sample Collection Samples shall be collected at the discharge locations where the non-stormwater discharge is leaving the project site. Potential discharge locations are shown on the Site Maps in Appendix B and identified in Section 7.7.4.2. Grab samples shall be collected and preserved in accordance with the methods identified in Table 7.23. Only personnel trained in water quality sampling under the direction of the QSP shall collect samples. Sample collection and handling requirements are described in Section 7.7.7. 7.7.4.6 Sample Analysis Samples shall be analyzed using the analytical methods identified in Table 7.18. CIP 16102 SWPPP 60 June 2017 7.7.4.7 Data Evaluation and Reporting The QSP shall complete an evaluation of the water quality sample analytical results. Turbidity and pH results shall be evaluated for compliance with NALs as identified in Section 7.7.2.7. Runoff results shall also be evaluated for the constituents suspected in the non-stormwater discharge. Should the runoff sample indicate the discharge of a pollutant which cannot be explained by run-on results, the BMPs, site conditions, and surrounding influences shall be assessed to determine the probable cause for the increase. As determined by the site and data evaluation, appropriate BMPs shall be repaired or modified to mitigate discharges of non-visible pollutant concentrations. Any revisions to the BMPs shall be recorded as an amendment to the SWPPP. Non -storm water discharge results shall be submitted with the Annual Report. The General Permit prohibits the non -storm water discharges that contain hazardous substances equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4. The results of any non-stormwater discharge results that indicate the presence of a hazardous substance in excess of established reportable quantities shall be immediately reported to the Regional Water Board. CIP 16102 SWPPP 61 June 2017 Table 7.18 Sample Collection, Preservation and Analysis for Monitoring Pollutants in Non-Stormwater Discharges CIP 16102 SWPPP 62 June 2017 Minimum Reporting Maximum Constituent Analytical Method Sample Sample Bottle Sample Preservation Limit Holding Volume Time VOCs-Silvents EPA 8260B 3x40m1 VOA -Glass e at 4°C , HCl to 1 ug/L 14 Days pSttoo SVOCs EPA 8270C 1x1L Glass -Amber Store at 4°C 10 ug/L 7 Days Pesticides/PCBs EPA 8081A/8082 1x1L Glass -Amber Store at 4°C 0.1 ug/L 7 Days Herbicides EPA 8151A 1x1L Glass -Amber Store at 4°C Check Lab 7 Days BOD EPA 405.1 1x500m1 Polypropylene Store at 4°C I mg/L 48 Hours Store at 4°C , H2SO4 to COD EPA 410.4 lx250ml Glass -Amber pH<2 5 m /L g 28 Da Y s DO SM 4500-0 G 1x250ml Glass -Amber Store at 4°C Check Lab 8 Hours pH Field Test 1x100ml Polypropylene None Unit less 15 Minutes Alkalinity SM 2320B 1x250ml Polypropylene Store at 4°C lmg/L 14 Days Store at 4°C , HNO3 to Metals (Non -Chromium VI) EPA 6010B/7470A 1x250ml Polypropylene pH<2 0.1 mg/L 6 Months Metals (Chromium IV) EPA 7199 Ix500m1 Polypropylene Store at 4°C lug/L 24 Hours CIP 16102 SWPPP 62 June 2017 Table 7.18 Sample Collection, Preservation and Analysis for Monitoring Pollutants in Non-Stormwater Discharges Minimum Maximum Constituent Analytical Method Sample Sample Bottle Sample Preservation Reporting Holding Volume Limit Time Notes: °C — Degrees Celsius, BOD — Biochemical Oxygen Demand, COD — Chemical Oxygen Demand, DO — Dissolved Oxygen, EPA — Environmental Protection Agency, HCI — Hydrochloric Acid, HNO3 — Nitric Acid, L — Liter, mg/L — Milligrams per Liter pg/L — Micrograms per Liter mL — Milliliter PCB — Polychlorinated Biphenyl SVOC — Semi -Volatile Organic Compound SM — Standard Method H2SO4 — Sulfuric Acid VOA — Volatile Organic Analysis VOC — Volatile Organic Compound CIP 16102 SWPPP 63 June 2017 7.7.5 Sampling and Analysis Plan for Other Pollutants Required by the Regional Water Board The Regional Water Board has not specified monitoring for additional pollutants. 7.7.6 Training of Sampling Personnel Sampling personnel shall be trained to collect, maintain, and ship samples in accordance with the Surface Water Ambient Monitoring program (SWAMP) 2008 Quality Assurance Program Plan (QAPrP). Training records of designated contractor sampling personnel are provided in Appendix K. The stormwater sampler(s) and alternate(s) have received the following stormwater sampling training: Name Training _ INSERT LIST OF TRAINING COURSES _ INSERT LIST OF TRAINING COURSES The stormwater sampler(s) and alternates have the following stormwater sampling experience: Name Experience _ INSERT LIST OF STORMWATER SAMPLING EXPERIENCE INSERT LIST OF STORMWATER SAMPLING EXPERIENCE 7.7.7 Sample Collection and Handling 7.7.7.1 Sample Collection Samples shall be collected at the designated sampling locations shown on the Site Maps and listed in the preceding sections. Samples shall be collected, maintained and shipped in accordance with the SWAMP 2008 Quality Assurance Program Plan (QAPrP). Grab samples shall be collected and preserved in accordance with the methods identified in preceding sections. To maintain sample integrity and prevent cross -contamination, sample collection personnel shall follow the protocols below. • Collect samples (for laboratory analysis) only in analytical laboratory -provided sample containers; • Wear clean, powder -free nitrile gloves when collecting samples; • Change gloves whenever something not known to be clean has been touched; • Change gloves between sites; CIP 16102 SWPPP 64 June 2017 • Decontaminate all equipment (e.g. bucket, tubing) prior to sample collection using a trisodium phosphate water wash, distilled water rinse, and final rinse with distilled water. (Dispose of wash and rinse water appropriately, i.e., do not discharge to storm drain or receiving water). Do not decontaminate laboratory provided sample containers; • Do not smoke during sampling events; • Never sample near a running vehicle; • Do not park vehicles in the immediate sample collection area (even non -running vehicles); • Do not eat or drink during sample collection; and • Do not breathe, sneeze, or cough in the direction of an open sample container. The most important aspect of grab sampling is to collect a sample that represents the entire runoff stream. Typically, samples are collected by dipping the collection container in the runoff flow paths and streams as noted below. i. For small streams and flow paths, simply dip the bottle facing upstream until full. ii. For larger stream that can be safely accessed, collect a sample in the middle of the flow stream by directly dipping the mouth of the bottle. Once again making sure that the opening of the bottle is facing upstream as to avoid any contamination by the sampler. iii. For larger streams that cannot be safely waded, pole -samplers may be needed to safely access the representative flow. iv. Avoid collecting samples from ponded, sluggish or stagnant water. V. Avoid collecting samples directly downstream from a bridge as the samples can be affected by the bridge structure or runoff from the road surface. Note, that depending upon the specific analytical test, some containers may contain preservatives. These containers should never be dipped into the stream, but filled indirectly from the collection container. SSC samples should be taken as a normal grab sample, where the bottle is submerged facing upstream and filled. SSC samples need to be collected in a separate bottle because the analysis requires the entire volume of the bottle. Do not collect in a larger container and partition into the laboratory sample container. 7.7.7.2 Sample Handling Turbidity and pH measurements must be conducted immediately. Do not store turbidity or pH samples for later measurement. Samples for laboratory analysis must be handled as follows. Immediately following sample collection: • Cap sample containers; • Complete sample container labels; • Sealed containers in a re -sealable storage bag; • Place sample containers into an ice -chilled cooler; • Document sample information on the Effluent Sampling Field Log Sheet; and • Complete the CoC. CIP 16102 SWPPP 65 June 2017 All samples for laboratory analysis must be maintained between 0-6 degrees Celsius during delivery to the laboratory. Samples must be kept on ice, or refrigerated, from sample collection through delivery to the laboratory. Place samples to be shipped inside coolers with ice. Make sure the sample bottles are well packaged to prevent breakage and secure cooler lids with packaging tape. Ship samples that will be laboratory analyzed to the analytical laboratory right away. Hold times are measured from the time the sample is collected to the time the sample is analyzed. The General Permit requires that samples be received by the analytical laboratory within 48 hours of the physical sampling (unless required sooner by the analytical laboratory). Laboratory Name: Address: _ City, State Zip: _ Telephone Number: _ Point of Contact: 7.7.7.3 Sample Documentation Procedures All original data documented on sample bottle identification labels, Effluent Sampling Field Log Sheet, and CoCs shall be recorded using waterproof ink. These shall be considered accountable documents. If an error is made on an accountable document, the individual shall make corrections by lining through the error and entering the correct information. The erroneous information shall not be obliterated. All corrections shall be initialed and dated. Duplicate samples shall be identified consistent with the numbering system for other samples to prevent the laboratory from identifying duplicate samples. Duplicate samples shall be identified in the Effluent Sampling Field Log Sheet. Sample documentation procedures include the following: Sample Bottle Identification Labels: Sampling personnel shall attach an identification label to each sample bottle. Sample identification shall uniquely identify each sample location. Field Log Sheets: Sampling personnel shall complete the Effluent Sampling Field Log Sheet and Receiving Water Sampling Field Log Sheet for each sampling event, as appropriate. Chain of Custody: Sampling personnel shall complete the CoC for each sampling event for which samples are collected for laboratory analysis. The sampler will sign the CoC when the sample(s) is turned over to the testing laboratory or courier. 7.8 Active Treatment System Monitoring An Active Treatment System (ATS) will be deployed on the site? ❑ Yes ® No This project does not require a project specific Sampling and Analysis Plan for an ATS because deployment of an ATS is not planned. CIP 16102 SWPPP 66 June 2017 7.9 Bioassessment Monitoring This project is not subject to bioassessment monitoring because it is not a Risk Level 3 project. This project is Risk Level 3 ❑ Yes ® No This project will disturb more than30 acres ❑ Yes ® No This project directly discharges runoff to a freshwater wadeable ❑ Yes ® No stream (or streams) that is either: a) Listed by the State Water Board or EPA as impaired due to sediment or is tributary to any downstream waterbody that Elis listed for sediment impairments or b) Has the beneficial uses of SPAWN and COLD and ❑ MIGRATORY This project is not subject to bioassessment monitoring because it does not meet both of the permit specified trigger requirements. 7.10 Watershed Monitoring Option This project is not participating in a watershed monitoring option. 7.11 Quality Assurance and Quality Control An effective Quality Assurance and Quality Control (QA/QC) plan shall be implemented as part of the CSMP to ensure that analytical data can be used with confidence. QA/QC procedures to be initiated include the following: • Field logs; • Clean sampling techniques; • CoCs; • QA/QC Samples; and • Data verification. Each of these procedures is discussed in more detail in the following sections. 7.11.1 Field Logs The purpose of field logs is to record sampling information and field observations during monitoring that may explain any uncharacteristic analytical results. Sampling information to be included in the field log include the date and time of water quality sample collection, sampling personnel, sample container identification numbers, and types of samples that were collected. Field observations should be noted in the field log for any abnormalities at the sampling location (color, odor, BMPs, etc.). Field measurements for pH and turbidity should also be recorded in CIP 16102 SWPPP 67 June 2017 the field log. A Visual Inspection Field Log, an Effluent Sampling Field Log Sheet, are included in CSMP Attachment 3 "Example Forms". 7.11.2 Clean Sampling Techniques Clean sampling techniques involve the use of certified clean containers for sample collection and clean powder -free nitrile gloves during sample collection and handling. As discussed in Section 7.7.7, adoption of a clean sampling approach will minimize the chance of field contamination and questionable data results. 7.11.3 Chain of Custody The sample CoC is an important documentation step that tracks samples from collection through analysis to ensure the validity of the sample. Sample CoC procedures include the following: • Proper labeling of samples; • Use of CoC forms for all samples; and • Prompt sample delivery to the analytical laboratory. Analytical laboratories usually provide CoC forms to be filled out for sample containers. An example CoC is included in CSMP Attachment 3 "Example Forms". 7.11.4 QA/QC Samples QA/QC samples provide an indication of the accuracy and precision of the sample collection; sample handling; field measurements; and analytical laboratory methods. The following types of QA/QC will be conducted for this project: ® Field Duplicates at a frequency of [5 percent or I duplicate minimum per sampling event] (Required for all sampling plans with field measurements or laboratory analysis) ❑ Equipment Blanks at a frequency of [Insert frequency required by method] (Only needed if equipment used to collect samples could add the pollutants to sample) ❑ Field Blanks at a frequency of [Insert frequency required by method] (Only required if sampling method calls for field blanks) ❑ Travel Blanks at a frequency of [Insert frequency required by method] (Required for sampling plans that include VOC laboratory analysis) 7.11.4.1 Field Duplicates Field duplicates provide verification of laboratory or field analysis and sample collection. Duplicate samples shall be collected, handled, and analyzed using the same protocols as primary samples. The sample location where field duplicates are collected shall be randomly selected from the discharge locations. Duplicate samples shall be collected immediately after the primary sample has been collected. Duplicate samples must be collected in the same manner and as close in time as possible to the original sample. Duplicate samples shall not influence any evaluations or conclusion. CIP 16102 SWPPP 68 June 2017 7.11.4.2 Equipment Blanks Equipment blanks provide verification that equipment has not introduced a pollutant into the sample. Equipment blanks are typically collected when: • New equipment is used; • Equipment that has been cleaned after use at a contaminated site; • Equipment that is not dedicated for surface water sampling is used; or • Whenever a new lot of filters is used when sampling metals. 7.11.4.3 Field Blanks Field blanks assess potential sample contamination levels that occur during field sampling activities. De-ioninzed water field blanks are taken to the field, transferred to the appropriate container, and treated the same as the corresponding sample type during the course of a sampling event. 7.11.4.4 Travel Blanks Travel blanks assess the potential for cross -contamination of volatile constituents between sample containers during shipment from the field to the laboratory. De-ioninzed water blanks are taken along for the trip and held unopened in the same cooler with the VOC samples. 7.11.5 Data Verification After results are received from the analytical laboratory, the QSP shall verify the data to ensure that it is complete, accurate, and the appropriate QA/QC requirements were met. Data must be verified as soon as the data reports are received. Data verification shall include: • Check the CoC and laboratory reports. Make sure all requested analyses were performed and all samples are accounted for in the reports. • Check laboratory reports to make sure hold times were met and that the reporting levels meet or are lower than the reporting levels agreed to in the contract. • Check data for outlier values and follow up with the laboratory. Occasionally typographical errors, unit reporting errors, or incomplete results are reported and should be easily detected. These errors need to be identified, clarified, and corrected quickly by the laboratory. The QSP should especially note data that is an order of magnitude or more different than similar locations, or is inconsistent with previous data from the same location. • Check laboratory QA/QC results. EPA establishes QA/QC checks and acceptable criteria for laboratory analyses. These data are typically reported along with the sample results. The QSP shall evaluate the reported QA/QC data to checkfor contamination (method, field, and equipment blanks), precision (laboratory matrix spike duplicates), and accuracy (matrix spikes and laboratory control samples). When QA/QC checks are outside acceptable ranges, the laboratory must flag the data, and usually provides an explanation of the potential impact to the sample results. CIP 16102 SWPPP 69 June 2017 • Check the data set for outlier values and, accordingly, confirm results and re -analyze samples where appropriate. Sample re -analysis should only be undertaken when it appears that some part of the QA/QC resulted in a value out of the accepted range. Sample results may not be discounted unless the analytical laboratory identifies the required QA/QC criteria were not met and confirms this in writing. Field data including inspections and observations must be verified as soon as the field logs are received, typically at the end of the sampling event. Field data verification shall include: • Check field logs to make sure all required measurements were completed and appropriately documented; • Check reported values that appear out of the typical range or inconsistent; Follow-up immediately to identify potential reporting or equipment problems, if appropriate, recalibrate equipment after sampling; • Verify equipment calibrations; • Review observations noted on the field logs; and • Review notations of any errors and actions taken to correct the equipment or recording errors. 7.12 Records Retention All records of stormwater monitoring information and copies of reports (including Annual Reports) must be retained for a period of at least three years from date of submittal or longer if required by the Regional Water Board. Results of visual monitoring, field measurements, and laboratory analyses must be kept in the SWPPP along with CoCs, and other documentation related to the monitoring. Records are to be kept onsite while construction is ongoing. Records to be retained include: • The date, place, and time of inspections, sampling, visual observations, and/or measurements, including precipitation; • The individual(s) who performed the inspections, sampling, visual observation, and/or field measurements; • The date and approximate time of field measurements and laboratory analyses; • The individual(s) who performed the laboratory analyses; • A summary of all analytical results, the method detection limits and reporting limits, and the analytical techniques or methods used; • Rain gauge readings from site inspections; • QA/QC records and results; • Calibration records; • Visual observation and sample collection exemption records; • The records of any corrective actions and follow-up activities that resulted from analytical results, visual observations, or inspections; and • [NAL Exceedance Reports]. CIP 16102 SWPPP 70 June 2017 CSMP Attachment 1: Weather Reports CIP 16102 SWPPP 71 June 2017 CIP 16102 SWPPP 72 June 2017 CSMP Attachment 2: Monitoring Records CIP 16102 SWPPP 73 June 2017 CIP 16102 SWPPP 74 June 2017 CSMP Attachment 3: Example Forms CIP 16102 SWPPP 75 June 2017 CIP 16102 SWPPP 76 June 2017 Rain Gauge Log Sheet Construction Site Name: WDID M Date Time Initials Rainfall Depth Notes: (mm/dd/yy) (24 -hr) (Inches) CIP 16102 SWPPP 77 June 2017 Risk Level 1, 2, 3 Visual Inspection Field Log Sheet Date and Time of Inspection: Report Date: Inspection Type: ❑ Weekly ❑ Before predicted rain ❑ During rain event ❑ Following qualifying rain event ❑ Contained stormwater release ❑ Quarterly non - stormwater Site Information Construction Site Name: Construction stage and completed activities: Approximate area of exposed site: Weather and Observations Date Rain Predicted to Occur: Predicted % chance of rain: Estimate storm beginning: Estimate storm duration: (hours) Estimate time since last storm: da s or hours Rain gauge reading: (inches) (date and time) Observations: If yes identify location Odors Yes ❑ No ❑ Floating material Yes ❑ No ❑ Suspended Material Yes ❑ No ❑ Sheen Yes ❑ No ❑ Discolorations Yes ❑ No ❑ Turbidity Yes ❑ No ❑ Site Inspections Outfalls or BMPs Evaluated Deficiencies Noted add additional sheets or attached detailed BMP Inspection Checklists Photos Taken: Yes ❑ No ❑ Photo Reference IDs: Corrective Actions Identified (note if SWPPP/REAP change is needed) Inspector Information Inspector Name: Inspector Title: Signature: Date: CIP 16102 SWPPP 78 June 2017 CIP 16102 SWPPP 79 June 2017 Risk Level 2 Effluent Sampling Field Log Sheets Construction Site Name: Date: Time Start: Sampler: Sampling Event Type: ❑ Stormwater ❑ Non-stormwater ❑ Non-visible pollutant Field Meter Calibration pH Meter ID No./Desc.: Calibration Date/Time: Turbidity Meter ID No./Desc.: Calibration Date/Time: Field pH and Turbidity Measurements Discharge Location Description pH Turbidity Time Grab Samples Collected Discharge Location Description Sample Type Time Additional Sampling Notes: Time End: CIP 16102 SWPPP 79 June 2017 CIP 16102 SWPPP 80 June 2017 Risk Level 3 Effluent Sampling Field Log Sheets Construction Site Name: Date: Time Start: Sampler: Sampling Event Type: ❑ Stormwater ❑ Non-stormwater ❑ Non-visible pollutant Field Meter Calibration pH Meter ID No./Desc.: Calibration Date/Time: Turbidity Meter ID No./Desc.: Calibration Date/Time: Field pH and Turbidity Measurements Discharge Location Description pH Turbidity Time Grab Samples Collected Discharge Location Description Other (specify) Time Additional Sampling Notes: Time End: CIP 16102 SWPPP 80 June 2017 Receiving Risk Level 3 Water Sampling Field Log Sheets Construction Site Name: Date: Time Start: Sampler: Receiving Water Description and Observations Receiving Water Name/ID: Observations: Odors Yes ❑ No ❑ Floating material Yes ❑ No ❑ Suspended Material Yes ❑ No ❑ Sheen Yes ❑ No ❑ Discolorations Yes ❑ No ❑ Turbidity Yes ❑ No ❑ Field Meter Calibration pH Meter ID No./Desc.: Calibration Date/Time: Turbidity Meter ID No./Desc.: Calibration Date/Time: Field pH and Turbidity Measurements and SSC Grab Sample Upstream Location Type Result Time Notes pH Turbidity SSC Collected Yes ❑No❑ Downstream Location Type Result Time Notes pH Turbidity SSC Collected Yes ❑No❑ Additional Sampling Notes: Time End: CIP 16102 SWPPP 81 June 2017 NAL Exceedance Evaluation Summary Report Page _ of Project Name Project WDID Project Location Date of Exceedance NAL Daily Average ❑ pH ❑ Turbidity Type of Exceedance ❑ Other (specify) ❑ Field meter (Sensitivity: ) Measurement or ❑Lab method (specify) Analytical Method (Reporting Limit: ) (MDL: ) pH pH units ❑ Calculated Daily Average ❑ Turbidity NTU Rain Gauge inches Measurement Compliance Storm inches (5 -year, 24-hour event) Event Visual Observations on Day of Exceedance CIP 16102 SWPPP 82 June 2017 NAL Exceedance Evaluation Summary Report Page _ of Description of BMPs in Place at Time of Event Initial Assessment of Cause Corrective Actions Taken (deployed after exceedance) Additional Corrective Actions Proposed Report Completed By (Print Name, Title) Signature CIP 16102 SWPPP 83 June 2017 CHAIN -OF -CUSTODY DATE: Lab ID: DESTINATION LAB: ATTN: ADDRESS: Office Phone: Cell Phone: REQUESTED ANALYSIS Notes: SAMPLED BY: Contact: Project Name Client Sample ID Sample Date Sample Time Sample Matrix Container # Type Pres. SENDER COMMENTS: RELINQUISHED BY Signature: Print: Company: Date: TIME: LABORATORY COMMENTS: RECEIVED BY Signature: Print: Company: Date: TIME: CASQA SWPPP Template 84 July 2012 CSMP Attachment 4: Field Meter Instructions CASQA SWPPP Template 85 July 2012 CASQA SWPPP Template 86 July 2012 CSMP Attachment 5: Supplemental Information CASQA SWPPP Template 87 July 2012 CASQA SWPPP Template 88 July 2012 Section 8 References Project Plans and Specifications No. [Insert Number] dated [insert date], prepared by [entity preparing plans and specifications] State Water Resources Control Board (2009). Order 2009-0009-DWQ, NPDES General Permit No. CAS000002: National Pollutant Discharges Elimination System (NPDES) California General Permit for Storm Water Discharge Associated with Construction and Land Disturbing Activities. Available on-line at: http://www.waterboards.ca.gov/water issues/pro,grams/stormwater/construction.shtml. State Water Resources Control Board (2010). Order 2010-0014-DWQ, NPDES General Permit No. CAS000002: National Pollutant Discharges Elimination System (NPDES) California General Permit for Storm Water Discharge Associated with Construction and Land Disturbing Activities. Available on-line at: http://www.waterboards.ca.gov/water issues/programs/stormwater/construction.shtml. State Water Resources Control Board (2012). Order 2012-0006-DWQ, NPDES General Permit No. CAS000002: National Pollutant Discharges Elimination System (NPDES) California General Permit for Storm Water Discharge Associated with Construction and Land Disturbing Activities. Available on-line at: http://www.waterboards.ca.gov/water issues/programs/stormwater/construction.shtml. [Include additional references as needed] CASQA 2009, Stormwater BMP Handbook Portal: Construction, November 2009, www.casga.org CASQA SWPPP Template 89 January 2014 Appendix A: Calculations CASQA SWPPP Template 90 January 2014 A B C 1 Sediment Risk Factor Worksheet Entry 2 A) R Factor Analyses of data indicated that when factors other than rainfall are held constant, soil loss is directly proportional to a rainfall factor composed of total storm kinetic energy (E) times the maximum 30 -min intensity (130) (Wischmeier and Smith, 1958). The numerical value of R is the average annual sum of E130 for storm events during a rainfall record of at least 22 years. "Isoerodent" maps were developed based on R values calculated for more than 1000 locations in 3 the Western U.S. Refer to the link below to determine the R factor for the project site. httr):Hcfr)ub.er)a.gov/nr)des/stormwater/LEW/lewCalculator.cfm 4 5 R Factor Value 40.13 6 B) K Factor (weighted average, by area, for all site soils) The soil-erodibility factor K represents: (1) susceptibility of soil or surface material to erosion, (2) transportability of the sediment, and (3) the amount and rate of runoff given a particular rainfall input, as measured under a standard condition. Fine -textured soils that are high in clay have low K values (about 0.05 to 0.15) because the particles are resistant to detachment. Coarse-textured soils, such as sandy soils, also have low K values (about 0.05 to 0.2) because of high infiltration resulting in low runoff even though these particles are easily detached. Medium -textured soils, such as a silt loam, have moderate K values (about 0.25 to 0.45) because they are moderately susceptible to particle detachment and they produce runoff at moderate rates. Soils having a high silt content are especially susceptible to erosion and have high K values, which can exceed 0.45 and can be as large as 0.65. Silt -size particles are easily detached and tend to crust, producing high rates and large volumes of runoff. Use Site-specific data must 7 be submitted. Site-specific K factor guidance 8 9 (See attached map from California GIS Database) K Factor Value 0.17 10 C) LS Factor (weighted average, by area, for all slopes) The effect of topography on erosion is accounted for by the LS factor, which combines the effects of a hillslope-length factor, L, and a hillslope-gradient factor, S. Generally speaking, as hillslope length and/or hillslope gradient increase, soil loss increases. As hillslope length increases, total soil loss and soil loss per unit area increase due to the progressive accumulation of runoff in the downslope direction. As the hillslope gradient increases, the velocity and erosivity of runoff increases. Use the LS table located in separate tab of this spreadsheet to determine LS factors. 11 Estimate the weighted LS for the site prior to construction. LS Table 12 13 (See attached map from California GIS Database) LS Factor Value 2.4 14 15 Watershed Erosion Estimate (=RxKxLS) in tons/acre 16.37304 16 Site Sediment Risk Factor Low Sediment Risk: < 15 tons/acre Medium 1 17 18 Medium Sediment Risk: >=15 and <75 tons/acre 19 High Sediment Risk: >= 75 tons/acre 201 Receiving Water (RW) Risk Factor Worksheet Entry Score A. Watershed Characteristics yes/no A.1. Does the disturbed area discharge (either directly or indirectly) to a 303(d)-listed waterbody impaired by sediment? For help with impaired waterbodies please check the attached worksheet or visit the link below: 2006 Approved Sediment-impared WBs Worksheet http://www.waterboards.ca.gov/water_issues/programs/tmdl/303d_lists2006_epa.shtml No Low OR A.2. Does the disturbed area discharge to a waterbody with designated beneficial uses of SPAWN & COLD & MIGRATORY? http://www.ice.ucdavis.edu/geowbs/asp/wbquse.asp Combined Risk Level Matrix Sediment Risk L Low Medium ca Low Level1 Z a High Level ry Project Sediment Risk: Medium Project RW Risk: Low Project Combined Risk: High Level 2 Level 3 3/6/2017 Rainfall Erosivity Factor Calculator for Small Construction Sites I National Pollutant Discharge Elimination System (NPDES) I US EPA Facility Information • Start Date: 07/31/2017 • End Date: 05/31/2018 • Latitude: 33.4934 • Longitude: -117.6764 Erosivity Index Calculator Results An erosivity index value Of 40.13 has been determined for the construction period of 07/31/2017 - 05/31/2018. A rainfall erosivity factor of 5.0 or greater has been calculated for your site and period of construction. You do NOT qualify for a waiver from NPDES permitting requirements. Start Over Contact Us to ask a question, provide feedback, or report a problem. hftps://www.epa.gov/npdes/rainfall-erosivity-factor-calculator-small-construction-sites#getTool 3/5 �--� 2G16 Goo Goc�gle Earth � .�.. nt�.� `_= �- �� to ��zo�b at 33.49429006573ee <<a It e,p alt 4597ft 1 0 X46 CASQA SWPPP Template 91 January 2014 Appendix B: Site Maps CASQA SWPPP Template 92 January 2014 I 50. b -- - __-�AL capkztranm ICL fA vv &A f PROJECT LOCATIONS 2 -0 Vt U mi ;_1 S 7 - Ott V p" A TR I Q 4 Hmfrn -V\'� 2121 NAE LTON PARKWAY,SUITE200 VICINITY MAP SHEET: (SII\T RVINE,CA 92606 FIGURE 1 PHX(949) 6-0589588 DEL OBISPO STREET WIDENING ENGINEERING FAX X949) 863-0589 N. T.5. Consulting Civil Engineers and STORM WATER POLLUTION PREVENTION PLAN DATE: 06/27/17 Land Surveyors (SWPPP) DWG BY: JC T) U w 0 0 > w Q0 0 Lp i 0 0 v 0 cn 0 w 0 U) 0 72 0 0 Q co 0 0 �o 0 Ln i 0 E 0 .Q CD U E 0 U LEGEND loo EXISTING CONTOUR ELEC ELECTRIC 1. THE DIRECTOR OF CENTERLINE FH FIRE HYDRANT MODIFICATIONS TO RIGHT OF WAY INT INTERSECTION AB AGGREGATE BASE IVC IRRIGATION VAULT CONNECTION EC9 - EARTH DIKES AND DRAINAGE SWALES PA PLANTING AREA AC ASPHALT CONCRETE EC12 - STREAMBANK STABILIZATION EC13 - RESERVED PB PULL BOX ASPH ASPHALT EC16 - NON -VEGETATED STABILIZATION NS9 - VEHICLE AND EQUIPMENT FUELING PIV POST INDICATOR VALVE BW BACK OF WALK MAINTENANCE R/W RIGHT OF WAY CAB CABINET CONCRETE CURING SP SIGN POST C/L CENTER LINE NS1-CONCRETE FINISHING STA STATION C&G CURB & GUTTER CITY O F SAN JUAN C AP I S T RAN � NS14 - MATERIAL AND EQUIPMENT USE STLT STREET LIGHT CMB CRUSHED MISCELLANEOUS BASE PUBLIC WORKS AND UTILITIES DEPARTMENT SW SIDEWALK CONC CONCRETE TEL TELEPHONE CSPB CEMENT STABILIZED UTIL UTILITY PULVERIZED BASE NS16 - TEMPORARY BATCH PLANTS VLT VAULT DWY DRIVEWAY f1 r I r1 WM WATER METER EC EDGE OF CONCRETE M r' I- T 1 A 11 WVLT WATER VAULT CITY OF SAN JUAN CAPISTRANO GENERAL NOTES FOR EROSION CONTROL PLANS. IN CASE OF EMERGENCY, CALL: (RESPONSIBLE PERSON) AT (24-HOUR PHONE NUMBER). THE UNDERSIGNED CIVIL ENGINEER WILL SUPERVISE EROSION CONTROL WORK AND CERTIFY THAT THE SYSTEM FUNCTIONS PROPERLY AND IS IN ACCORDANCE WITH THE APPROVED PLANS. (SIGNATURE AND REGISTRATION NUMBER) (DATE) 1. THE DIRECTOR OF ENGINEERING & BUILDING, OR DESIGNEE, RESERVES THE RIGHT TO MAKE CHANGES OR MODIFICATIONS TO THIS PLAN AS DEEMED NECESSARY. 2. A STANDBY CREW FOR EMERGENCY WORK SHALL BE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. NECESSARY MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED AT CONVENIENT LOCATIONS TO FACILITATE RAPID INSTALLATION OF TEMPORARY DEVICES OR TO REPAIR ANY DAMAGED EROSION CONTROL MEASURES WHEN RAIN IS IMMINENT. 3. DEVICES SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE CITY ENGINEER/CITY ENGINEER OR, IN AN EMERGENCY, BY THE DESIGN CIVIL ENGINEER OR DESIGNEE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE-DAY RAIN PROBABILITY FORECAST EXCEEDS 40 PERCENT. FORECASTS SHALL BE RECEIVED FROM BROADCASTS PROVIDED BY THE UNITED STATES WEATHER SERVICE. 5. AFTER A RAINSTORM, ALL SILT AND DEBRIS SHALL BE REMOVED FROM CHECK BERMS AND DESILTING BASINS AND THE BASINS PUMPED DRY. ANY GRADED SLOPE SURFACE PROTECTION MEASURES DAMAGED DURING A RAINSTORM SHALL ALSO BE IMMEDIATELY REPAIRED. FAILURE TO PROVIDE EFFECTIVE MAINTENANCE MAY RESULT IN PENALTIES. 6. GRADED AREAS AROUND THE TRACT PERIMETER, IF APPLICABLE, MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. 7. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATER CREATES A HAZARDOUS CONDITION. 8. AREAS SHALL BE MAINTAINED IN SUCH STATE THAT FIRE ACCESS SHALL BE MAINTAINED AT ALL TIMES (INCLUDING ACCESS TO NEIGHBORING PROPERTIES). 9. FAILURE TO HAVE EROSION CONTROL MEASURES INSTALLED AT THE REQUIRED TIMES WILL RESULT IN FORFEITURE OF THE CLEAN-UP AND COMPLETION DEPOSIT. WORK SHALL NOT CONTINUE UNTIL THE DEPOSIT IS REPLENISHED. 10. PLANTING FOR SLOPE PROTECTION SHALL BE ACCOMPLISHED PRIOR TO ROUGH GRADE RELEASE UNLESS A WAIVER OF THIS REQUIREMENT HAS BEEN OBTAINED FROM THE CITY ENGINEER/CITY ENGINEER. 11. ALL LOT PADS SHALL BE DESIGNED TO DRAIN TO AN ACCEPTABLE LOCATION AT A MINIMUM OF 1 PERCENT. 12. DEVICES SHALL BE PROPERLY MAINTAINED IN PLACE UNTIL PROJECT COMPLETION; TORN GRAVEL BAGS SHALL BE REPLACED. 13. BUILD-UP OF SILT AROUND ANY DESILTERS SHALL BE PERIODICALLY REMOVED TO THE SATISFACTION OF THE CITY INSPECTOR AND THE FIELD SUPERINTENDENT. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR TEMPORARY STORAGE OF EXISTING MANHOLE COVERS, IF APPLICABLE, UNTIL DESILTER USE OF MANHOLE IS COMPLETE. 14. A GUARD SHALL BE POSTED ON THE SITE WHENEVER THE DEPTH OF WATER IN ANY DEVICE EXCEEDS 18 INCHES. 15. AFTER A RAINSTORM, ALL SILT AND DEBRIS SHALL BE REMOVED FROM PUBLIC DRAINS OR PIPES, FROM DRAINS OR PIPES OF ADJACENT PROPERTIES, AND FROM ALL PUBLIC AND PRIVATE STREETS. 16. SUBSEQUENT RAINY SEASONS. FOR PROJECTS EXTENDING INTO SUBSEQUENT RAINY SEASONS, NEW TEMPORARY DRAINAGE AND EROSION CONTROL PLANS SHALL BE SUBMITTED. THESE PLANS SHALL COMPLY WITH ALL THE ABOVE MENTIONED REQUIREMENTS. 17. EROSION AND SEDIMENT CONTROL SHALL BE IN PLACE AND MAINTAINED DURING THE ENTIRE CONSTRUCTION PERIOD. 18. PROVIDE AT DOWNSTREAM CATCH BASINS A WAY TO CATCH DEBRIS FROM ENTERING CATCH BASIN AND PROVIDE PROTECTION AROUND IT DURING THE ENTIRE CONSTRUCTION PHASE (GRAVEL BAGS OR OTHER CITY APPROVED METHOD.) PROTECTION MUST BE IN PLACE AND MAINTAINED DURING THE ENTIRE CONSTRUCTION PROCESS. 19. PROVIDE PROTECTION DURING ENTIRE CONSTRUCTION PHASE AROUND ALL INLETS WHERE SOIL IS NOT STABILIZED YET WITH VEGETATION (GRAVEL BAGS OR OTHER CITY APPROVED METHOD.) 20. PROVIDE SEDIMENT TRAP AT OUTLET OF ALL PIPES, PRIOR TO ENTERING V -GUTTERS DURING ENTIRE CONSTRUCTION PHASE. RIP RAP MAY BE USED IF APPROPRIATE. 21. IF DEEMED NECESSARY BY CITY INSPECTOR, PROVIDE ADDITIONAL GRAVEL BAGS OR STRAW BALES ON-SITE, ESPECIALLY IN AREAS WITH STEEP SLOPES, TO SLOW WATER AND PROVIDE ADDITIONAL SEDIMENT CONTROL DURING ENTIRE CONSTRUCTION PHASE. 22. IF DEEMED NECESSARY BY CITY INSPECTOR, PROVIDE TWO ROW HIGH GRAVEL BAGS OR STRAW BALES ON THE SLOPE DOWNSIDE NEXT TO ANY PROPOSED SILT FENCES. ALL WORK PROPOSED IN PUBLIC RIGHT-OF-WAY WILL BE SHOWN ON THE GRADING PLANS. THOSE ITEMS THAT ARE NOT SHOWN WILL REQUIRE A SEPARATE ENCROACHMENT PERMIT. THIS DOES NOT EXEMPT ONSITE UTILITIES FROM OBTAINING THEIR REQUIRED PERMITS. 6�23�2017 1:29 PM CITY OF SAN JUAN CAPISTRANO EROSION CONTROL PLANS FOR DEL OBISPO STREET FROM PASEO DE LA PAZ TO CALLE ASPERO CIP NO. 16102 23. ALL DISTURBED SLOPES SHOULD BE STABILIZED IMMEDIATELY AFTER CONSTRUCTION (SUCH AS HYDRO SEEDING, OR OTHER APPROVED MEASURES). ALL INLETS SHOULD BE PROTECTED UNTIL VEGETATION IS AT LEAST 80% ESTABLISHED. 24. STABILIZED CONSTRUCTION ENTRANCES MUST BE SET UP PRIOR TO ANY GRADING OR EARTHWORK OPERATION. CONTRACTOR TO MAINTAIN ENTRANCE DURING CONSTRUCTION. 25. SAW CUTTING WATER RUNOFF: SAW CUTTING WATER RUNOFF CONTAINS POLLUTANTS THAT MUST BE CONTAINED AND DISPOSED OF PROPERLY. THE CONTRACTOR SHALL: PREVENT SAW CUT WATER RUNOFF FROM ENTERING CATCH BASINS, MANHOLES, AND STORM DRAINS. DIRECT WATER INTO A TEMPORARY PIT, AND DISPOSE OF THE WATER BY VACUUMING THE WATER INTO A TRUCK AND REMOVING THE WATER FROM THE SITE. PLACE DRIP PANS OR ABSORBENT MATERIALS UNDER SAW CUTTING EQUIPMENT WHEN NOT IN USE. CLEAN UP SPILLS WITH ABSORBENT MATERIALS RATHER THAN BURYING. DISPOSE OF ABSORBENT MATERIAL PROPERLY. 26. CONCRETE AND MORTAR PRODUCTS: THE CONTRACTOR SHALL PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS INTO STORM WATER OR STORM WATER SYSTEMS FROM CONCRETE WASTE BY CONDUCTING WASHOUTS AT APPROPRIATE OFF-SITE LOCATIONS, PERFORMING ON-SITE WASHOUTS IN A DESIGNATED AREA, AND PROVIDING APPROPRIATE TRAINING FOR EMPLOYEES AND SUBCONTRACTORS. THE CONTRACTOR SHALL STORE AND MIX DRY AND WET MATERIALS EITHER OFF-SITE OR UNDER COVER, AWAY FROM DRAINAGE AREAS. FOR WASHOUT OF CONCRETE TRUCKS, THE CONTRACTOR SHALL PROVIDE APPROPRIATE OFF-SITE LOCATIONS OR DESIGNATED CONTAINED AREAS AT LEAST 50 FEET AWAY FROM STORM DRAINS, OPEN DITCHES, STREETS, OR STREAMS. THE CONTRACTOR SHALL PREVENT RUN-OFF FROM DESIGNATED WASHOUT AREAS BY CONSTRUCTING A TEMPORARY PIT OR BERMED AREA LARGE ENOUGH TO HANDLE ALL PRODUCED LIQUID AND SOLID WASTE. WHEN CONCRETE SETS, BREAK UP AND DISPOSE OF CONCRETE IN CONSTRUCTION FILLS PER DIRECTION OF THE SOILS ENGINEER OR DISPOSE OF IT AS SOLID WASTE AND/OR RECYCLE. THE CONTRACTOR SHALL INFORM CONCRETE SUPPLIERS AND SUBCONTRACTORS OF THE DESIGNATED WASHOUT LOCATIONS AND DISPOSAL SITES FOR CONCRETE AND MORTAR PRODUCTS AND SHALL BE RESPONSIBLE FOR ENSURING THAT ALL WORKERS USE IT APPROPRIATELY. 27. DURING CONSTRUCTION, CONTRACTOR MUST PROVIDE DAILY STREET SWEEPING. (SWEEP AT END OF EVERY DAY TO PICK-UP DIRT AND/OR DEBRIS.) 28. CONSTRUCTION WATER: THE CONTRACTOR SHALL REDUCE OR ELIMINATE EXCESSIVE CONSTRUCTION WATER THAT MAY CAUSE EROSION AND CARRY POLLUTANTS FROM THE SITE. IN ADDITION, THE CONTRACTOR SHALL: STORE CONSTRUCTION WATER IN LEAK -PROOF TANKS LOCATED AWAY FROM DRAINAGE SYSTEMS. USE CONSTRUCTION WATER CONSERVATIVELY. WHENEVER POSSIBLE, DISPOSE OF EXCESS WATER ON-SITE, BY ALLOWING IT TO SOAK INTO THE GROUND. 29. ASPHALT AND BITUMINOUS PRODUCTS: THE CONTRACTOR SHALL PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS FROM ASPHALT AND BITUMINOUS OPERATIONS BY PREVENTING RUN-ON AND RUN-OFF OF WATER DURING PAVING OPERATIONS AND PROVIDING APPROPRIATE TRAINING FOR EMPLOYEES AND SUBCONTRACTORS. IN ADDITION, THE CONTRACTOR SHALL: AVOID PRIME OR TACK COATING DURING WET WEATHER. STORE MATERIALS AWAY FROM DRAINAGE COURSES. COVER CATCH BASINS AND MANHOLES WHEN APPLYING SEAL COAT, TACK COAT, SLURRY SEAL, FOG SEAL, ETC. MAKE SURE SAND OR GRAVEL PLACED OVER NEW ASPHALT DOES NOT WASH INTO STORM DRAINS, STREETS, OR CREEKS. DISPOSE OF OLD ASPHALT PROPERLY AND COLLECT, AND REMOVE ALL BROKEN ASPHALT FROM THE SITE, AND RECYCLE WHENEVER POSSIBLE. DO NOT DISPOSE OF ASPHALT PRODUCTS INTO WATERWAYS. FOLLOW THE STORM WATER PERMITTING REQUIREMENTS FOR INDUSTRIAL ACTIVITIES IF PAVING INVOLVES AN ON-SITE MIXING PLANT. 30. HOUSEKEEPING/CLEANUP: THE CONTRACTOR SHALL PREVENT POLLUTION OF STORM WATER FROM CLEAN-UP AND DISPOSAL OPERATIONS BY USING GOOD HOUSEKEEPING METHODS. WHEN FLUIDS OR DRY MATERIALS SPILL, CLEAN-UP SHOULD BE IMMEDIATE, THOROUGH, AND ROUTINE. THE CONTRACTOR SHALL NEVER ATTEMPT TO "WASH THEM AWAY" WITH WATER OR BURY THEM. THE CONTRACTOR SHALL REPORT SIGNIFICANT SPILLS TO THE APPROPRIATE SPILL RESPONSE AGENCIES IMMEDIATELY. THE CONTRACTOR SHALL RECOGNIZE THAT DIFFERENT TYPES OF MATERIALS HAVE DIFFERENT DISPOSAL REQUIREMENTS AND FOLLOW APPROPRIATE PRACTICES. THE CONTRACTOR SHALL CONFINE NON -HAZARDOUS DEBRIS TO DUMPSTERS, COVERED AT NIGHT OR DURING WET WEATHER, AND TAKE THE DEBRIS TO A LANDFILL FOR RECYCLING OR DISPOSAL. THE CONTRACTOR SHALL HANDLE HAZARDOUS DEBRIS IN ACCORDANCE WITH SPECIFIC LAWS AND REGULATIONS AND DISPOSE OF THEM PROPERLY. A SEPARATE PERMIT MAY BE REQUIRED. COMMON HAZARDOUS DEBRIS FOUND ON CONSTRUCTION SITES ARE: LIQUID RESIDUES FROM PAINTS, THINNERS, SOLVENTS, GLUES, AND CLEANING FLUIDS; LEACHING AGENTS FROM LUMBER SUCH AS FORMALDEHYDE, ARSENIC, COPPER, CREOSOTE AND CHROMIUM; MOTOR OIL; GEAR OIL; ANTIFREEZE FLUIDS; BRAKE FLUIDS; ETC.; AND UNUSED PESTICIDES. 31. NPDES AND CLEAN WATER ACT OF 1990 COMPLIANCE. (ALL DEVELOPMENTS) THE APPLICANT SHALL IMPORTANT NOTICE Section 4216/4217 of the Government Code requires a Dig Alert Identifi- cation Number be issued before a "Permit to Excavate" will be valid. TOLL FREE 1-800-422-4133 Two working days before you dig. 411:3IT, I:M0a1:1we] :vm:I:IMIIIaI1:ago] : V:01:ITES:I1XIIa1_lInW_»>:4[8171ato] :N_S►ri_11: 1:tell _1I:IIIAMIr_�:r_1elIILTA iI►a PLAN (WQMP)/EROSION CONTROL PLAN SPECIFICALLY IDENTIFYING STRUCTURAL AND NON-STRUCTURAL BEST MANAGEMENT PRACTICES (BMP'S) THAT WILL BE USED ON-SITE TO CONTROL PREDICTABLE POLLUTANT RUNOFF. 32. NPDES INDUSTRIAL PERMIT FOR GRADING IN EXCESS OF 1 ACRE. THE APPLICANT SHALL SUBMIT A NOTICE OF INTENT (NOI) TO THE CALIFORNIA STATE WATER RESOURCE CONTROL BOARD FOR COVERAGE UNDER THE STATE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PROGRAM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH DEVELOPMENT/CONSTRUCTION ACTIVITY IN EXCESS OF 1 ACRE OF LAND. EVIDENCE THAT THIS REQUIREMENT HAS BEEN MET SHALL BE SUBMITTED TO THE CITY ENGINEER. 33. THE CITY OF SAN JUAN CAPISTRANO, IN CONFORMANCE WITH THE CITY'S NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT, IS DEDICATED TO THE ELIMINATION/REDUCTION OF WATER POLLUTION AS A RESULT OF CONSTRUCTION PROJECTS. THE CONTRACTOR SHALL COMPLY WITH THE ITEMS DESCRIBED IN THIS SECTION NECESSARY TO ELIMINATE/REDUCE WATER POLLUTION. SAID ITEMS ARE INTENDED TO PROVIDE PREVENTION, CONTROL, AND ABATEMENT OF WATER POLLUTION INTO STORM DRAIN SYSTEMS, STREAMS, AND ANY OTHER BODIES OF WATER AS A RESULT OF THE CONTRACTOR'S OPERATIONS. THESE ITEMS ARE SUPPLEMENTAL TO THOSE REQUIRED OF THE CONTRACTOR IN SECTION 7-8 `PROJECT SITE MAINTENANCE" OF THE "GREENBOOK". THE PERMITTEE SHALL PLACE EROSION CONTROL DEVICES IN ACCORDANCE WITH THE CITY'S APPROVED STANDARDS REGARDING EROSION CONTROL AND THE CITY OF SAN JUAN CAPISTRANO GRADING ORDINANCE, AND TO THE SATISFACTION OF THE BUILDING AND ENGINEERING DIRECTOR AND/OR DESIGNATED STAFF. PERMITTEE SHALL BE RESPONSIBLE FOR PROVIDING THE FREE FLOW OF STORM RUNOFF AND FLOOD CONTROL CHANNELS, STORM DRAINS, AND TRIBUTARIES DURING THE CONSTRUCTION PERIOD; AND PERMITTEE AGREES TO ASSUME ALL LIABILITY FOR ANY AND ALL DAMAGES THAT MAY RESULT FROM SUCH. PERMITTEE SHALL DESIGN AND IMPLEMENT SEDIMENT BASINS OR USE ANY OTHER APPROVED METHOD TO MINIMIZE DOWNSTREAM SEDIMENT TRANSPORTATION DURING STREAM FLOW. ALL SURPLUS EXCAVATED MATERIAL SHALL BE DISPOSED OF IN ACCORDANCE WITH THE CITY'S GRADING ORDINANCE AND WATER QUALITY ORDINANCE. DISPOSAL AREAS WILL BE UTILIZED IN A MANNER THAT ENSURES ADEQUATE EROSION CONTROL PROTECTION AND THE PREVENTION OF PONDING, AS APPROVED BY THE CITY BUILDING AND ENGINEERING DIRECTOR AND/OR DESIGNATED STAFF. ALL DISPOSAL (STOCKPILING) SITES WITHIN THE CITY MUST BE PERMITTED WITH A GRADING PERMIT. BEST MANAGEMENT PRACTICE NOTES: THE FOLLOWING BMPS AS OUTLINED IN, BUT NOT LIMITED TO, THE CALIFORNIA STORMWATER BEST MANAGEMENT PRACTICES HANDBOOK, JANUARY 2015, OR THE LATEST REVISED EDITION, MAY APPLY DURING THE CONSTRUCTION OF THIS PROJECT (ADDITIONAL MEASURES MAY BE REQUIRED IF DEEMED APPROPRIATE BY THE ENGINEER) EROSION CONTROL EC1 - SCHEDULING EC2 - PRESERVATION OF EXISTING VEGETATION EC3 - HYDRAULIC MULCH EC4 - HYDROSEEDING EC5 - SOIL BINDERS EC6 - STRAW MULCH EC7 - GEOTEXTILES & MATS EC8 - WOOD MULCHING EC9 - EARTH DIKES AND DRAINAGE SWALES EC10 - VELOCITY DISSIPATION DEVICES EC11 - SLOPE DRAINS EC12 - STREAMBANK STABILIZATION EC13 - RESERVED EC14 - COMPOST BLANKETS EC15 - SOIL PREPARATION\ROUGHENING EC16 - NON -VEGETATED STABILIZATION TEMPORARY SEDIMENT CONTROL SE1 - SILT FENCE SE2 - SEDIMENT BASIN SE3 - SEDIMENT TRAP SE4 - CHECK DAM SE5 - FIBER ROLLS SE6 - GRAVEL BAG BERM SE7 - STREET SWEEPING AND VACUUMING SE8 - SANDBAG BARRIER SE9 - STRAW BALE BARRIER SE10 - STORM DRAIN INLET PROTECTION SE11 - ACTIVE TREATMENT SYSTEMS SE12 - TEMPORARY SILT DIKE SE13 - COMPOST SOCKS & BERMS SE14 - BIOFILTER BAGS WIND EROSION CONTROL WE1 - WIND EROSION CONTROL EQUIPMENT TRACKING CONTROL TC1 - STABILIZED CONSTRUCTION ENTRANCE/EXIT TC2 - STABILIZED CONSTRUCTION ROADWAY TC3 - ENTRANCE/OUTLET TIRE WASH NON-STORMWATER MANAGEMENT NS1 - WATER CONSERVATION PRACTICES WM2 - CITY OF SAN JUAN CAPISTRANO PUBLIC NS2 - DEWATERING OPERATIONS WM4 - WORKS DEPARTMENT NS3 - PAVING AND GRINDING OPERATIONS WM6 - HAZARDOUS WASTE MANAGEMENT NS4 - TEMPORARY STREAM CROSSING WM8 - THIS SET OF PLANS &SPECIFICATIONS MUST BE KEPT ON THE JOB AT ALL TIMES NS5 - CLEAR WATER DIVERSION MANAGEMENT AND IT IS UNLAWFUL TO MAKE ANY CHANGES OR ALTERATIONS ON SAME WITHOUT NS6 - ILLICIT CONNECTION/DISCHARGE WRITTEN PERMISSION FROM THE CITY OF SAN JUAN CAPISTRANO PUBLIC WORKS NS7 - POTABLE WATER/IRRIGATION DEPARTMENT. THE STAMPING OF THIS PLAN & SPECIFICATIONS SHALL BE HELD TO NS8 - VEHICLE AND EQUIPMENT CLEANING PERMIT OR BE AN APPROVAL OF THE VIOLATION OF ANY PROVISIONS OF ANY CITY NS9 - VEHICLE AND EQUIPMENT FUELING ORDINANCE OR STATE LAW. NS10 - VEHICLE AND EQUIPMENT MAINTENANCE NS11 - PILE DRIVING OPERATIONS NS13 - CONCRETE CURING Q NS1-CONCRETE FINISHING � CITY O F SAN JUAN C AP I S T RAN � NS14 - MATERIAL AND EQUIPMENT USE PUBLIC WORKS AND UTILITIES DEPARTMENT NS15 -DEMOLITION ADJACENT TO WATER NS16 - TEMPORARY BATCH PLANTS f1 r I r1 1-1 1 n 11 (\ T M r' I- T 1 A 11 1-1 r A Ilk I n WASTE MANAGEMENT & MATERIAL POLLUTION CONTROL WM1 - MATERIAL DELIVERY AND STORAGE WM2 - MATERIAL USE WM3 - STOCKPILE MANAGEMENT WM4 - SPILL PREVENTION AND CONTROL WM5 - SOLID WASTE MANAGEMENT WM6 - HAZARDOUS WASTE MANAGEMENT WM7 - CONTAMINATION SOIL MANAGEMENT WM8 - CONCRETE WASTE MANAGEMENT WM9 - SANITARY/SEPTIC WASTE MANAGEMENT WM10 - LIQUID WASTE MANAGEMENT N O I- to a_ U 0 0 W W 0 Ln i 0 0 v 0 co 0 w 0 0 Q 0 0 0 i i 0 0 co .Q 0 U C7 0 at u I--, EROSION CONTROL NOTES: 1�INSTALL TEMPORARY ORANGE CONSTRUCTION FENCING. 2O—INSTALL GRAVEL BAG BARRIER PER DETAIL ON SHEET NO. 2. 3�INSTALL STORM DRAIN INLET PROTECTION PER CASQA BMP FACT SHEET NO. SC -10. O4 —INSTALL GRAVEL BAG/CHECK DAM PER CASQA BMP FACT SHEET NO. SC -4. 5 INSTALL FIBER ROLL PER CASQA BMP FACT SHEET NO. SC -5. POTENTIAL SAMPLING LOCATION. S# SAMPLE LOCATION NUMBER. PROJECT GRAVEL GRAVEL BAGS (TYP) 77 STREET SWEEPING PER CASQA BMP FACT SHEET NO. SC -7. 8O—INSTALL SILT FENCE PER CASQA BMP FACT SHEET NO. SC -1. SITE uj BAGS (TYP) INSTALL TEMPORARY CONSTRUCTION ENTRY/EXIT PER CASQA w ix /-2 BAGS MIN. EX AC BMP FACT SHEET NO. TC -1. CONTRACTOR SHALL MAINTAIN PAVEMENT ACCESS TO ADJACENT PROPERTIES. I� I I—I 1I - TYPICAL SECTIONS 6/23/2017 1:21 PM TYPICAL ELEVATION GRAVEL BAG BARRIER DETAIL N.T.S. i `1111 . n1 .r,'rt �7j 4 � a 4 (10gi (109)- i APN: 673-061-10 CONSTRUCTION 2000 �hpal� V ERM�E�-EN NOTE: (120) DEL- OBISPO 1 . FOR GENERAL NOTES AND LEGEND, SEE SHEET NO. 1. f' APN: 121-181-13 77� STREET 25) ------------ 22- 00 20 10 0 20 40 SCALE IN FEET 1 " = 20' 0 co ym .i N O O O w w I 0 0 0 v 0 0 w / CD 0 / O n O a) O O r0 O I O O Q O u O c 0 at / C) C) C) C) • ry a �w cn > 0 uj Z `W J N U Q M 6 1ST (;R APN: 673-111-20 APN: 673-111 EX R 1 5 5.4- TVID (2 PRIVATE DRIVEWAY APN- A71-111-17 Is I�EX R 1 APN: 673-111-17 _ _ - - 5.00' EX R/W DAYLIGHT -----F - -F ----F -- LINE —016 i �F 3 ✓V �P „r n v p a P c 32100 4 I\\\ APN: �7 11 -1 \ 5"00, EX CULVERT 3 HEADWADL 3 4 4 i - 3400 CONSTRUCTION �t1 d1 DEL OBISPO STREET 3 7 0 C) C) O M�LL. • ILJJ • \/ I O W m LLI w Z W V) 3� U H a EROSION CONTROL NOTES: INSTALL TEMPORARY ORANGE CONSTRUCTION FENCING. 2�INSTALL GRAVEL BAG BARRIER PER DETAIL ON SHEET NO. 2. 3�INSTALL STORM DRAIN INLET PROTECTION PER CASQA BMP FACT SHEET NO. SC -10. INSTALL GRAVEL BAG/CHECK DAM PER CASQA BMP FACT SHEET NO. SC -4. 55 INSTALL FIBER ROLL PER CASQA BMP FACT SHEET NO. SC -5. POTENTIAL SAMPLING LOCATION. M SAMPLE LOCATION NUMBER. STREET SWEEPING PER CASQA BMP FACT SHEET NO. SC -7. 8�INSTALL SILT FENCE PER CASQA BMP FACT SHEET NO. SC -1. INSTALL TEMPORARY CONSTRUCTION ENTRY/EXIT PER CASQA BMP FACT SHEET NO. TC -1. CONTRACTOR SHALL MAINTAIN ACCESS TO ADJACENT PROPERTIES. CALLE ASPERO *B X CATCH -- - — � 3 BASIN 6 B1 EX CATCH 2 , r' 3 BASIN ' 4 4 ��. 00 — — 3640 — �� _ 3 +00 _ 2 384 00 39 00 �1 7 7 7 40 00 - \- 4 4 40 27 - -r DEL OBISPO STREET 6464017 7:03 AM N OTE: 1. FOR GENERAL NOTES AND LEGEND, SEE SHEET NO. 1. 20 10 0 20 40 SCALE IN FEET 1" = 20' N 0 a V z 0 cn I 0 0 w w 0 I O LO W cn 0 0 Q U) 0 0 �o r� O I i 0 E 0 U) .Q 75 0 0 U 1 I -T 112 I _I 108- 104- 116 08 104•116 112 17+10.45 JOIN FX C&G CD _ O N o0 OC7 16+95.5ci J Nn7_7rl Fi_ EX CE) I L7 �T cn cn ICDw^ O 0o m 104 PROFILE SCALE: HORIZ: 1"=20' VERT: 1"=4' _I ,III I I EX GRO K n /P AT PI?(1Pr1CRl ". / , - „ , , 1-1 CLRB AND GLITTER 9n 1 07 cn IJ-I"VJ.VL 108.81 FL- BC ILL. I o'IJ I CD NO +06 +6 O p 04 N O U cn cn O O O O r-- N U-) O + O + O r_� O C'� O N N LINE/CURVE # ' I ' BEARING/DELTA I �' _19+09.98 If 108.56 FL -BC ' ' 20+82.101 x109.14 FLI i 25.00' 24.35' ' 17+93..66 I VO. LL r L -LLA I O O U I CD ON I - 0 77' J J L� 18+68.23 108.43 f"L-EC ` 1$• _ 1013.46 FL --GB I ► 108,74 FL -17C I m O J U) ro u 1030.00' ply -Io +Io - ply NO o oIi /- I i' c5 LL_ _ J O� I J 10°57'32" 1162.00' O� L1 :� �_ I O I.[') CVO ±� �n I , +oo rir` +00 rno N �M J +06 ±°� r--- EJL I O� 000 T O 000 O O I �� F I -- O Om O O _ O N C-) i N + _jLi LL. O co' J o � + p L� o - 1 O 1 rn CD CD 06 + O O CP O o0 m O CD I', 00 + + O C6 + O rn 1 t cn O � Lt cx" O 1 07 i + 00 C] DO i 521 �� Z �i I _I ,III I I EX GRO K n /P AT PI?(1Pr1CRl ". / , - „ , , 1-1 CLRB AND GLITTER 9n 1 07 cn IJ-I"VJ.VL 108.81 FL- BC ILL. I o'IJ I CD NO +06 +6 O p 04 N O U cn cn O O O O r-- N U-) O + O + O r_� O C'� O N N LINE/CURVE # ' I ' BEARING/DELTA I �' _19+09.98 If 108.56 FL -BC ' ' 20+82.101 x109.14 FLI i 25.00' 24.35' C2 18+68.23 108.43 f"L-EC ` 1$• _ 1013.46 FL --GB I ► 108,74 FL -17C I m 4'15'39" 1030.00' 38.32' C8 00 V- \ oIi /- I i' c5 LL_ _ J O� I J 10°57'32" 1162.00' O� L1 :� �_ I O I.[') CVO ±� �n I , +oo rir` +00 rno N �M +oo +06 ±°� r--- rn0 I O� 000 T O 000 acv / I �� F I -- ■■■■■ _jLi LL. O co' J o � L O 1 _� 1 + Cr o � L� o - 1 O 1 rn CD CD O CP CD I', 00 + + O C6 + O rn 1 t cn O � Lt cx" O 1 07 i + 00 C] DO i 521 �� Z �i `i + I L108.5OJFL. I myC/L Y LlI\U I . VI _I ,III I I EX GRO K n /P AT PI?(1Pr1CRl ". / , - „ , , 1-1 CLRB AND GLITTER 9n 1 07 cn IJ-I"VJ.VL 108.81 FL- BC ILL. I o'IJ I CD NO +06 +6 O p 04 N O U cn cn O O O O r-- N U-) O + O + O r_� O C'� O N N w O w O _ CD O 0O Ln nCn O + OCD LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C1 ' 20+82.101 x109.14 FLI i 25.00' 24.35' C2 38.54' 88°20'00" 25.00' 24.28' C3 76.60' 4'15'39" 1030.00' 38.32' C8 54.07' 6°11'44" 500.00' 27.06' C9 222.25' 10°57'32" 1162.00' 111.47' L1 42.90' S38°11'55"W o�U L6 ��U_ N1 0'06'54"E L7 U') C) r--- I O� T O c p OCA N O T I N �I 7 V� O I w O w O _ CD O 0O Ln nCn O + OCD LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C1 38.61' 88°28'49" 25.00' 24.35' C2 38.54' 88°20'00" 25.00' 24.28' C3 76.60' 4'15'39" 1030.00' 38.32' C8 54.07' 6°11'44" 500.00' 27.06' C9 222.25' 10°57'32" 1162.00' 111.47' L1 42.90' S38°11'55"W L6 9.21' N1 0'06'54"E L7 - FX FS AT C'0N!;TRI_JC O TION - T!, O co O ■■■■■ ■■■■■ ■■■■■ ■■■■■ ■■■■■ Vim■■ Reim■■ --ill----��-I- O O _ ®'■■ w cn C}--- cn CD O N + O --C�-- (!'7 -- - -- --- z) - - CD o + cn (/') L. LNC L.� O p: CD O O O -O - O O 0 O O O „+ r7 6i - O O N + 0r O O + co m,Ldi CA O + 00 O O CD +, 6� O -'v .-. N O . p O N O N CC� ET + ^ + p Z3- O � + O + O CD N N N _ I = 17+00 18+00 19+00 20+00 21+00 LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C1 38.61' 88°28'49" 25.00' 24.35' C2 38.54' 88°20'00" 25.00' 24.28' C3 76.60' 4'15'39" 1030.00' 38.32' C8 54.07' 6°11'44" 500.00' 27.06' C9 222.25' 10°57'32" 1162.00' 111.47' L1 42.90' S38°11'55"W L6 9.21' N1 0'06'54"E L7 2.00' N55'40'1 5"E 6/26/2017 6:44 AM 0 0 LciN y SEES HEET NO. 12 fi " ss FOR STORM DRAIN `3 ; \` a APN: 673-061-10 J IMPROVEMENTS >>g8 32351 DEL OBISPO STREET / / 6 �,EX R/W DAM ALMQUIST� - `I 20+ 4.35 RAMP- 6' � � ' � � =.s 9 - CASE C 6A 23 2 SEE SHEET NO. 10 / 19+83.62 -BC . ��' � �- �'Q 2 4 �+ NEW R/W AND 11 FOR DRIVEWAY 6 �_ 115) s� IMPROV SENTS / w _ �_V O ,' P P �� , _ d 5 / g / __ - 16 _1b"w // / X29 24 j O UTIL \ 4" SAWCU rn / CABINET P \ 21 LINE = N + 4.fl0 - Ln 12 13 J\ r k\ + ------------ - 4 VAU_ - - --- -- - - ---- -- N - d / 6 �, + 24 + EX EP 14.00' �O / UTIL P o� / w (aban) 11 1 U) w S MH / 16CABINET _ +, CONSTRUCTION - cr - - W 6 23 CASE C SAWCUT w k 9 - _ LINE 0' CIA. � _ ;y d. i _;� / � � SAWCUT 20 N 1 w Z LL1 X111 �' - �� oo J \ -(110 d) �+ ��Ol . -� - LINEI +o w // +25 14.00 _ - - - - - - _ Q Ui G , Q ,� _ �6 u 20 - I- 12 13 0 44� „W /CASE C / 4.00' _16 -I-. 23 6 / � A_ 11 13 Sd CONSTRUCTION NOTES: 116- u .,TIN PLACE. O E SAWCUTANDREMOVEE EXISTING AC PAVEMENT AND BASE MATERIAL. 22 SAWCUT AND REMOVE EXISTING AC BERM. 33 SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. C4��-SAWCUT AND REMOVE EXISTING PCC SIDEWALK. 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND SPANDREL. 6SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O -REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, DESCRIPTION PER PLAN, BY SDG&E. 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 9�ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED GRADE. 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) OVERLAY. 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 112 , 7 COR TRUCTOCPWSTDCPSIDN SIDO.EWALK 1205.(S=5', UNLESS OTHERWIDE NOTED) 18 CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. @_-CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD DWG NO. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. Q)__CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @-FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. 29 CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER OCPW STD PLAN NO. 1332 AND AS MODIFIED PER DETAIL NO. 1 ON SHEET NO. 9. 30CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. @-NO. CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA B11-47 AND DETAIL ON SHEET NO. 32. 34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. 120-2. REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. 1 / / 6/ o �_ -1- r�°8 - 20 10 0 20 40 3 / / ,S r °8 9 '8� ci 3 14 1 -� r��16" w - -- SCALE IN FEET / P / T SAWCUT v�p, BERM CITY OF SAN JUAN CAPISTRANO / 1 12 13 �� `v � s� � LINE PUBLIC WORKS AND UTILITIES DEPARTMENT 09LL- R \ , 17,52.63 ° -C LINTqnw LEGEND: e G X-, SEE SHEET NO. 10 COLDMILL AND VARIABLE P+ AND 11 FOR CROSS 6� � THICKNESS (2" MIN) OVERLAY z z 00 T& CATCH k GUTTER IMPROVEMENT + °e 109.80 TC 109.82 TC F O PLANS P: P 777-- CONSTRUCT 5 AC OVER 18 a \ BASIN // , �° 108.87 FL 108.99 FL CMB 0 H 109.79 TC 109.83 TC w T&T LS -5109.12 FL 109.16 FL ° PCC PAVEMENT ca "qAr;° 109.78 TC 109.84 TC 109.11 FL W=14 109.17 FL w , , 5 6 6 5 Q�pFESS/ °84 LOCAL DEPRESSION AT 20+82.10 DETAIL - N0.3694m Z DRAWN E IT7 N.T.S. EXP. 061301183 *�� C V �' �� z CHECKED 9TF OF CAO o z DEL OBISPO WIDENING STREET IMPROVEMENT PLAN DEL OBISPO STREET 100' S /O PASEO DE LE PAZ TO 400' N /O PASEO DE LA PAZ ED BY: 2121 ALTON PARKWAY, SUITE 200 CNC IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors /`*�• %px�e�* 36943 06/27/2017 Shaha - Naza P.E. t: DESIGNED BY: JC JC BY: CHECKED BY: SN SN RCE# Date ,PPROVED BY: PLAN C-1 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE 5 OF 34 CITY ENGINEER O r .i u ■ MEN ■■■■■ ■■■■■ ■■■■■ ■■■■■ ■■■■■ ■■■■■ Vim■■ Reim■■ ®'■■ SEES HEET NO. 12 fi " ss FOR STORM DRAIN `3 ; \` a APN: 673-061-10 J IMPROVEMENTS >>g8 32351 DEL OBISPO STREET / / 6 �,EX R/W DAM ALMQUIST� - `I 20+ 4.35 RAMP- 6' � � ' � � =.s 9 - CASE C 6A 23 2 SEE SHEET NO. 10 / 19+83.62 -BC . ��' � �- �'Q 2 4 �+ NEW R/W AND 11 FOR DRIVEWAY 6 �_ 115) s� IMPROV SENTS / w _ �_V O ,' P P �� , _ d 5 / g / __ - 16 _1b"w // / X29 24 j O UTIL \ 4" SAWCU rn / CABINET P \ 21 LINE = N + 4.fl0 - Ln 12 13 J\ r k\ + ------------ - 4 VAU_ - - --- -- - - ---- -- N - d / 6 �, + 24 + EX EP 14.00' �O / UTIL P o� / w (aban) 11 1 U) w S MH / 16CABINET _ +, CONSTRUCTION - cr - - W 6 23 CASE C SAWCUT w k 9 - _ LINE 0' CIA. � _ ;y d. i _;� / � � SAWCUT 20 N 1 w Z LL1 X111 �' - �� oo J \ -(110 d) �+ ��Ol . -� - LINEI +o w // +25 14.00 _ - - - - - - _ Q Ui G , Q ,� _ �6 u 20 - I- 12 13 0 44� „W /CASE C / 4.00' _16 -I-. 23 6 / � A_ 11 13 Sd CONSTRUCTION NOTES: 116- u .,TIN PLACE. O E SAWCUTANDREMOVEE EXISTING AC PAVEMENT AND BASE MATERIAL. 22 SAWCUT AND REMOVE EXISTING AC BERM. 33 SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. C4��-SAWCUT AND REMOVE EXISTING PCC SIDEWALK. 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND SPANDREL. 6SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O -REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, DESCRIPTION PER PLAN, BY SDG&E. 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 9�ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED GRADE. 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) OVERLAY. 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 112 , 7 COR TRUCTOCPWSTDCPSIDN SIDO.EWALK 1205.(S=5', UNLESS OTHERWIDE NOTED) 18 CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. @_-CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD DWG NO. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. Q)__CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @-FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. 29 CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER OCPW STD PLAN NO. 1332 AND AS MODIFIED PER DETAIL NO. 1 ON SHEET NO. 9. 30CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. @-NO. CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA B11-47 AND DETAIL ON SHEET NO. 32. 34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. 120-2. REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. 1 / / 6/ o �_ -1- r�°8 - 20 10 0 20 40 3 / / ,S r °8 9 '8� ci 3 14 1 -� r��16" w - -- SCALE IN FEET / P / T SAWCUT v�p, BERM CITY OF SAN JUAN CAPISTRANO / 1 12 13 �� `v � s� � LINE PUBLIC WORKS AND UTILITIES DEPARTMENT 09LL- R \ , 17,52.63 ° -C LINTqnw LEGEND: e G X-, SEE SHEET NO. 10 COLDMILL AND VARIABLE P+ AND 11 FOR CROSS 6� � THICKNESS (2" MIN) OVERLAY z z 00 T& CATCH k GUTTER IMPROVEMENT + °e 109.80 TC 109.82 TC F O PLANS P: P 777-- CONSTRUCT 5 AC OVER 18 a \ BASIN // , �° 108.87 FL 108.99 FL CMB 0 H 109.79 TC 109.83 TC w T&T LS -5109.12 FL 109.16 FL ° PCC PAVEMENT ca "qAr;° 109.78 TC 109.84 TC 109.11 FL W=14 109.17 FL w , , 5 6 6 5 Q�pFESS/ °84 LOCAL DEPRESSION AT 20+82.10 DETAIL - N0.3694m Z DRAWN E IT7 N.T.S. EXP. 061301183 *�� C V �' �� z CHECKED 9TF OF CAO o z DEL OBISPO WIDENING STREET IMPROVEMENT PLAN DEL OBISPO STREET 100' S /O PASEO DE LE PAZ TO 400' N /O PASEO DE LA PAZ ED BY: 2121 ALTON PARKWAY, SUITE 200 CNC IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors /`*�• %px�e�* 36943 06/27/2017 Shaha - Naza P.E. t: DESIGNED BY: JC JC BY: CHECKED BY: SN SN RCE# Date ,PPROVED BY: PLAN C-1 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE 5 OF 34 CITY ENGINEER O r .i u T) z 0 cn 0 0 0 w 0 I 0 LO 0 0 Q 0 4J 0 �o r� 0 I Lp i 0 E 0 U) .Q 0 0 0 0 0 >1 at cU C V nDnl l Ain 11-I AT 7DnDncCn v" vnvv,vv�, 21+99.9:2 /� CURB AMID GUTTER 109.:18 FL-GB-� -4 22+06.21 / •un nr / HIV V r i I \ r'109.138 FL AAI/ ❑T 0 \ OLL. o n I 22t UO. i 5 / 112 N `" JOIN EX C&G _ V -- — Nt----�3--' cn CD CD CD 108 C) U-) co o� �� a 07 + / \ N N N L i O N N N N N21-1.85.00 I �. PRnP0gF1 FI O 109,51 1= L— r, /i M TrDDA 104-- 116- 0116 N w W 112 J W - V-----E�-------------�� —------��---1.---- Q V) co � II� S � � 0 0 o o CD U C..J 0 0, N C. o CO L o ''� cri o d- ^ d o _+ O _ + o + O_ + O O + o + N N N I IN N I 104 PROFILE SCALE: HORIZ: 1"=20' VERT: 1"=4' c EX 130) ' APN: 673-801-22 OLIVA HOMES TNHC SAN JUAN;,LLC 22+00 23+00 125 CD L` o o CDo r, o �_ p L � 0 U-)�, � fV , ,� . - + c. +- _ 7 r, N— N N 24+00 lc/-) N - cn cn .. � U_ o 0_= 0 0 0^ o ocoLn Ln Lr) -I--is 25+00 21+9 (120) (1209 SDM ) P 30.24' ) . d15) EC/ANG PT (120 J PED 1 +74 —EX R/W P - - 17 fit` x`11£ (115) 5.00' — —, /c)23— catv _ r, �— • a_ Lam— o" L _ _ — c Ci Sd �� __ —�_ '7 ��ss �71s 'i'"_ _ s d — — — Lf� 14 — - - 1 - '' °9�— " _ 3 36.79' L c% N 4.00' = 9' JOIN EX 1 S — + 22+06.21'' catv cV ICV caty 14.00 --- — 36.79 ANG PT sd — 11 1 +00 n' _ U) �J �_ — � _ �„ _ - s - s W — 23+00 —r, ,� "�— 6 6„g0 w -6° 9 I -U 6„gam r''°Sf �}-f,.o e:� 6„g — 6 g 6„g 8 6l'g — W R, _ Z W (1101, 10"w 117"6<, + X24 + 00 — J w 16 w + 16"w 10 1 X70 � _ =iii r7c9 ��X16"w � _ ------u--� 25-00 26 8 _ w 0 (777 10" w Q — — — — DEL 0[3/SPO g I �� 16 w — — — — 0 S LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT Cl 38.61' 88°28'49" 25.00' 24.35' C2 38.54' 88°20'00" 25.00' 24.28' C3 76.60' 4°15'39” 1030.00' 38.32' C8 54.07' 611'44” 500.00' 27.06' C9 222.25' 10'57'32” 1162.00' 111.47' L1 42.90' S38°11'55"W L6 9.21' N10°06'54"E L7 2.00' N55'40'15"E 6/26/2017 6:45 AM LEGEND: C COLDMILL AND VARIABLE :1 THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB PCC PAVEMENT Q�pFESS/p,,\ NO. 36943 m m EXP. 06/30/18 *sem C / V \ �. 9TF OF CAL�F�� 26+00 CONSTRUCTION NOTES: 1 1 6 — DP—,PROTECT IN PLACE. DESCRIPTION PER PLAN. 1SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. 2�SAWCUT AND REMOVE EXISTING AC BERM. 33 SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 44 SAWCUT AND REMOVE EXISTING PCC SIDEWALK. 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND SPANDREL. 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O— REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, DESCRIPTION PER PLAN, BY SDG&E. &7f:�__ ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED GRADE. 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) OVERLAY. CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD 14�__D PLAN N0. 120-2. CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 15__. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 112 (:7_PEOR TRUCTWDPCCSIDEWALK 1205 ALK5', UNLESS OTHERWIDE NOTED) OCPW @_CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. &—CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. @_CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. Q)__CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @—FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. @_FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. 29 CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER OCPW STD PLAN NO. 1332 AND AS MODIFIED PER DETAIL NO. 1 ON SHEET N0. 9. 30 CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. 33CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA NO. Bll-47 AND DETAIL ON SHEET NO. 32. 34 CONSTRUCT TYPE Al -8 PCC CURB PER SPPWC STD PLAN NO. 120-2. REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. 20 10 0 20 40 SCALE IN FEET 1 ” = 20' CITY OF SAN JUAN CAPISTRANO a PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING STREET IMPROVEMENT PLAN DEL OBISPO STREET o 400 N/0 PASEO DE LE PAZ TO 850 N/0 PASEO DE LA PAZ F O PLANS PREPARED BY: 0 2121 ALTON PARKWAY, SUITE 200 W U� CNC IRVINE, CA 92606 PHONE (949) 863-0588 W(x E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers • Land Surveyors • 36943 06/27/2017 Shahab Naza , P.E. RCE# Date DRAWN BY: DESIGNED BY: APPROVED BY: PLAN JC JC C-2 z CHECKED BY: CHECKED BY: SHEET Z61 SN SN CITY ENGINEER EZ -RCE 25161 -EXP. 12/31/17 DATE 6 OF 34 O r .i u z 0 z I O O 0 w w C� I O LO 0 0 Q 0 0 �o O I i 0 E 0 U) .Q 0 0 cU 122' 118 114- 118 _ EX GROUND AT PROPOSED (I IRR & CUTTER 71L71n�) 311.814% 30�-82.76 3i+2i.92 112.17 FI DS_. 112,31 FI -CR-, 112.49 FL-rGB--\ 112.52 FL -CPB --1 ANG PT I I ANG PT I ANG PT \ ANG PT I 30+47.1'6 _ C)o �)n (112.G6) 11 o o �. Ln In -11,1191-P o 't vvnv, vU.v IP C.A O- - - 0.3790 0.36% u+�J-- L -- - - - --�--- 0..'L��-- ;---- ---�� o .. CD c� CD \ Ln Ln O •t� ,fc n,� Z11�:� �I� CD `. O. C3) .5I+UU.00 .JI+t:J.VVJ . . J - + o `� N 112.23 FI_ 112.313 F� 12.�i1 FI_ Iv N = I I I �- PROPQSEU F4 M _ O CD U u 0p N � 110 � +" i� I PROFILE SCALE: HORIZ: 1"=20' VERT: 1"=4' 30+00 - ----- -tea-------C�--------E}-cn co ----- - E�-- ----- cn v� CD 0 0 -� o CD 0 0 0 0 0 APN: 673-111-20 x W J `6j + o z EX o r- p r) Caty ss C :T I 31+00 32+50.75 32+82.75 32+919.75 RADIUS TANGENT L4 11 61 FL -112.56 f L_ -GB I G/� WVY I APIU f' I I W _ 112.74 11 �., h mmv / �/L UVT i C�II r i 1287 FL / 1r A rF �f: ' , / o J i 1296 Fi- A FII TERRA , - O J 39.17' S28°18'39"W 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND L6 C NN I V_;� I O r7 C14 NN I Nom_/ M� I ' / ^ M M� _ 0 p l r��' I APN: 673-111-21 S28°18'39"W 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED L8 32221 DEL OBISPO STREET 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). EX �' TAYLOR FAMILY TRUST S28°18'39"W PP P COMPACTED NATIVE (95% RELATIVE). R PALMS AYLIGHT ->> CD O J o �_Cc O + c� LOM ._ rr-j PLAN NO. 120-2. LINE O 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' \ 118 15)„ r 66 o °- 8.00' _ F_ N o 17 I- rn i oo 00 rn ,� 5.00'c -- - cD ro ro ¢�----c---c _ + rot z z - C N _ M M Q 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. _c - C _ 77 - -.G@ ------ @B 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 32-11-12.75 32+31,513 1 LINE/CURVE # 32+50.75 32+82.75 32+919.75 RADIUS TANGENT L4 11 61 FL -112.56 f L_ -GB I G/� WVY I APIU f' I I W _ 112.74 11 �., h mmv / �/L UVT i C�II r i 1287 FL / 1r A rF �f: ' , / o J i 1296 Fi- A FII TERRA , - O J 39.17' S28°18'39"W 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND L6 C NN I V_;� I O r7 C14 NN I Nom_/ M� I ' / ^ M M� _ 0 p l r��' I Lo N I�� S28°18'39"W 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED L8 50.01' M 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). L9 363.07' S28°18'39"W COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) I IE _ �v/ .i w 6r ICD + N CP O O I OJ N + C"i �n `�? N -z�-. + O N ro ;- + N CD O J o �_Cc O + c� LOM ._ rr-j PLAN NO. 120-2. O 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' o 118 + r� 1205.(S=5', ff-) �i - EX FS AT CONSTRUCTION ----- --0- ----- -- ----- - -- -- ow C) C) CD O o o 0 O O O� Oco � N O ON + r� + r7 + + + �_ + T M N r7 32+00 33+00 I 1 34+71.75 1 113.8/ FL. ;i4+Ei5.75 C�/I F11 TFIRR.A. 11S.tiL FI_ m I O O J viiJ O CD U_ � LO 4�I C:) M + +M r7 M M ICD CD__�? CD o O li O L. O O O v O N 6 (7 O l a O Lf) O C:) rn ci LO+ + 00 '- `� o f + � + � `0 Ln + r7 �_ T L r 'v , ` � O Q Z � W I i= W Z W �N U - - - - -- w o cn CD CD CD IJ_ CD CD 0 0 "o C- CD �� o r� O N + ± 34+00 35+00 APN: 673-111-17 011E_,- 01929 �2 3211 DEL OBISPO STREET SEE SHEET N0. 2 J *ARRY FALKAM AND 11 FORWAY - IMPROVEMENTS ) -� `. (117) - - 21 21 h _ / i11g J 16 16 "'Q 'R � DAYLIGHT � 6 � �- �� I � O®O -F mss- F F ----F -_,J LINE I 6"� sJ oh +62.25 18 F ^o '9J -f-/� FOR STOIMLL O X11 COIN C 9 v v r" 18 19 F a J �\\ _ F ___-F NEW R/W X115)25 CD JO 5.00' 17 O /0 O Q /10 wP p P 0 O P SDWK(Dj/ I 9 - -- - - Q u- c&G ' ,e . _ g,t - cry 1 -�=� - ----- -- ---- ---- -- , 2' -- 26 FH FENCE / , _ TYP M �` 2 (.0 11 13 SAWCUT Or W X00 ST P 9.00' 31+00 6 12 3 / 14 32 O 25 33+00 EX EP 3 )0 LINE I \ -- -16"w "w 16"w - 16"w + 16"w 6"w 16"w - /j PP WITH PO U a CONSTRUCTION / P RISERS o w / Q J N (i(n (=)J UQ l 117, -��4/ �. "Ix _"r"111" �5 61 , _77 -(113) 20 DEL OBISPO STREET PRIVATE DRIVEWAY 113.49 TC 113.58 TC 112.66 FL 112.75 FL 113.47 TC 113.61 TC 112.80 FL 112.94 FL 113.44 TC W-14' 113.64 TC 112.77 FL 112.97 FL 5' 5' 6' 6' LOCAL DEPRESSION AT 32+82.75 DETAIL 6/26/2017 6:48 AM N.T.S. 114.43 TC 114.54 TC 113.60 FL 113.71 FL 114.40 TC 114.57 TC 113.73 FIL 113.90 FL 114.38 TC W-17' 114.59 TC 114.71 FL IP113.92 FL r5' 5' 6' 6' LOCAL DEPRESSION AT 34+55.75 DETAIL N.T.S. LEGEND: C I COLDMILL AND VARIABLE THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB a PCC PAVEMENT LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT L4 35.13' S33°12'35"W 22 SAWCUT AND REMOVE EXISTING AC BERM. L5 39.17' S28°18'39"W 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND L6 50.01' S29°27'23"W 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O- REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, L7 10.00' S28°18'39"W 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED L8 50.01' S27°09'54"W 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). L9 363.07' S28°18'39"W COMPACTED NATIVE (95% RELATIVE). V 1 -+ W Z W 12 13 9.00' 14 5 J iw U - + I ll VV d C) Q O �w (C=)j U 20 Q�pFESS/p,,\ � �p,6 Z9�1F2 co NO. 36943 m m EXP. 06130118 *sem C / V \ �. 9TF OF CA\,_ 20 10 0 20 40 SCALE IN FEET 1 " = 20' CITY OF SAN JUAN CAPISTRANO a PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING Ow Iti z 0 z JC BY: SN STREET IMPROVEMENT PLAN DEL OBISPO STREET 1027' S /O CALLE ASPERO TO 527' S/0 CALLE ASPERO ,D BY: 2121 ALTON PARKWAY, SUITE 200 c c IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors • %px�e�* 36943 06/27/2017 Shahab Naza , P.E. DESIGNED BY: JC CHECKED BY: SN RCE# Date ,PPROVED BY: PLAN C-3 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE OF 34 CITY ENGINEER O r r� u CONSTRUCTION NOTES: 122 PROTECT IN PLACE. DESCRIPTION PER PLAN. 1�SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. 22 SAWCUT AND REMOVE EXISTING AC BERM. 33 SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 44 SAWCUT AND REMOVE EXISTING PCC SIDEWALK. 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND SPANDREL. 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O- REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, DESCRIPTION PER PLAN, BY SDG&E. 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED GRADE. 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) OVERLAY. 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 8__CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 118 17 CO TRUCTOCPWSTDCPSIDN SIDO.EWALK UNLESS OTHERWIDE NOTED) 1205.(S=5', @_CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD DWG NO. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. Q)__CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @-FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. @_FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. @_CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. 29 CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER OCPW STD PLAN NO. 1332 AND AS MODIFIED PER DETAIL NO. 1 ON SHEET N0. 9. 30 CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA ��)__NO. B11-47 AND DETAIL ON SHEET NO. 32. 34 CONSTRUCT TYPE A11-8 PCC CURB PER SPPWC STD PLAN NO. 120-2. REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. 20 10 0 20 40 SCALE IN FEET 1 " = 20' CITY OF SAN JUAN CAPISTRANO a PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING Ow Iti z 0 z JC BY: SN STREET IMPROVEMENT PLAN DEL OBISPO STREET 1027' S /O CALLE ASPERO TO 527' S/0 CALLE ASPERO ,D BY: 2121 ALTON PARKWAY, SUITE 200 c c IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors • %px�e�* 36943 06/27/2017 Shahab Naza , P.E. DESIGNED BY: JC CHECKED BY: SN RCE# Date ,PPROVED BY: PLAN C-3 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE OF 34 CITY ENGINEER O r r� u z 0 z I O O 0 w I O LO i 0 0 Q O 0 �o O I 0 E 0 U) .Q 0 0 >1 at cU I--, 1130 11-z 11122 EX GROUND Ar PROPOSED 1 �I _ CD _ CURB .AND GUTTER `\ o N1 1,,,4 _ n N / - + o - � o CD + 3vT43.03 ;O 115.82 FL --EC C:) --j o �' o � o I CDl�N LL- LON �i --j / D n N, rs_ L 0 + Lci O L- M � Cr CO I CI _ 37+04-59 + ^ 136+75.00j 0) :i6+50.00J\ 1'16.62 FL -BC 116.2'3 FI_ i i5.s . 10 FI.- I I I I I I I I � PROPOSED FL - LINE/CURVE # CD BEARING/DELTA 118-+ � C3 49.37' 0°55'12" 3075.00' • Z - 114�U, 3076.89' 61.07' C5 i I� o C � +� _ - _ 3077.00' 114 - �� o� Ln CD - lV + (n 122--1 W LO v.O C-)) I L9 363.07' S28°18'39"W C.0 Oc nrn -4-.-: L10 61.46' S29°13'50"W Lo M ± EX GROUND Ar PROPOSED 1 �I _ CD _ CURB .AND GUTTER `\ o N1 1,,,4 _ n N / - + o - � o CD + 3vT43.03 ;O 115.82 FL --EC C:) --j o �' o � o I CDl�N LL- LON �i --j / D n N, rs_ L 0 + Lci O L- M � Cr CO I CI _ 37+04-59 + ^ 136+75.00j 0) :i6+50.00J\ 1'16.62 FL -BC 116.2'3 FI_ i i5.s . 10 FI.- I I I I I I I I � PROPOSED FL - LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 1 35+94.99_ 115.17 FL -BC I - - - cnc w CD F-� + Ln Ln , 3076.89' 61.07' C5 i I� o C � +� _ - _ 3077.00' 114 - �� o� Ln CD - lV + OIJ� 89'02'47" O� LO v.O C-)) I L9 363.07' S28°18'39"W C.0 Oc nrn -4-.-: L10 61.46' S29°13'50"W Lo M ± 25.03' S35°42'20"W U') PO � Uj 35.42' MEN ■MEMO �NoN PROFILE SCALE: O - � CD O O ) NOR - - - E3 - _ CD �` CD ■■■EwmM o o �' + + Uri I� N � + Ln c„ +� Ln � � o O I\ Lr EX GROUND Ar PROPOSED 1 �I _ CD _ CURB .AND GUTTER `\ o N1 1,,,4 _ n N / - + o - � o CD + 3vT43.03 ;O 115.82 FL --EC C:) --j o �' o � o I CDl�N LL- LON �i --j / D n N, rs_ L 0 + Lci O L- M � Cr CO I CI _ 37+04-59 + ^ 136+75.00j 0) :i6+50.00J\ 1'16.62 FL -BC 116.2'3 FI_ i i5.s . 10 FI.- I I I I I I I I � PROPOSED FL - LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 0- - cn L- o oco Ln -- Li) - - - cnc w CD F-� + Ln Ln , 3076.89' 61.07' C5 i I� o C � +� _ - _ 3077.00' 114 - �� o� Ln CD - lV + 46.62' 89'02'47" 30.00' 29.50' L9 363.07' S28°18'39"W o L10 61.46' S29°13'50"W ■w®■ L11 25.03' S35°42'20"W ■■n- L12 35.42' MEN ■MEMO �NoN PROFILE SCALE: � ■■ NOR - - - E3 - MEN ■■■EwmM c„ HORIZ: 1 "=20' VERT: 1 "=4' o O I\ Lr O N Lei O CM + + O N EX GROUND Ar PROPOSED 1 �I _ CD _ CURB .AND GUTTER `\ o N1 1,,,4 _ n N / - + o - � o CD + 3vT43.03 ;O 115.82 FL --EC C:) --j o �' o � o I CDl�N LL- LON �i --j / D n N, rs_ L 0 + Lci O L- M � Cr CO I CI _ 37+04-59 + ^ 136+75.00j 0) :i6+50.00J\ 1'16.62 FL -BC 116.2'3 FI_ i i5.s . 10 FI.- I I I I I I I I � PROPOSED FL - 35+00 36+00 37+00 rza II 38+00 J SCREEN I WALL 673-111-16 \ APN: 673-111-17 \ 32151 D'CL OBISPO STREET (125)51 DEL OBISPO STREET �_ I HARRY FALKAM \ c _---c - -___c ----c -- APN: 673-111-28 HARRTFALKAM �- DAYLIGHT ` EX R I = 26112 CALLE COBBLESTONE EX R LINE /� DRCP HOLDINGS �� EX-R/W-� (125) J \ I �, \ o) - 26 ,� 27 -� I (119) _ �. 63� � - \c, (118) Q � SEE SHEET " CD - _'c '� oss N0. 9 28 r 5) 00 � __ I _ �_ �c `r' RETAIN = TREE PP 8.00' L+n CD � Q 10 _ 'c -c -c -� 22 19 \ � II- /,� IjN w r� P -_ ��. _ ��m NEWR/W ��c3� 4 ��, i '0 L_ --c -c --ter w 5.00 1 -CATCH �� F - c - - r� �' N m -c __-_ -c ---- - -=�_ o P) P ELEC _ - -- _ oar-eB- - �e��ee�c�--ems - CABI'. �1s 39+00 w WE 130 CONSTRUCTION NOTES: P�PROTECT IN PLACE. DESCRIPTION PER PLAN. 1O-SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. -L.C=46.62' 07=-::�-- 3SAWCUT AND REMOVE EXISTING AC BERM. SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 4�SAWCUT AND REMOVE EXISTING PCC SIDEWALK. o -J o 1:121,31) FL 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND LO 13CK- SPANDREL. LIC _ + JnIN FY _ 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. C" N M �� 1 1 ^ ^ REMOVEAND RELOCATE EXISTING UTILITY APPURTENANCE, `~' f 22 DESCRIPTION PER PLAN, BY SDG&E. Ill •`+iii j I 2, 6% i _--�- - 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 1 1fi% 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. Ili 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED LA CD GRADE. CD \I o CO 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). co CD + o \ CDN 118 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED Mc-,] `- MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER 39-11-77.26 COMPACTED NATIVE (95% RELATIVE). L•120.35 FIL 13 CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) rnr OVERLAY n. APN: 673-111-29 r�p ELEC _(4 CABINET ELEC Q" - ° a ---- -------------- - -_ - -- CABINET �- ;-> • Z C3 17 JOIN EX ° v v i U) W - - - - WM E -t I i _ 26Uj + I 2' - - - " �_ - v 9.00 TYP G - --- -� \ W - - - _ GUY L - 12 1 37.16' TREE -e4.00' - - - - 6 W 4 P- � - RES- _ �� ,> CASE J 13 12 SAWCUT 13 1 1 O"w 1 7 & PB 7 - - 9.00 °'1 6 JOIN EX P 9 e / 23 _ _ - 00 � - LINE 36 I 0 - !� 37+00 2 - 9 �ol� � -� � U - 11 13 38+59.5E� -�L6 "9 3 14 I EX EP - 38 00 36.00' 36.00' 6 ;, � R'� � _ � Sd 1 13 Q J 36.00' I 6"w ; '16"w CONST�R6U,CTION -10" I BC _ ECR _ >� `" w �� res - 39+00 36.00'1.4 ��-6�'9 �_ (�15) 16"w ;: - r, ,,s_ I ,E> X16" X10" C Z ` DEL OBISPOSTREET - J � 64J --/, (''892 w 17,9�� 77t--®r, 40 00 40 7 44 - MY) 1 6 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 17 CONSTRUCT PCC SIDEWALK (S=5', UNLESS OTHERWIDE NOTED) 122 PER OCPW STD PLAN NO. 1205. CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. ") 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH 0 INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. o+ 1 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC �- STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 23 CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @--FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 4- 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 40+ OO 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. REAINNG WALL PER OC CALLE ASPERO @--CONSTUCTSTDPLAN NO. 1332GANDEASBMODIEHINDFIED TPERI DETAIL NO11 ONPW SHEET NO. 9. I ��-CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. I 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. I 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. 00 33 CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA NO. B11-47 AND DETAIL ON SHEET NO. 32. I34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. I 120-2. TCH P REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. CAI , I BASIN BCR - 6/26/2017 6:51 AM Ew 121.02 TC 120.35 FL JOIN EX (121.80) BW , 0,� JOIN EX 1A.52 BW 121.44 BW ---x 121.70 TC 121.03 FL 120.87 TC/FL 0" CF 120.79 TC/FL 0" CF izkzzj 1u 120.62 FL CURB RAMP DETAIL N.T.S. ?1.75) TC ?t afj FL IN EX v7 1 X10" 6 w �` X1273SEEM X16 "w 10 w 20 10 0 20 40 10' -�-L� - - _� _-- � -- _ w SCALE IN FEET 1 " = 20' LEGEND: COLDMILL AND VARIABLE THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB PCC PAVEMENT LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 24.69' C4 122.13' 2°16'27" 3076.89' 61.07' C5 83.32' _ 3077.00' 41.66' C6 46.62' 89'02'47" 30.00' 29.50' L9 363.07' S28°18'39"W o L10 61.46' S29°13'50"W ■w®■ L11 25.03' S35°42'20"W ■■n- L12 35.42' MEN ■MEMO �NoN � ■■ NOR - - - E3 - MEN ■■■EwmM c„ o 35+00 36+00 37+00 rza II 38+00 J SCREEN I WALL 673-111-16 \ APN: 673-111-17 \ 32151 D'CL OBISPO STREET (125)51 DEL OBISPO STREET �_ I HARRY FALKAM \ c _---c - -___c ----c -- APN: 673-111-28 HARRTFALKAM �- DAYLIGHT ` EX R I = 26112 CALLE COBBLESTONE EX R LINE /� DRCP HOLDINGS �� EX-R/W-� (125) J \ I �, \ o) - 26 ,� 27 -� I (119) _ �. 63� � - \c, (118) Q � SEE SHEET " CD - _'c '� oss N0. 9 28 r 5) 00 � __ I _ �_ �c `r' RETAIN = TREE PP 8.00' L+n CD � Q 10 _ 'c -c -c -� 22 19 \ � II- /,� IjN w r� P -_ ��. _ ��m NEWR/W ��c3� 4 ��, i '0 L_ --c -c --ter w 5.00 1 -CATCH �� F - c - - r� �' N m -c __-_ -c ---- - -=�_ o P) P ELEC _ - -- _ oar-eB- - �e��ee�c�--ems - CABI'. �1s 39+00 w WE 130 CONSTRUCTION NOTES: P�PROTECT IN PLACE. DESCRIPTION PER PLAN. 1O-SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. -L.C=46.62' 07=-::�-- 3SAWCUT AND REMOVE EXISTING AC BERM. SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 4�SAWCUT AND REMOVE EXISTING PCC SIDEWALK. o -J o 1:121,31) FL 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND LO 13CK- SPANDREL. LIC _ + JnIN FY _ 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. C" N M �� 1 1 ^ ^ REMOVEAND RELOCATE EXISTING UTILITY APPURTENANCE, `~' f 22 DESCRIPTION PER PLAN, BY SDG&E. Ill •`+iii j I 2, 6% i _--�- - 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 1 1fi% 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. Ili 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED LA CD GRADE. CD \I o CO 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). co CD + o \ CDN 118 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED Mc-,] `- MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER 39-11-77.26 COMPACTED NATIVE (95% RELATIVE). L•120.35 FIL 13 CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) rnr OVERLAY n. APN: 673-111-29 r�p ELEC _(4 CABINET ELEC Q" - ° a ---- -------------- - -_ - -- CABINET �- ;-> • Z C3 17 JOIN EX ° v v i U) W - - - - WM E -t I i _ 26Uj + I 2' - - - " �_ - v 9.00 TYP G - --- -� \ W - - - _ GUY L - 12 1 37.16' TREE -e4.00' - - - - 6 W 4 P- � - RES- _ �� ,> CASE J 13 12 SAWCUT 13 1 1 O"w 1 7 & PB 7 - - 9.00 °'1 6 JOIN EX P 9 e / 23 _ _ - 00 � - LINE 36 I 0 - !� 37+00 2 - 9 �ol� � -� � U - 11 13 38+59.5E� -�L6 "9 3 14 I EX EP - 38 00 36.00' 36.00' 6 ;, � R'� � _ � Sd 1 13 Q J 36.00' I 6"w ; '16"w CONST�R6U,CTION -10" I BC _ ECR _ >� `" w �� res - 39+00 36.00'1.4 ��-6�'9 �_ (�15) 16"w ;: - r, ,,s_ I ,E> X16" X10" C Z ` DEL OBISPOSTREET - J � 64J --/, (''892 w 17,9�� 77t--®r, 40 00 40 7 44 - MY) 1 6 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 17 CONSTRUCT PCC SIDEWALK (S=5', UNLESS OTHERWIDE NOTED) 122 PER OCPW STD PLAN NO. 1205. CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. ") 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH 0 INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. o+ 1 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC �- STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 23 CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @--FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 4- 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 40+ OO 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. REAINNG WALL PER OC CALLE ASPERO @--CONSTUCTSTDPLAN NO. 1332GANDEASBMODIEHINDFIED TPERI DETAIL NO11 ONPW SHEET NO. 9. I ��-CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. I 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. I 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. 00 33 CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA NO. B11-47 AND DETAIL ON SHEET NO. 32. I34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. I 120-2. TCH P REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. CAI , I BASIN BCR - 6/26/2017 6:51 AM Ew 121.02 TC 120.35 FL JOIN EX (121.80) BW , 0,� JOIN EX 1A.52 BW 121.44 BW ---x 121.70 TC 121.03 FL 120.87 TC/FL 0" CF 120.79 TC/FL 0" CF izkzzj 1u 120.62 FL CURB RAMP DETAIL N.T.S. ?1.75) TC ?t afj FL IN EX v7 1 X10" 6 w �` X1273SEEM X16 "w 10 w 20 10 0 20 40 10' -�-L� - - _� _-- � -- _ w SCALE IN FEET 1 " = 20' LEGEND: COLDMILL AND VARIABLE THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB PCC PAVEMENT LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 24.69' C4 122.13' 2°16'27" 3076.89' 61.07' C5 83.32' 1 °33'05" 3077.00' 41.66' C6 46.62' 89'02'47" 30.00' 29.50' L9 363.07' S28°18'39"W o L10 61.46' S29°13'50"W L11 25.03' S35°42'20"W L12 35.42' S34°50'35"W - - - E3 - c„ o O I\ Lr O N Lei O CM + + O N O ` O O O N _ F . O o -cvv, + f D oto co r7 C) + 2 Ln M � % 39+41.84 + wLU C) 119 WIUA-13 38+59.51 CURB AND GU TER,_--� FC + 118.75 FL� GB• l I \ + N \\ � \ I DC � O I I O �o L� O ^rn OI -QL e -M n rn + -z +iceC o' °- 1,.-� � + GoJ01� EX C&G i �G�-LrrcT O O -�- i_ CD r_� O J O ` O LC ) - J,JT LTJ. LV+ 111.22) FL -111 � � I � �? + � \ � - JOIN EX 1D&G C8 00 ;7= \ I �+ ry j iI - i i,vi IJLLJ L. EXISTING CB � 35+00 36+00 37+00 rza II 38+00 J SCREEN I WALL 673-111-16 \ APN: 673-111-17 \ 32151 D'CL OBISPO STREET (125)51 DEL OBISPO STREET �_ I HARRY FALKAM \ c _---c - -___c ----c -- APN: 673-111-28 HARRTFALKAM �- DAYLIGHT ` EX R I = 26112 CALLE COBBLESTONE EX R LINE /� DRCP HOLDINGS �� EX-R/W-� (125) J \ I �, \ o) - 26 ,� 27 -� I (119) _ �. 63� � - \c, (118) Q � SEE SHEET " CD - _'c '� oss N0. 9 28 r 5) 00 � __ I _ �_ �c `r' RETAIN = TREE PP 8.00' L+n CD � Q 10 _ 'c -c -c -� 22 19 \ � II- /,� IjN w r� P -_ ��. _ ��m NEWR/W ��c3� 4 ��, i '0 L_ --c -c --ter w 5.00 1 -CATCH �� F - c - - r� �' N m -c __-_ -c ---- - -=�_ o P) P ELEC _ - -- _ oar-eB- - �e��ee�c�--ems - CABI'. �1s 39+00 w WE 130 CONSTRUCTION NOTES: P�PROTECT IN PLACE. DESCRIPTION PER PLAN. 1O-SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. -L.C=46.62' 07=-::�-- 3SAWCUT AND REMOVE EXISTING AC BERM. SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 4�SAWCUT AND REMOVE EXISTING PCC SIDEWALK. o -J o 1:121,31) FL 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND LO 13CK- SPANDREL. LIC _ + JnIN FY _ 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. C" N M �� 1 1 ^ ^ REMOVEAND RELOCATE EXISTING UTILITY APPURTENANCE, `~' f 22 DESCRIPTION PER PLAN, BY SDG&E. Ill •`+iii j I 2, 6% i _--�- - 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 1 1fi% 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. Ili 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED LA CD GRADE. CD \I o CO 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). co CD + o \ CDN 118 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED Mc-,] `- MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER 39-11-77.26 COMPACTED NATIVE (95% RELATIVE). L•120.35 FIL 13 CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) rnr OVERLAY n. APN: 673-111-29 r�p ELEC _(4 CABINET ELEC Q" - ° a ---- -------------- - -_ - -- CABINET �- ;-> • Z C3 17 JOIN EX ° v v i U) W - - - - WM E -t I i _ 26Uj + I 2' - - - " �_ - v 9.00 TYP G - --- -� \ W - - - _ GUY L - 12 1 37.16' TREE -e4.00' - - - - 6 W 4 P- � - RES- _ �� ,> CASE J 13 12 SAWCUT 13 1 1 O"w 1 7 & PB 7 - - 9.00 °'1 6 JOIN EX P 9 e / 23 _ _ - 00 � - LINE 36 I 0 - !� 37+00 2 - 9 �ol� � -� � U - 11 13 38+59.5E� -�L6 "9 3 14 I EX EP - 38 00 36.00' 36.00' 6 ;, � R'� � _ � Sd 1 13 Q J 36.00' I 6"w ; '16"w CONST�R6U,CTION -10" I BC _ ECR _ >� `" w �� res - 39+00 36.00'1.4 ��-6�'9 �_ (�15) 16"w ;: - r, ,,s_ I ,E> X16" X10" C Z ` DEL OBISPOSTREET - J � 64J --/, (''892 w 17,9�� 77t--®r, 40 00 40 7 44 - MY) 1 6 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 17 CONSTRUCT PCC SIDEWALK (S=5', UNLESS OTHERWIDE NOTED) 122 PER OCPW STD PLAN NO. 1205. CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. ") 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH 0 INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. o+ 1 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC �- STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 23 CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @--FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 4- 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 40+ OO 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. REAINNG WALL PER OC CALLE ASPERO @--CONSTUCTSTDPLAN NO. 1332GANDEASBMODIEHINDFIED TPERI DETAIL NO11 ONPW SHEET NO. 9. I ��-CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. I 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. I 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. 00 33 CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA NO. B11-47 AND DETAIL ON SHEET NO. 32. I34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. I 120-2. TCH P REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. CAI , I BASIN BCR - 6/26/2017 6:51 AM Ew 121.02 TC 120.35 FL JOIN EX (121.80) BW , 0,� JOIN EX 1A.52 BW 121.44 BW ---x 121.70 TC 121.03 FL 120.87 TC/FL 0" CF 120.79 TC/FL 0" CF izkzzj 1u 120.62 FL CURB RAMP DETAIL N.T.S. ?1.75) TC ?t afj FL IN EX v7 1 X10" 6 w �` X1273SEEM X16 "w 10 w 20 10 0 20 40 10' -�-L� - - _� _-- � -- _ w SCALE IN FEET 1 " = 20' LEGEND: COLDMILL AND VARIABLE THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB PCC PAVEMENT LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 24.69' C4 122.13' 2°16'27" 3076.89' 61.07' C5 83.32' 1 °33'05" 3077.00' 41.66' C6 46.62' 89'02'47" 30.00' 29.50' L9 363.07' S28°18'39"W o L10 61.46' S29°13'50"W L11 25.03' S35°42'20"W L12 35.42' S34°50'35"W - - - E3 - c„ o O I\ Lr O N Lei O CM + + O N O O O N _ F . O o -cvv, + f D oto co r7 + 2 + wLU 35+00 36+00 37+00 rza II 38+00 J SCREEN I WALL 673-111-16 \ APN: 673-111-17 \ 32151 D'CL OBISPO STREET (125)51 DEL OBISPO STREET �_ I HARRY FALKAM \ c _---c - -___c ----c -- APN: 673-111-28 HARRTFALKAM �- DAYLIGHT ` EX R I = 26112 CALLE COBBLESTONE EX R LINE /� DRCP HOLDINGS �� EX-R/W-� (125) J \ I �, \ o) - 26 ,� 27 -� I (119) _ �. 63� � - \c, (118) Q � SEE SHEET " CD - _'c '� oss N0. 9 28 r 5) 00 � __ I _ �_ �c `r' RETAIN = TREE PP 8.00' L+n CD � Q 10 _ 'c -c -c -� 22 19 \ � II- /,� IjN w r� P -_ ��. _ ��m NEWR/W ��c3� 4 ��, i '0 L_ --c -c --ter w 5.00 1 -CATCH �� F - c - - r� �' N m -c __-_ -c ---- - -=�_ o P) P ELEC _ - -- _ oar-eB- - �e��ee�c�--ems - CABI'. �1s 39+00 w WE 130 CONSTRUCTION NOTES: P�PROTECT IN PLACE. DESCRIPTION PER PLAN. 1O-SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. -L.C=46.62' 07=-::�-- 3SAWCUT AND REMOVE EXISTING AC BERM. SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. 4�SAWCUT AND REMOVE EXISTING PCC SIDEWALK. o -J o 1:121,31) FL 5�SAWCUT AND REMOVE EXISTING PCC CROSS GUTTER AND LO 13CK- SPANDREL. LIC _ + JnIN FY _ 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. C" N M �� 1 1 ^ ^ REMOVEAND RELOCATE EXISTING UTILITY APPURTENANCE, `~' f 22 DESCRIPTION PER PLAN, BY SDG&E. Ill •`+iii j I 2, 6% i _--�- - 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 1 1fi% 99 ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. Ili 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED LA CD GRADE. CD \I o CO 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). co CD + o \ CDN 118 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED Mc-,] `- MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER 39-11-77.26 COMPACTED NATIVE (95% RELATIVE). L•120.35 FIL 13 CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) rnr OVERLAY n. APN: 673-111-29 r�p ELEC _(4 CABINET ELEC Q" - ° a ---- -------------- - -_ - -- CABINET �- ;-> • Z C3 17 JOIN EX ° v v i U) W - - - - WM E -t I i _ 26Uj + I 2' - - - " �_ - v 9.00 TYP G - --- -� \ W - - - _ GUY L - 12 1 37.16' TREE -e4.00' - - - - 6 W 4 P- � - RES- _ �� ,> CASE J 13 12 SAWCUT 13 1 1 O"w 1 7 & PB 7 - - 9.00 °'1 6 JOIN EX P 9 e / 23 _ _ - 00 � - LINE 36 I 0 - !� 37+00 2 - 9 �ol� � -� � U - 11 13 38+59.5E� -�L6 "9 3 14 I EX EP - 38 00 36.00' 36.00' 6 ;, � R'� � _ � Sd 1 13 Q J 36.00' I 6"w ; '16"w CONST�R6U,CTION -10" I BC _ ECR _ >� `" w �� res - 39+00 36.00'1.4 ��-6�'9 �_ (�15) 16"w ;: - r, ,,s_ I ,E> X16" X10" C Z ` DEL OBISPOSTREET - J � 64J --/, (''892 w 17,9�� 77t--®r, 40 00 40 7 44 - MY) 1 6 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 17 CONSTRUCT PCC SIDEWALK (S=5', UNLESS OTHERWIDE NOTED) 122 PER OCPW STD PLAN NO. 1205. CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. ") 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH 0 INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. o+ 1 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC �- STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 23 CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @--FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 4- 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 40+ OO 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. REAINNG WALL PER OC CALLE ASPERO @--CONSTUCTSTDPLAN NO. 1332GANDEASBMODIEHINDFIED TPERI DETAIL NO11 ONPW SHEET NO. 9. I ��-CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. I 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. I 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. 00 33 CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA NO. B11-47 AND DETAIL ON SHEET NO. 32. I34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. I 120-2. TCH P REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. CAI , I BASIN BCR - 6/26/2017 6:51 AM Ew 121.02 TC 120.35 FL JOIN EX (121.80) BW , 0,� JOIN EX 1A.52 BW 121.44 BW ---x 121.70 TC 121.03 FL 120.87 TC/FL 0" CF 120.79 TC/FL 0" CF izkzzj 1u 120.62 FL CURB RAMP DETAIL N.T.S. ?1.75) TC ?t afj FL IN EX v7 1 X10" 6 w �` X1273SEEM X16 "w 10 w 20 10 0 20 40 10' -�-L� - - _� _-- � -- _ w SCALE IN FEET 1 " = 20' LEGEND: COLDMILL AND VARIABLE THICKNESS (2" MIN) OVERLAY CONSTRUCT 5" AC OVER 18" CMB PCC PAVEMENT LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 49.37' 0°55'12" 3075.00' 24.69' C4 122.13' 2°16'27" 3076.89' 61.07' C5 83.32' 1 °33'05" 3077.00' 41.66' C6 46.62' 89'02'47" 30.00' 29.50' L9 363.07' S28°18'39"W L10 61.46' S29°13'50"W L11 25.03' S35°42'20"W L12 35.42' S34°50'35"W Q�pFESS/p,,\ � �p,6 Z9�1F2 co NO. 369 m m EXP. 06130118 *sem C / V \ �. 9TF �F CAL\F�� CITY OF SAN JUAN CAPISTRANO Ow a F z 6 z PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING STREET IMPROVEMENT PLAN DEL OBISPO STREET 527' S/0 CALLE ASPERO TO CALLE ASPERO ,D BY: 2121 ALTON PARKWAY, SUITE 200 &\k c c IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors • %px�e�* 36943 06/27/2017 Shahab Naza , P.E. DESIGNED BY: JC CHECKED BY: SN RCE# Date ,PPROVED BY: PLAN C-4 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE 8 OF 34 CITY ENGINEER O r r� u 0 Q O 0 Qo 0 I i 0 0 co n 75 0 >1 at 132 I I I i 130 124 i 37'+90169 126.30 TW --GB I N -;7+cin 6(a 125.80 FI--G13S PROPOSED V-:417FR FI J_ PRC)PO ED TOP OF I 1 37+65.63 120.27 TW-GB� I 122 7 I 3 +65.6;1 119.77 FL -G6 -N, I 120 ILL 6 �Y,' /23 LID +p +m // n00 1, M� M� •oa/% M� ^y, PROFILE SCALE: HORIZ: 1"=10' VERT: 1 "=2' 37-1-61.88 17.56 TW -GB I I CONNECT TO RI'�I RN BA - BARRI R 37+50 N FX FG T- A TOP CF WALL // _1_ PROPOSED FG AT RA';F OF VVAI I. � 117.13 13ASE. OF WALL I � x 38+Ib. ub LINE/CURVE # .1 �1 7^ T At Gn i,co.JU i''V-vii BEARING/DELTA RADIUS TANGENT C3 _ _38•F16.08 125.80 FL --GB 0°54'28" V.VVA _ 23.88' C4 6.14' 35°10'33" 38+22.18 3.17' 125.90 FL -[W /--121.89 TW --GB 6.41' \ / JOIN Ed( YY�iLL \I Vf- VI L/SIJ I IIVV A VERDURA 'KALI_ � A I I 10.00' \ 38+21.96 l - `�-i:1.5.i F L \ �� JOIN FX V -(;l ITTFR FI o°� - .... - - - ocn DELL o� LL _ �� 011 ONS M� v r� O co +- 1 00 06 1111-7.C-7DA(`C n- IAIAII J.VJ un V ,vrkLL Z 38+50 EX SCREEN WALL \ I \ 5' OFFSET FROM 9 DAYLIGHT LINE FACE OF EX \ OF A 2:1 SLOPE SCREEN WALL \APN: 673-111-16 32151 DEL OBISPO STREET HAIR Y FALKAM ,G �'�G 140 145 I EX �' � � . (1 45 APN: 673-111-28 J J - 26112 CALLE COBBLESTONE 125) I DRCP HOLDINGS APN:- 673-111-17 I ,G 135 I 32151 DEL OBISPO-STREET ,G I 140 HARRY FALKAM ,G '�� c -G 130 \C 60 LF 135 I 30CONNECT` EX R/W PROP TOE �j. TO EX 29 �REMOVE c 125 119.60 G 32 OF SLOPE V -GUTTER 3.00' OF EXISTING 117.20 I V 2.5' MIN �� ; VERDURA WALL 33 29 \ T`- 2 MIN- � AND RECONSTRUCT - - I -- � 19130 __ --- - CONNECT I I - NEW R/W TO SUBDRAIN •g I � �' - -- _ _ - EX VERDURA BARRIER WALL 120 - �-------- �� -�-_-� - - _-- -- - _ - - EX R/W CASE B 28 - I -- -- _---------- ------------- - JOIN EX - END 0 VERDURA WALL ST. STA. 37+61.88 ---- 28 41.50 L -BC- � � -TOE OF WALL (EOL) � 9 a - N. 21271STA. 37+61.88 70.08 - 7 I - a E.6127149.90 - -c _ - ' 46.34 L= _ F _ 9 ST. STA. 38+08.97 -PRC I STA. 38+22.18 _ - - - - - 42.44 L= �' �� I N• 2127223 09 6/26/2017 6:54 AM �0„w - 37+00 � C X10 ,w - - _ - - STA. 38+09.63 (LOL) E:6127177.32 -9-a �; _ - _ e N: 2127211.11 ' \ os , I I /.JOIN EX WALL �- i E:61 71.74.32 TA. 38+14.61 -PRC g �� a - 44 8 L= g - St 38-+15.77 #OL) - - - - _ N- h 27216.98 �`'-6 g_ - - - _ E: 27175.75 R SIDE LK, C&G AND ROADWAY IMPRO --SEE SHEET NO 8 I LINE AND CURVE DATA TABLE LINE/CURVE # LENGTH BEARING/DELTA RADIUS TANGENT C3 47.75' 0°54'28" 3014.00' 23.88' C4 6.14' 35°10'33" 10.00' 3.17' C5 6.41' 36'44'17" 10.00' I I � ESS/p�\ 38+OoDEL OBISPO STREET m 10 5 0 10 20 NO. 36943 m w EXP. 06130118 I I SCALE IN FEET *sjq CIV I 1 „ = 10' 11- OF CAO ' 132 124 120 118 24" MIN 6" 12" 12" n I L L 11LULT 3" THICK A MIN PCC 0 z 0 z CONSTRUCTION NOTES: P� OPROTECT IN PLACE. DESCRIPTION PER PLAN. 1- SAWCUT AND REMOVE EXISTING AC PAVEMENT AND BASE MATERIAL. 20SAWCUT AND REMOVE EXISTING AC BERM. 3�SAWCUT AND REMOVE EXISTING PCC CURB AND GUTTER. G4�SAWCUT SAWCUT AND REMOVE EXISTING PCC SIDEWALK. AND REMOVE EXISTING PCC CROSS GUTTER AND SPANDREL. 66 SAWCUT AND REMOVE EXISTING PCC CURB RAMP. 7O -REMOVE AND RELOCATE EXISTING UTILITY APPURTENANCE, DESCRIPTION PER PLAN, BY SDG&E. 88 ADJUST MANHOLE COVER AND FRAME TO FINISHED GRADE. 9O- ADJUST PULLBOX OR UTILITY COVER AND FRAME TO FINISHED GRADE. 10 ADJUST WATER OR GAS VALVE COVER AND FRAME TO FINISHED GRADE. 11 COLDMILL EXISTING AC PAVEMENT (2" MIN). 12 CONSTRUCT 5" AC PAVEMENT (PG 64-10) OVER 18" CRUSHED MISCELLANIOUS BASE (CMB), UNLESS OTHERWISE NOTED, OVER COMPACTED NATIVE (95% RELATIVE). @--CONSTRUCT VARIABLE THICKNESS (2" MIN.) AC (ARHM-GG-C.) OVERLAY. 14 CONSTRUCT TYPE C1-8 PCC CURB AND GUTTER PER SPPWC STD PLAN NO. 120-2. 15 CONSTRUCT PCC CROSS GUTTER PER OCPW STD PLAN NO. 122-2. 16 CONSTRUCT DEPRESSED CURB FOR DRIVEWAY APPROACH WITH 4' SIDEWALK PER OCPW STD PLAN NO. 1209. 17 CONSTRUCT PCC SIDEWALK (S=5', UNLESS OTHERWIDE NOTED) PER OCPW STD PLAN NO. 1205. 18 CONSTRUCT SIDEWALK OBSTRUCTION FLARE PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 340. 19 CONSTRUCT SUBDRAIN (6" MIN) BARRIER STANDARD TRENCH INTERCEPTER PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 350. 20 CONSTRUCT LOCAL DEPRESSION (CASE PER PLAN) PER SPPWC STD DWG N0. 313-3. 21 CONSTRUCT MODIFIED DRIVEWAY APPROACH (TYPE C) PER SPPWC STD DWG NO. 110-2 AND AS SHOWN ON SHEET NOS. 10 AND 11. 22 CONSTRUCT TRENCH RESTORATION PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 700. 23 CONSTRUCT PCC CURB RAMP (CASE PER PLAN) PER CALTRANS STD PLAN A88A. 24 RELOCATE EXISTING TRAFFIC SIGNAL EQUIPMENT PER TRAFFIC SIGNAL MODIFICATION PLAN. @--FOR DISPOSITION OF EXISTING DRAINAGE FACILITY, SEE STORM DRAIN PLANS. 26 FOR DISPOSITION OF EXISTING WATER APPURTENANCES, SEE WATER IMPROVEMENT PLANS. 27 MODIFY EXISTING LANDSCAPING AND IRRIGATION PER LANDSCAPE PLANS. 28 CONSTRUCT RETAINING WALL PER VERDURA RETAINING WALL PLANS. @--CONSTRUCT PCC V -GUTTER BEHIND RETAINING WALL PER OCPW STD PLAN NO. 1332 AND AS MODIFIED PER DETAIL NO. 1 ON SHEET NO. 9. ��-CONSTRUCT PERMANENT SHORING (APPROX. LENGTH PER PLAN) PER SHORING WALL PLANS. 31 CONSTRUCT PARKWAY DRAIN PER SPPWC STD PLAN NO. 150-3. NO. OF PIPES AND SIZE PER PLAN. 32 CONSTRUCT 4" PVC DOWN DRAIN WITH ATRIUM GRATE. ��--NO. CONSTRUCT CABLE RAILING (3 CABLES) PER CALTRANS STD PLA B11-47 AND DETAIL ON SHEET NO. 32. 34 CONSTRUCT TYPE A1-8 PCC CURB PER SPPWC STD PLAN NO. 120-2. REMOVE EXISTING ITEM. DESCRIPTION PER PLAN. PCC V -GUTTER DETAIL SCALE: N.T.S. SHORING PER STRUCTURAL PLANS CITY OF SAN JUAN CAPISTRANO PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING RETAINING WALL PLAN DEL OBISPO STREET 527' S/0 CALLE ASPERO TO CALLE ASPERO ,D BY: 2121 ALTON PARKWAY, SUITE 200 c c IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors • 36943 06/27/2017 Shahab Nn7nrYe, P. E. t: DESIGNED BY: JC JC BY: CHECKED BY: SN SN RCE# Date ,PPROVED BY: PLAN C-5 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE OF 34 CITY ENGINEER O r .i u 0 I 0 0 0 Un I c9 r� 0 LO W 0 0 i 0 0 Q 0 0 r� 0 I i 0 U) .Q 0 0 0 >1 at cU PROFILE SCALE: HORIZ: 1"=20' VERT: 1"=4' PROPOSED `b CURB FACE TREE GRATE CLEARANCE DETAIL — ' / SCALE: 1"--5' 6/26/2017 6:58 AM 106 9+00 X. COX/F.O. 106.35 TOP -� jnF-J. 4[' DOT I EX. E Di,ICT i 105.02 1 -op-----, 104.08 'OP--- 104.08 EOT 9+134.77 END PIPE 1.23 LF it" RCF fn. -12;n) (109 �1 zz VIA � ERM�EI—EN 1109.130 TC EX 3'X8` RCB _ -- =,T r —TiI f 9+96.00 � II BEG PIF E —II - JL_`JI 1 \ 10+00.00 (LAT A)- )=42+69.68 4 2+69.68(RCB) i (104.26) 1- L LATERAL 'A' PROFILE 10+00 STORM DRAIN CONSTRUCTION NOTES: POPROTECT IN PLACE. DESCRIPTION PER PLAN. 50 SAWCUT AND REMOVE EXISTING PCC HEADWALL. 51 REMOVE EXISTING STORM DRAIN PIPE. 52 ABANDON IN PLACE EXISTING STORM DRAIN PIPE. CONTRACTOR TO BACK FILL EXISTING PIPE WITH 2 -SACK SLURRY. 53 CONSTRUCT CURB OPENING CATCH BASIN (W PER PLAN) PER SPPWC STD DWG NO. 300-3. (531—CONSTRUCT CURB OPENING CATCH BASIN (W PER PLAN) WITH GRATING (NO. OF GRATES PER PLAN) PER SPPWC STD DWG NO. 301-3. 55 CONSTRUCT 18" RCP (D -LOAD PER PLAN) WITH BEDDING PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 804(2). 56 CONSTRUCT 21" RCP (D -LOAD PER PLAN) WITH BEDDING PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 804(2). 57 CONSTRUCT MANHOLE IN NEW OR EXISTING PIPE PER SPPWC STD DWG NO. 321-2. 58 CONSTRUCT PIPE CONNECTION (CASE PER PLAN) PER SPPWC STD DWG NO. 335-2. 59 FURNISH AND INSTALL FILTERRA STORMWATER QUALITY DEVICE, MODEL PER PLAN BY CONTECH OR APPROVED EQUAL PER MANUFACTURERS SPECIFICATIONS. SEE SHEET NO. 14 FOR TYPICAL DETAILS. 60 REMOVE EXISTING GRATE INLET. 106 @61 FURNISH AND INSTALL MANHOLE COVER, FRAME AND GRADE RINGS AND ADJUST TO FINISHED GRADE. 62 CONSTRUCT 6" PVC (SDR 35) DRAINPIPE WITH FITTINGS. 63 CONSTRUCT 6" THICK MIN BRICK AND MORTAR PLUG. 64 CONSTRUCT CURBSIDE GRATING CATCH BASIN PER SPPWC STD PLAN NO. 303-3. W AND NO. OF GRATES PER PLAN. 65 CONSTRUCT EXTENDED SIDEWALK FLUME PER CONTECH TYPICAL DETAIL ON SHEET NO. 14 OR APPROVED EQUAL. 66 CONSTRUCT PCC COLLAR PER SPPWC STD PLAN NO. 380-4. 11+00 (130) — 21+85.0 S S A 59 (125) 1206 \, \ I LET DEL 2200 OBISPO STREET 20 10 0 20 40 SCALE IN FEET 1 " = 20' CITY OF SAN JUAN CAPISTRANO PUBLIC WORKS AND UTILITIES DEPARTMENT DEL OBISPO WIDENING STORM DRAIN IMPROVEMENT PLAN DEL OBISPO STREET PASEO DE LE PAZ TO 375' N /O PASEO DE LA PAZ ;D BY: 2121 ALTON PARKWAY, SUITE 200 CNC IRVINE, CA 92606 PHONE (949) 863-0588 F N(-, I N F F P I N FAX 19A91 RAR-O'SR9 k /N R Consulting Civil Engineers Land Surveyors / G c;v PPHN oQ�pFESS/O�l 36943 06/27/2017 ��`��Pg �Z9,p� �� Shahab Naza P.E. RCE# Date /\ - 9 / c� m DRAWN BY: DESIGNED BY: APPROVED BY: PLAN v' NO.36943 m z EXP. 06130118 Iti JC JC C-8 / V \ �' �� z CHECKED BY: CHECKED BY: SHEET lF OF CAO OSN SN GEORGE ALVAREZ—RCE 25161—EXP. 12/31/17 DATE 12 OF 34 z CITY ENGINEER O r .i u 0) z 0 z I N 0 0 0 D I c9 r0 0 LO W cn 0 0 Q 0 0 �o 0 I i 0 E 0 U) .Q 0 0 >1 at cU 122 I I i ' 118-- 010=10.0 CFS- 10+00.00 FS- 10+00.00 j (113.213) 109.49 FL = E SC FS j �V I VLVJ / LVtVV.11V i =RROP FS (11237) LAT B-1\ / 114 I� it 3+92.22 -AIG PT /-- CATV 1/--10-YR HGL I I I I >� �� EX FS 109.34 II II /-,'l 07.95) FLI'- LUL JVIIV CA ------ I.{I�\ _ I (I.427) 9+98.50-� EXn KE( 2:,, G Ft I FtF 9) -ANG PT EX (,109,48) FL I 10 W vr-rry Inn. ry 1 107.78 FL - 18" SD vCfVF i -JOIN r -A - f� �\ _ T(..._._.) * I 10-1-04.35 106 JOIN EX 109,50 FL` 63.56 LF 8+80.13 / I \ \ r,r„ M.", Duj I'll -C - 18 IRCP 1 (106. 0)_ - 16" W (rnN(, BArKFII I 1 \� EX \ I V VV 102 18rr RCP 944M 49 1 I I I► Ir Ir r-� PROFILE SCALE: HORIZ: 1"=20' VERT: 1"=4' X00 6/26/2017 7:01 AM 9+00 RISER / 02 / 0( i V D - 7 ,-,. caty e � Q10=7.2 CFS 10 -YR f IGL 115.11 LF i8" iRCP (fl -1 �5n1 11+80.11 110.01 FL --BC _ r-•114.45 TIC I- 1 / PROP FG EX FC /1� 1 - -�r 112.95 - - In EGL 12+05..54 nl,_�I-111 as FL .�� u �i J END PIPE 10"1 W I\x`11+197.78 T_ 111.28 FL -EC 10+00 11+00 12+00 , N-18 IN -17 7* / (113) 31+00 ANG PT 66 -JOIN EX_ 18°., w 8+86.22 013) ANG PT PRIVATE DRIVEWAY at 25.18 LF 18 RCP (^.nNf F1Af VFII I 1 0=2.8 113.51 'TC-\ I 1 I PRC P FG-, \ EX FG -� l V I 111.39 - _ T EGL. �I �" n / 10-YfZ H( -',L L-200501 II v _n ,nw I MI , - 1.4''7) I L--'----- - - / \\� 19 90.02 / I \ `-(1 C19.48) FI_ 2031.62 / \ 213+013.00 VERIFY• -JOIN EI( I rm '77 I:-1 20+07..14 , IN^ .,� rI I I V J. ,/ I L 109.65 FL -j - I V u.,t j FL. EN PIPE ori olor LINE 13 106- 24.48 II 24.48 LF I I - /rnt`Ir D�,rvc-n l l \V'✓IVV. Ur\VI\I ILL/ - LATERAL '13-1' PROFIL 20+00 (118- 9J - (117) 110.95 INV 62- �i,Q F- oh _ (116 114.59 RIM 62 0 0 62 111.00 INV ___ 110.08 INV 113.6 p0 34+76.75. ST ST9A -F - F ---- F 62 62 6"g oh 0 59 0 1-LNV 01 figg_ FT1307 +82.75 ST STA 53 \\ �F 6'. ��_ __F _-34+55.75 T fIVLET SEE SHEETS 7 AND 8 W= , CB _ _-F --_ F F - W=1 7' _ F oh FOR SUBDRAIN LAYOUT o 32+9 79 5 ST STA CB 6 ----A �50 1121 1 - 59 FT0804 F ----F -F 11s - )S�_ --��et 136-L �4�c-�� feetW C- - -- -- - -- _ o� .. •J I _ O O p - O 1OYY Imo.' I-. . ✓ p. t P t �. O 1,�, 9 L . V ) \ "V N28°19'43"E LINE g i i e e 62 I 3� N P CB - - ---------- 55 LATERAL '13-1' 22.30' 11+80.11 -BC N16°41'21"W /j / 66 66 11+97.78 -EC 0I i _ _ 5+00 57 10+00.00 LINE B)= L=17.68' 20+00.00 (LAT B-1) R=22.50 -16"w INT �16' w - - 6"w -164- 45*01'05" - 0 6"w - P 18" PIPE (>>S) I I(114) o DEL OBISPO STREET -(113) I rnnr nr rnrr nnArrr- SD TREE GRATE CLEARANCE DETAIL SCALE: 1"= 5' 'OSED WALK rnnr nr -rnrr nn n -rrt' V TREE GRATE CLEARANCE DETAIL SCALE: 1"= 5' 11 Q�pFESS/p,I\ NlZ9�1F2 NO. 36943 m m EXP. 06130/18 *sem C / V �. 9TF �F CAL�F�� STORM DRAIN CONSTRUCTION NOTES: POPROTECT IN PLACE. DESCRIPTION PER PLAN. 50 SAWCUT AND REMOVE EXISTING PCC HEADWALL. 51 REMOVE EXISTING STORM DRAIN PIPE. 52 ABANDON IN PLACE EXISTING STORM DRAIN PIPE. CONTRACTOR TO BACK FILL EXISTING PIPE WITH 2 -SACK SLURRY. 53 CONSTRUCT CURB OPENING CATCH BASIN (W PER PLAN) PER SPPWC STD DWG N0. 300-3. 54 CONSTRUCT CURB OPENING CATCH BASIN (W PER PLAN) WITH GRATING (NO. OF GRATES PER PLAN) PER SPPWC STD DWG NO. 301- 3. 55 CONSTRUCT 18" RCP (D -LOAD PER PLAN) WITH BEDDING PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 804(2). 56 CONSTRUCT 21" RCP (D -LOAD PER PLAN) WITH BEDDING PER CITY OF SAN JUAN CAPISTRANO STD PLAN NO. 804(2). 57 CONSTRUCT MANHOLE IN NEW OR EXISTING PIPE PER SPPWC STD DWG N0. 321-2. 58 CONSTRUCT PIPE CONNECTION (CASE PER PLAN) PER SPPWC STD DWG NO. 335-2. 59 FURNISH AND INSTALL FILTERRA STORMWATER QUALITY DEVICE, MODEL PER PLAN BY CONTECH OR APPROVED EQUAL PER MANUFACTURERS SPECIFICATIONS. SEE SHEET NO. 14 FOR TYPICAL DETAILS. 60 REMOVE EXISTING GRATE INLET. 61 FURNISH AND INSTALL MANHOLE COVER, FRAME AND GRADE RINGS AND ADJUST TO FINISHED GRADE. 62 CONSTRUCT 6" PVC (SDR 35) DRAINPIPE WITH FITTINGS. 63 CONSTRUCT 6" THICK MIN BRICK AND MORTAR PLUG. 64 CONSTRUCT CURBSIDE GRATING CATCH BASIN PER SPPWC STD PLAN NO. 303-3. W AND NO. OF GRATES PER PLAN. 65 CONSTRUCT EXTENDED SIDEWALK FLUME PER CONTECH TYPICAL DETAIL ON SHEET NO. 14 OR APPROVED EQUAL. 66 CONSTRUCT PCC COLLAR PER SPPWC STD PLAN NO. 380-4. -�----- 20 10 0 20 40 Ow z 2 a O W a F z 6 z SCALE IN FEET 1 " = 20' CITY OF SAN JUAN CAPISTRANO PUBLIC WORKS AND UTILITIES DEPARTMENT JC BY: SN DEL OBISPO WIDENING STORM DRAIN IMPROVEMENT PLAN DEL OBISPO STREET 802' S /O CALLE ASPERO TO 547' S /O CALLE ASPERO ,D BY: A c2121 ALTON PARKWAY, SUITE 200 IRVINE, CA 92606 PHONE (949) 863-0588 E N G I N E E R I N G FAX (949) 863-0589 Consulting Civil Engineers Land Surveyors 36943 06/27/2017 Shahab Naza , P.E. DESIGNED BY: JC CHECKED BY: SN RCE# Date ,PPROVED BY: PLAN C-9 SHEET GEORGE ALVAREZ-RCE 25161 -EXP. 12/31/17 DATE 13 OF 34 CITY ENGINEER O Irl 0 r .i u CASQA SWPPP Template 93 January 2014 Appendix C. -Permit Registration Documents CASQA SWPPP Template 94 January 2014 Permit Registration Documents included in this Appendix Y/N Permit Registration Document Notice of Intent Risk Assessment Certification Post Construction Water Balance Copy of Annual Fee Receipt ATS Design Documents Site Map, see Appendix B CASQA SWPPP Template 95 January 2014 Appendix D: SWPPP Amendment Certifications CASQA SWPPP Template 96 January 2014 CASQA SWPPP Template 97 January 2014 Project Name: Project Number: SWPPP Amendment No. Qualified SWPPP Developer's Certification of the Stormwater Pollution Prevention Plan Amendment "This Stormwater Pollution Prevention Plan and attachments were prepared under my direction to meet the requirements of the California Construction General Permit (SWRCB Order No. 2009-009-DWQ as amended by 2010-0014-DWQ and 2012-00xx-DWQ). I certify that I am a Qualified SWPPP Developer in good standing as of the date signed below." QSD's Signature QSD Name Title and Affiliation Address Date QSD Certificate Number Telephone Email CASQA SWPPP Template 98 January 2014 Appendix E.- Submitted Changes to PRDs CASQA SWPPP Template 99 January 2014 Log of Updated PRDs The General Permit allows for the reduction or increase of the total acreage covered under the General Permit when a portion of the project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of the project is purchased by a different entity; or when new acreage is added to the project. Modified PRDs shall be filed electronically within 30 days of a reduction or increase in total disturbed area if a change in permit covered acreage is to be sought. The SWPPP shall be modified appropriately, with revisions and amendments recorded in Appendix C. Updated PRDs submitted electronically via SMARTS can be found in this Appendix. This appendix includes all of the following updated PRDs (check all that apply): ❑ Revised Notice of Intent (NOI); ❑ Revised Site Map; ❑ Revised Risk Assessment; ❑ New landowner's information (name, address, phone number, email address); and ❑ New signed certification statement. Legally Responsible Person [if organization] Signature of [Authorized Representative of] Legally Date Responsible Person or Approved Signatory Name of [Authorized Representative of] Legally Telephone Number Responsible Person or Approved Signatory CASQA SWPPP Template 100 January 2014 Appendix F.- Construction Schedule CASQA SWPPP Template 101 January 2014 CASQA SWPPP Template 102 January 2014 Appendix G: Construction Activities, Materials Used, and Associated Pollutants CASQA SWPPP Template 103 January 2014 CASQA SWPPP Template 104 January 2014 Table G.1 Construction Activities and Associated Pollutants Phase Activity Associated Materials or Pollutant Category(') Pollutants Soil preparation/amendments Use of soil Nutrients a additives/amendments oVehicle and equipment use Equipment operation Oil and Grease Equipment maintenance Q Equipment washing -� Equipment fueling a a C4 ou Cd C7 Asphalt paving/curbs Hot and cold mix asphalt Oil and Grease Concrete / Masonry Cement and brick dust Metals, Synthetic Organics Colored chalks Concrete curing compounds Glazing compounds Surfaces cleaners Saw cut slurries Tile cutting aLiquid waste Wash waters Metals, Synthetic Organics Irri ation line testing/flushing y Utility line testing and flushing Hydrostatic test water Synthetic Organics y Pipe flushing Sanitary waste Portable toilets Nutrients Disturbance of existing sewer lines. Solid waste Litter, trash and debris Gross Pollutants Vegetation Adhesives Adhesives, glues, resins, epoxy Oil and Grease, Synthetic synthetics, PVC cement Organics CZ Caulks, sealers, putty, sealing a agents and o Coal tars (naphtha, pitch) U Cleaners Polishes (metal, ceramic, tile) Metals, Synthetic Organics o Etching agents U Cleaners, ammonia, lye, caustic sodas, bleaching agents and chromate salts Drywall Saw -cutting drywall Metals CASQA SWPPP Template 105 January 2014 Table G.1 Construction Activities and Associated Pollutants Phase Activity Associated Materials or Pollutant Category(') Pollutants Framing/Carpentry Sawdust, particle board dust, Metals, Synthetic Organics and treated woods Saw cut slurries Heating, Ventilation, Air Demolition or construction of Metals, Synthetic Organics Conditioning air condition and heating systems Insulation Demolition or construction Metals, Synthetic Organics involving insulation, venting systems Painting Paint thinners, acetone, methyl Metals, Synthetic Organics ethyl ketone, stripper paints, lacquers, varnish, enamels, turpentine, gum spirit, solvents, dyes, stripping pigments and sanding Plumbing Solder (lead, tin), flux (zinc Metals, Synthetic Organics chloride), pipe fitting Galvanized metal in nails, fences, and electric wiring Roofing Flashing Metals, Oil and Grease, Saw cut slurries (tile cutting) Synthetic Organics Shingle scrap and debris Planting / Vegetation Vegetation control Nutrients, Metals, Synthetic Management (pesticides/herbicides) Organics Planting Plant maintenance aVegetation removal N � N U � Y (1) Categories per CASQA BMP Handbook (i.e., Sediment, Nutrients, Bacteria and Viruses, Oil and Grease, Metals, Synthetic Organics, Pesticides, Gross Pollutants, and Vector Production CASQA SWPPP Template 106 January 2014 Appendix H: CA SQA Storm water BMP Handbook Portal: Construction Fact Sheets CASQA SWPPP Template 107 January 2014 Scheduling EC -1 P P� v .�NVRs° 3 JPN �SpP� VdEON 2 CU�sOPS 1 Mog'��\pN ON 10 MON G0a6\n9 9 gra°d 6ea019 16 1 15 6 a\\ e�p5\t° \°St e&,r \e° \A, Gka uses 3 23 e 2Z 12 Description and Purpose Scheduling is the development of a written plan that includes sequencing of construction activities and the implementation of BMPs such as erosion control and sediment control while taking local climate (rainfall, wind, etc.) into consideration. The purpose is to reduce the amount and duration of soil exposed to erosion by wind, rain, runoff, and vehicle tracking, and to perform the construction activities and control practices in accordance with the planned schedule. Suitable Applications Proper sequencing of construction activities to reduce erosion potential should be incorporated into the schedule of every construction project especially during rainy season. Use of other, more costly yet less effective, erosion and sediment control BMPs may often be reduced through proper construction sequencing. Limitations ■ Environmental constraints such as nesting season prohibitions reduce the full capabilities of this BMP Implementation ■ Avoid rainy periods. Schedule major grading operations during dry months when practical. Allow enough time before rainfall begins to stabilize the soil with vegetation or physical means or to install sediment trapping devices. ■ Plan the project and develop a schedule showing each phase of construction. Clearly show how the rainy season relates November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control Q SE Sediment Control ❑p TC Tracking Control ❑p WE Wind Erosion Control ❑p NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALf fOR1 [A STORMWATLR 1of3 Scheduling EC -1 to soil disturbing and re -stabilization activities. Incorporate the construction schedule into the SWPPP. ■ Include on the schedule, details on the rainy season implementation and deployment of: - Erosion control BMPs - Sediment control BMPs - Tracking control BMPs - Wind erosion control BMPs - Non-stormwater BMPs - Waste management and materials pollution control BMPs ■ Include dates for activities that may require non-stormwater discharges such as dewatering, sawcutting, grinding, drilling, boring, crushing, blasting, painting, hydro -demolition, mortar mixing, pavement cleaning, etc. ■ Work out the sequencing and timetable for the start and completion of each item such as site clearing and grubbing, grading, excavation, paving, foundation pouring utilities installation, etc., to minimize the active construction area during the rainy season. - Sequence trenching activities so that most open portions are closed before new trenching begins. - Incorporate staged seeding and re -vegetation of graded slopes as work progresses. - Schedule establishment of permanent vegetation during appropriate planting time for specified vegetation. ■ Non-active areas should be stabilized as soon as practical after the cessation of soil disturbing activities or one day prior to the onset of precipitation. ■ Monitor the weather forecast for rainfall. ■ When rainfall is predicted, adjust the construction schedule to allow the implementation of soil stabilization and sediment treatment controls on all disturbed areas prior to the onset of rain. ■ Be prepared year round to deploy erosion control and sediment control BMPs. Erosion may be caused during dry seasons by un -seasonal rainfall, wind, and vehicle tracking. Keep the site stabilized year round, and retain and maintain rainy season sediment trapping devices in operational condition. ■ Apply permanent erosion control to areas deemed substantially complete during the project's defined seeding window. Costs Construction scheduling to reduce erosion may increase other construction costs due to reduced economies of scale in performing site grading. The cost effectiveness of scheduling techniques should be compared with the other less effective erosion and sedimentation controls to achieve a cost effective balance. November 2009 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Scheduling EC -1 Inspection and Maintenance ■ Verify that work is progressing in accordance with the schedule. If progress deviates, take corrective actions. ■ Amend the schedule when changes are warranted. ■ Amend the schedule prior to the rainy season to show updated information on the deployment and implementation of construction site BMPs. References Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities Developing Pollution Prevention Plans and Best Management Practices (EPA 832-R-92-005), U.S. Environmental Protection Agency, Office of Water, September 1992. November 2009 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Preservation Of Existing Vegetation EC -2 14 Description and Purpose Carefully planned preservation of existing vegetation minimizes the potential of removing or injuring existing trees, vines, shrubs, and grasses that protect soil from erosion. Suitable Applications Preservation of existing vegetation is suitable for use on most projects. Large project sites often provide the greatest opportunity for use of this BMP. Suitable applications include the following: ■ Areas within the site where no construction activity occurs, or occurs at a later date. This BMP is especially suitable to multi year projects where grading can be phased. ■ Areas where natural vegetation exists and is designated for preservation. Such areas often include steep slopes, watercourse, and building sites in wooded areas. ■ Areas where local, state, and federal government require preservation, such as vernal pools, wetlands, marshes, certain oak trees, etc. These areas are usually designated on the plans, or in the specifications, permits, or environmental documents. ■ Where vegetation designated for ultimate removal can be temporarily preserved and be utilized for erosion control and sediment control. Categories EC Erosion Control Q SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIMRNIA. STORMSKATLR November 2009 California Stormwater BMP Handbook 1 of 4 Construction www.casqa.org Preservation Of Existing Vegetation EC -2 Limitations ■ Requires forward planning by the owner/developer, contractor, and design staff. ■ Limited opportunities for use when project plans do not incorporate existing vegetation into the site design. ■ For sites with diverse topography, it is often difficult and expensive to save existing trees while grading the site satisfactory for the planned development. Implementation The best way to prevent erosion is to not disturb the land. In order to reduce the impacts of new development and redevelopment, projects may be designed to avoid disturbing land in sensitive areas of the site (e.g., natural watercourses, steep slopes), and to incorporate unique or desirable existing vegetation into the site's landscaping plan. Clearly marking and leaving a buffer area around these unique areas during construction will help to preserve these areas as well as take advantage of natural erosion prevention and sediment trapping. Existing vegetation to be preserved on the site must be protected from mechanical and other injury while the land is being developed. The purpose of protecting existing vegetation is to ensure the survival of desirable vegetation for shade, beautification, and erosion control. Mature vegetation has extensive root systems that help to hold soil in place, thus reducing erosion. In addition, vegetation helps keep soil from drying rapidly and becoming susceptible to erosion. To effectively save existing vegetation, no disturbances of any kind should be allowed within a defined area around the vegetation. For trees, no construction activity should occur within the drip line of the tree. Timing ■ Provide for preservation of existing vegetation prior to the commencement of clearing and grubbing operations or other soil disturbing activities in areas where no construction activity is planned or will occur at a later date. Design and Layout ■ Mark areas to be preserved with temporary fencing. Include sufficient setback to protect roots. — Orange colored plastic mesh fencing works well. — Use appropriate fence posts and adequate post spacing and depth to completely support the fence in an upright position. ■ Locate temporary roadways, stockpiles, and layout areas to avoid stands of trees, shrubs, and grass. ■ Consider the impact of grade changes to existing vegetation and the root zone. ■ Maintain existing irrigation systems where feasible. Temporary irrigation may be required. ■ Instruct employees and subcontractors to honor protective devices. Prohibit heavy equipment, vehicular traffic, or storage of construction materials within the protected area. November 2009 California Stormwater BMP Handbook 2 of 4 Construction www.casga.org Preservation Of Existing Vegetation EC -2 Costs There is little cost associated with preserving existing vegetation if properly planned during the project design, and these costs may be offset by aesthetic benefits that enhance property values. During construction, the cost for preserving existing vegetation will likely be less than the cost of applying erosion and sediment controls to the disturbed area. Replacing vegetation inadvertently destroyed during construction can be extremely expensive, sometimes in excess of $1o,000 per tree. Inspection and Maintenance During construction, the limits of disturbance should remain clearly marked at all times. Irrigation or maintenance of existing vegetation should be described in the landscaping plan. If damage to protected trees still occurs, maintenance guidelines described below should be followed: ■ Verify that protective measures remain in place. Restore damaged protection measures immediately. ■ Serious tree injuries shall be attended to by an arborist. ■ Damage to the crown, trunk, or root system of a retained tree shall be repaired immediately. ■ Trench as far from tree trunks as possible, usually outside of the tree drip line or canopy. Curve trenches around trees to avoid large roots or root concentrations. If roots are encountered, consider tunneling under them. When trenching or tunneling near or under trees to be retained, place tunnels at least 18 in. below the ground surface, and not below the tree center to minimize impact on the roots. ■ Do not leave tree roots exposed to air. Cover exposed roots with soil as soon as possible. If soil covering is not practical, protect exposed roots with wet burlap or peat moss until the tunnel or trench is ready for backfill. ■ Cleanly remove the ends of damaged roots with a smooth cut. ■ Fill trenches and tunnels as soon as possible. Careful filling and tamping will eliminate air spaces in the soil, which can damage roots. ■ If bark damage occurs, cut back all loosened bark into the undamaged area, with the cut tapered at the top and bottom and drainage provided at the base of the wood. Limit cutting the undamaged area as much as possible. ■ Aerate soil that has been compacted over a trees root zone by punching holes 12 in. deep with an iron bar, and moving the bar back and forth until the soil is loosened. Place holes 18 in. apart throughout the area of compacted soil under the tree crown. ■ Fertilization — Fertilize stressed or damaged broadleaf trees to aid recovery. — Fertilize trees in the late fall or early spring. November 2009 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Preservation Of Existing Vegetation EC -2 - Apply fertilizer to the soil over the feeder roots and in accordance with label instructions, but never closer than 3 ft to the trunk. Increase the fertilized area by one-fourth of the crown area for conifers that have extended root systems. ■ Retain protective measures until all other construction activity is complete to avoid damage during site cleanup and stabilization. References County of Sacramento Tree Preservation Ordinance, September 1981. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org Hydroseeding EC -4 Description and Purpose Hydroseeding typically consists of applying a mixture of a hydraulic mulch, seed, fertilizer, and stabilizing emulsion with a hydraulic mulcher, to temporarily protect exposed soils from erosion by water and wind. Hydraulic seeding, or hydroseeding, is simply the method by which temporary or permanent seed is applied to the soil surface. Suitable Applications Hydroseeding is suitable for disturbed areas requiring temporary protection until permanent stabilization is established, for disturbed areas that will be re -disturbed following an extended period of inactivity, or to apply permanent stabilization measures. Hydroseeding without mulch or other cover (e.g. EC -7, Erosion Control Blanket) is not a stand-alone erosion control BMP and should be combined with additional measures until vegetation establishment. Typical applications for hydroseeding include: ■ Disturbed soil/graded areas where permanent stabilization or continued earthwork is not anticipated prior to seed germination. ■ Cleared and graded areas exposed to seasonal rains or temporary irrigation. ■ Areas not subject to heavy wear by construction equipment or high traffic. Categories EC Erosion Control Q SE Sediment Control TC Tracking Control WE Wind Erosion Control ❑p NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC -3 Hydraulic Mulch EC -5 Soil Binders EC -6 Straw Mulch EC -7 Geotextiles and Mats EC -8 Wood Mulching EC -14 Compost Blanket EC -16 Non -Vegetative Stabilization If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALICO RN A STORMWATER July 2012 California Stormwater BMP Handbook 1 of 4 Construction www.casqa.org Hyd roseed i ng EC -4 Limitations ■ Availability of hydroseeding equipment may be limited just prior to the rainy season and prior to storms due to high demand. ■ Hydraulic seed should be applied with hydraulic mulch or a stand-alone hydroseed application should be followed by one of the following: - Straw mulch (see Straw Mulch EC -6) - Rolled erosion control products (see Geotextiles and Mats EC -7) - Application of Compost Blanket (see Compost Blanket EC -14) Hydraulic seed may be used alone only on small flat surfaces when there is sufficient time in the season to ensure adequate vegetation establishment and coverage to provide adequate erosion control. ■ Hydraulic seed without mulch does not provide immediate erosion control. ■ Temporary seeding may not be appropriate for steep slopes (i.e., slopes readily prone to rill erosion or without sufficient topsoil). ■ Temporary seeding may not be appropriate in dry periods without supplemental irrigation. ■ Temporary vegetation may have to be removed before permanent vegetation is applied. ■ Temporary vegetation may not be appropriate for short term inactivity (i.e. less than 3-6 months). ■ This BMP consists of a mixture of several constituents (e.g., fibers/mulches, tackifiers, and other chemical constituents), some of which may be proprietary and may come pre -mixed by the manufacturer. The water quality impacts of these constituents are relatively unknown and some may have water quality impacts due to their chemical makeup. Additionally these constituents may require non-visible pollutant monitoring. Refer to specific chemical properties identified in the product Material Safety Data Sheet; products should be evaluated for project -specific implementation by the SWPPP Preparer. Refer to factsheet EC -05 for further guidance on selecting soil binders. Implementation In order to select appropriate hydraulic seed mixtures, an evaluation of site conditions should be performed with respect to: - Soil conditions - Maintenance requirements - Site topography and exposure (sun/wind) - Sensitive adjacent areas - Season and climate - Water availability - Vegetation types - Plans for permanent vegetation July 2012 California Stormwater BMP Handbook 2 of 4 Construction www.casga.org Hyd roseed i ng EC -4 The local office of the U.S.D.A. Natural Resources Conservation Service (NRCS), Resource Conservation Districts and Agricultural Extension Service can provide information on appropriate seed mixes. The following steps should be followed for implementation: ■ Where appropriate or feasible, soil should be prepared to receive the seed by disking or otherwise scarifying (See EC -15, Soil Preparation) the surface to eliminate crust, improve air and water infiltration and create a more favorable environment for germination and growth. ■ Avoid use of hydraulic seed in areas where the BMP would be incompatible with future earthwork activities. ■ Hydraulic seed can be applied using a multiple step or one step process. - In a multiple step process, hydraulic seed is applied first, followed by mulch or a Rolled Erosion Control Product (RECP). - In the one step process, hydraulic seed is applied with hydraulic mulch in a hydraulic matrix. When the one step process is used to apply the mixture of fiber, seed, etc., the seed rate should be increased to compensate for all seeds not having direct contact with the soil. ■ All hydraulically seeded areas should have mulch, or alternate erosion control cover to keep seeds in place and to moderate soil moisture and temperature until the seeds germinate and grow. ■ All seeds should be in conformance with the California State Seed Law of the Department of Agriculture. Each seed bag should be delivered to the site sealed and clearly marked as to species, purity, percent germination, dealer's guarantee, and dates of test. The container should be labeled to clearly reflect the amount of Pure Live Seed (PLS) contained. All legume seed should be pellet inoculated. Inoculant sources should be species specific and should be applied at a rate of 2 lb of inoculant per loo lb seed. ■ Commercial fertilizer should conform to the requirements of the California Food and Agricultural Code, which can be found at http://www.leginfo.ca.gov/.html/fac_table_of contents.html. Fertilizer should be pelleted or granular form. ■ Follow up applications should be made as needed to cover areas of poor coverage or germination/vegetation establishment and to maintain adequate soil protection. ■ Avoid over spray onto roads, sidewalks, drainage channels, existing vegetation, etc. ■ Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. July 2012 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Hyd roseed i ng EC -4 Costs Average cost for installation and maintenance may vary from as low as $1,9oo per acre for flat slopes and stable soils, to $4,000 per acre for moderate to steep slopes and/or erosive soils. Cost of seed mixtures vary based on types of required vegetation. BMP Installed Cost per Acre Hydraulic Seed $1,900-$4,000 Source: Cost information received from individual product manufacturers solicited by Geosyntec Consultants (2004). Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require re-application of BMPs. ■ Where seeds fail to germinate, or they germinate and die, the area must be re -seeded, fertilized, and mulched within the planting season, using not less than half the original application rates. ■ Irrigation systems, if applicable, should be inspected daily while in use to identify system malfunctions and line breaks. When line breaks are detected, the system must be shut down immediately and breaks repaired before the system is put back into operation. ■ Irrigation systems should be inspected for complete coverage and adjusted as needed to maintain complete coverage. References Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department of Transportation (Caltrans), July 2007. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999• July 2012 California Stormwater BMP Handbook 4 of 4 Construction www.casga.org Geotextiles and Mats EC -7 1 1 }.w" � 7 Description and Purpose Mattings, or Rolled Erosion Control Products (RECPs), can be made of natural or synthetic materials or a combination of the two. RECPs are used to cover the soil surface to reduce erosion from rainfall impact, hold soil in place, and absorb and hold moisture near the soil surface. Additionally, RECPs may be used to stabilize soils until vegetation is established or to reinforce non -woody surface vegetation. Suitable Applications RECPs are typically applied on slopes where erosion hazard is high and vegetation will be slow to establish. Mattings are also used on stream banks, swales and other drainage channels where moving water at velocities between 3 ft/s and 6 ft/s are likely to cause scour and wash out new vegetation, and in areas where the soil surface is disturbed and where existing vegetation has been removed. RECPs may also be used when seeding cannot occur (e.g., late season construction and/or the arrival of an early rain season). RECPs should be considered when the soils are fine grained and potentially erosive. RECPs should be considered in the following situations. ■ Steep slopes, generally steeper than 3:1(H:V) ■ Slopes where the erosion potential is high Categories EC Erosion Control Q SE Sediment Control TC Tracking Control WE Wind Erosion Control ❑p NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category ❑1c Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC -3 Hydraulic Mulch EC -4 Hydroseeding If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. ■ Slopes and disturbed soils where mulch must be anchored ■ Disturbed areas where plants are slow to develop CALIFORNIA SIORMWATLK July 2012 California Stormwater BMP Handbook 1 of 12 Construction www.casqa.org Geotextiles and Mats ■ Channels with flows exceeding 3.3 ft/s ■ Channels to be vegetated ■ Stockpiles ■ Slopes adjacent to water bodies Limitations EC -7 ■ RECP installed costs are generally higher than other erosion control BMPs, limiting their use to areas where other BMPs are ineffective (e.g. channels, steep slopes). ■ RECPs may delay seed germination, due to reduction in soil temperature. ■ RECPs are generally not suitable for excessively rocky sites or areas where the final vegetation will be mowed (since staples and netting can catch in mowers). If a staple or pin cannot be driven into the soil because the underlying soil is too hard or rocky, then an alternative BMP should be selected. ■ If used for temporary erosion control, RECPs should be removed and disposed of prior to application of permanent soil stabilization measures. ■ The use of plastic should be limited to covering stockpiles or very small graded areas for short periods of time (such as through one imminent storm event) until more environmentally friendly measures, such as seeding and mulching, may be installed. - Plastic sheeting is easily vandalized, easily torn, photodegradable, and must be disposed of at a landfill. - Plastic sheeting results in l00% runoff, which may cause serious erosion problems in the areas receiving the increased flow. ■ RECPs may have limitations based on soil type, slope gradient, or channel flow rate; consult the manufacturer for proper selection. ■ Not suitable for areas that have foot traffic (tripping hazard) — e.g., pad areas around buildings under construction. ■ RECPs that incorporate a plastic netting (e.g. straw blanket typically uses a plastic netting to hold the straw in place) may not be suitable near known wildlife habitat. Wildlife can become trapped in the plastic netting. ■ RECPs may have limitations in extremely windy climates. However, when RECPs are properly trenched at the top and bottom and stapled in accordance with the manufacturer's recommendations, problems with wind can be minimized. July 2012 California Stormwater BMP Handbook 2 of 12 Construction www.casga.org Geotextiles and Mats Implementation Material Selection EC -7 ■ Natural RECPs have been found to be effective where re -vegetation will be provided by re- seeding. The choice of material should be based on the size of area, side slopes, surface conditions such as hardness, moisture, weed growth, and availability of materials. ■ Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. ■ The following natural and synthetic RECPs are commonly used: Geotextiles ■ Material can be a woven or a non -woven polypropylene fabric with minimum thickness of o.o6 in., minimum width of 12 ft and should have minimum tensile strength of 150 lbs (warp), 8o lbs (fill) in conformance with the requirements in ASTM Designation: D 4632. The permittivity of the fabric should be approximately 0.07 sec -1 in conformance with the requirements in ASTM Designation: D4491. The fabric should have an ultraviolet (UV) stability of 70 percent in conformance with the requirements in ASTM designation: D4355• Geotextile blankets must be secured in place with wire staples or sandbags and by keying into tops of slopes to prevent infiltration of surface waters under geotextile. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. ■ Geotextiles may be reused if they are suitable for the use intended. Plastic Covers ■ Generally plastic sheeting should only be used as stockpile covering or for very small graded areas for short periods of time (such as through one imminent storm event). If plastic sheeting must be used, choose a plastic that will withstand photo degradation. ■ Plastic sheeting should have a minimum thickness of 6 mils, and must be keyed in at the top of slope (when used as a temporary slope protection) and firmly held in place with sandbags or other weights placed no more than 10 ft apart. Seams are typically taped or weighted down their entire length, and there should be at least a 12 in. to 24 in. overlap of all seams. Edges should be embedded a minimum of 6 in. in soil (when used as a temporary slope protection). ■ All sheeting must be inspected periodically after installation and after significant rainstorms to check for erosion, undermining, and anchorage failure. Any failures must be repaired immediately. If washout or breakages occur, the material should be re -installed after repairing the damage to the slope. Erosion Control Blankets/Mats ■ Biodegradable RECPs are typically composed of jute fibers, curled wood fibers, straw, coconut fiber, or a combination of these materials. In order for an RECP to be considered l00% biodegradable, the netting, sewing or adhesive system that holds the biodegradable mulch fibers together must also be biodegradable. See typical installation details at the end of this fact sheet. July 2012 California Stormwater BMP Handbook 3 of 12 Construction www.casga.org Geotextiles and Mats EC -7 Jute is a natural fiber that is made into a yarn that is loosely woven into a biodegradable mesh. The performance of jute as a stand-alone RECP is low. Most other RECPs outperform jute as a temporary erosion control product and therefore jute is not commonly used. It is designed to be used in conjunction with vegetation. The material is supplied in rolled strips, which should be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. Excelsior (curled wood fiber) blanket material should consist of machine produced mats of curled wood excelsior with 8o percent of the fiber 6 in. or longer. The excelsior blanket should be of consistent thickness. The wood fiber must be evenly distributed over the entire area of the blanket. The top surface of the blanket should be covered with a photodegradable extruded plastic mesh. The blanket should be smolder resistant without the use of chemical additives and should be non-toxic and non -injurious to plant and animal life. Excelsior blankets should be furnished in rolled strips, a minimum of 48 in. wide, and should have an average weight of o.8 lb/yd2, ±10 percent, at the time of manufacture. Excelsior blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. Straw blanket should be machine produced mats of straw with a lightweight biodegradable netting top layer. The straw should be attached to the netting with biodegradable thread or glue strips. The straw blanket should be of consistent thickness. The straw should be evenly distributed over the entire area of the blanket. Straw blanket should be furnished in rolled strips a minimum of 6.5 ft wide, a minimum of 8o ft long and a minimum of 0.5 lb/yd2. Straw blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. - Wood fiber blanket is composed of biodegradable fiber mulch with extruded plastic netting held together with adhesives. The material is designed to enhance re -vegetation. The material is furnished in rolled strips, which must be secured to the ground with U- shaped staples or stakes in accordance with manufacturers' recommendations. Coconut fiber blanket should be a machine produced mat of loo percent coconut fiber with biodegradable netting on the top and bottom. The coconut fiber should be attached to the netting with biodegradable thread or glue strips. The coconut fiber blanket should be of consistent thickness. The coconut fiber should be evenly distributed over the entire area of the blanket. Coconut fiber blanket should be furnished in rolled strips with a minimum of 6.5 ft wide, a minimum of 8o ft. long and a minimum of 0.5 lb/yd2. Coconut fiber blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. - Coconut fiber mesh is a thin permeable membrane made from coconut or corn fiber that is spun into a yarn and woven into a biodegradable mat. It is designed to be used in conjunction with vegetation and typically has longevity of several years. The material is supplied in rolled strips, which must be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. July 2012 California Stormwater BMP Handbook 4 of 12 Construction www.casga.org Geotextiles and Mats EC -7 Straw coconut fiber blanket should be machine produced mats of 70 percent straw and 30 percent coconut fiber with a biodegradable netting top layer and a biodegradable bottom net. The straw and coconut fiber should be attached to the netting with biodegradable thread or glue strips. The straw coconut fiber blanket should be of consistent thickness. The straw and coconut fiber should be evenly distributed over the entire area of the blanket. Straw coconut fiber blanket should be furnished in rolled strips a minimum of 6.5 ft wide, a minimum of 8o ft long and a minimum of 0.5 lb/yd2. Straw coconut fiber blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. ■ Non -biodegradable RECPs are typically composed of polypropylene, polyethylene, nylon or other synthetic fibers. In some cases, a combination of biodegradable and synthetic fibers is used to construct the REM Netting used to hold these fibers together is typically non - biodegradable as well. - Plastic netting is a lightweight biaxially oriented netting designed for securing loose mulches like straw or paper to soil surfaces to establish vegetation. The netting is photodegradable. The netting is supplied in rolled strips, which must be secured with U- shaped staples or stakes in accordance with manufacturers' recommendations. - Plastic mesh is an open weave geotextile that is composed of an extruded synthetic fiber woven into a mesh with an opening size of less than 1/4 in. It is used with re - vegetation or may be used to secure loose fiber such as straw to the ground. The material is supplied in rolled strips, which must be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. Synthetic fiber with netting is a mat that is composed of durable synthetic fibers treated to resist chemicals and ultraviolet light. The mat is a dense, three dimensional mesh of synthetic (typically polyolefin) fibers stitched between two polypropylene nets. The mats are designed to be re -vegetated and provide a permanent composite system of soil, roots, and geomatrix. The material is furnished in rolled strips, which must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. Bonded synthetic fibers consist of a three dimensional geomatrix nylon (or other synthetic) matting. Typically it has more than go percent open area, which facilitates root growth. It's tough root reinforcing system anchors vegetation and protects against hydraulic lift and shear forces created by high volume discharges. It can be installed over prepared soil, followed by seeding into the mat. Once vegetated, it becomes an invisible composite system of soil, roots, and geomatrix. The material is furnished in rolled strips that must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. - Combination synthetic and biodegradable RECPs consist of biodegradable fibers, such as wood fiber or coconut fiber, with a heavy polypropylene net stitched to the top and a high strength continuous filament geomatrix or net stitched to the bottom. The material is designed to enhance re -vegetation. The material is furnished in rolled strips, July 2012 California Stormwater BMP Handbook 5 of 12 Construction www.casga.org Geotextiles and Mats EC -7 which must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. Site Preparation ■ Proper soil preparation is essential to ensure complete contact of the RECP with the soil. Soil Roughening is not recommended in areas where RECPs will be installed. ■ Grade and shape the area of installation. ■ Remove all rocks, clods, vegetation or other obstructions so that the installed blankets or mats will have complete, direct contact with the soil. ■ Prepare seedbed by loosening 2 to 3 in. of topsoil. Seeding/Planting Seed the area before blanket installation for erosion control and re -vegetation. Seeding after mat installation is often specified for turf reinforcement application. When seeding prior to blanket installation, all areas disturbed during blanket installation must be re -seeded. Where soil filling is specified for turf reinforcement mats (TRMs), seed the matting and the entire disturbed area after installation and prior to filling the mat with soil. Fertilize and seed in accordance with seeding specifications or other types of landscaping plans. The protective matting can be laid over areas where grass has been planted and the seedlings have emerged. Where vines or other ground covers are to be planted, lay the protective matting first and then plant through matting according to design of planting. Check Slots Check slots shall be installed as required by the manufacturer. Laying and Securing Matting ■ Before laying the matting, all check slots should be installed and the seedbed should be friable, made free from clods, rocks, and roots. The surface should be compacted and finished according to the requirements of the manufacturer's recommendations. ■ Mechanical or manual lay down equipment should be capable of handling full rolls of fabric and laying the fabric smoothly without wrinkles or folds. The equipment should meet the fabric manufacturer's recommendations or equivalent standards. Anchoring ■ U-shaped wire staples, metal geotextile stake pins, or triangular wooden stakes can be used to anchor mats and blankets to the ground surface. ■ Wire staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. ■ Metal stake pins should be o.188 in. diameter steel with a 1.5 in. steel washer at the head of the pin, and 8 in. in length. ■ Wire staples and metal stakes should be driven flush to the soil surface. July 2012 California Stormwater BMP Handbook 6 of 12 Construction www.casga.org Geotextiles and Mats EC -7 Installation on Slopes Installation should be in accordance with the manufacturer's recommendations. In general, these will be as follows: ■ Begin at the top of the slope and anchor the blanket in a 6 in. deep by 6 in. wide trench. Backfill trench and tamp earth firmly. ■ Unroll blanket down slope in the direction of water flow. ■ Overlap the edges of adjacent parallel rolls 2 to 3 in. and staple every 3 ft (or greater, per manufacturer's specifications). ■ When blankets must be spliced, place blankets end over end (shingle style) with 6 in. overlap. Staple through overlapped area, approximately 12 in. apart. ■ Lay blankets loosely and maintain direct contact with the soil. Do not stretch. ■ Staple blankets sufficiently to anchor blanket and maintain contact with the soil. Staples should be placed down the center and staggered with the staples placed along the edges. Steep slopes, 1:1 (H:V) to 2:1 (H:V), require a minimum of 2 staples/yd2. Moderate slopes, 2:1 (H:V) to 3:1 (H:V), require a minimum of 1 1/2 staples/yd2. Check manufacturer's specifications to determine if a higher density staple pattern is required. Installation in Channels Installation should be in accordance with the manufacturer's recommendations. In general, these will be as follows: ■ Dig initial anchor trench 12 in. deep and 6 in. wide across the channel at the lower end of the project area. ■ Excavate intermittent check slots, 6 in. deep and 6 in. wide across the channel at 25 to 30 ft intervals along the channels. ■ Cut longitudinal channel anchor trenches 4 in. deep and 4 in. wide along each side of the installation to bury edges of matting, whenever possible extend matting 2 to 3 in. above the crest of the channel side slopes. ■ Beginning at the downstream end and in the center of the channel, place the initial end of the first roll in the anchor trench and secure with fastening devices at 12 in. intervals. Note: matting will initially be upside down in anchor trench. ■ In the same manner, position adjacent rolls in anchor trench, overlapping the preceding roll a minimum of 3 in. ■ Secure these initial ends of mats with anchors at 12 in. intervals, backfill and compact soil. ■ Unroll center strip of matting upstream. Stop at next check slot or terminal anchor trench. Unroll adjacent mats upstream in similar fashion, maintaining a 3 in. overlap. July 2012 California Stormwater BMP Handbook 7 of 12 Construction www.casga.org Geotextiles and Mats EC -7 ■ Fold and secure all rolls of matting snugly into all transverse check slots. Lay mat in the bottom of the slot then fold back against itself. Anchor through both layers of mat at 12 in. intervals, then backfill and compact soil. Continue rolling all mat widths upstream to the next check slot or terminal anchor trench. ■ Alternate method for non-critical installations: Place two rows of anchors on 6 in. centers at 25 to 30 ft. intervals in lieu of excavated check slots. ■ Staple shingled lap spliced ends a minimum of 12 in. apart on 12 in. intervals. ■ Place edges of outside mats in previously excavated longitudinal slots; anchor using prescribed staple pattern, backfill, and compact soil. ■ Anchor, fill, and compact upstream end of mat in a 12 in. by 6 in. terminal trench. ■ Secure mat to ground surface using U-shaped wire staples, geotextile pins, or wooden stakes. ■ Seed and fill turf reinforcement matting with soil, if specified. Soil Filling (if specified for turf reinforcement mat (TRM)) Installation should be in accordance with the manufacturer's recommendations. Typical installation guidelines are as follows: ■ After seeding, spread and lightly rake 1/2-3/4 inches of fine topsoil into the TRM apertures to completely fill TRM thickness. Use backside of rake or other flat implement. ■ Alternatively, if allowed by product specifications, spread topsoil using lightweight loader, backhoe, or other power equipment. Avoid sharp turns with equipment. ■ Always consult the manufacturer's recommendations for installation. ■ Do not drive tracked or heavy equipment over mat. ■ Avoid any traffic over matting if loose or wet soil conditions exist. ■ Use shovels, rakes, or brooms for fine grading and touch up. ■ Smooth out soil filling just exposing top netting of mat. Temporary Soil Stabilization Removal ■ Temporary soil stabilization removed from the site of the work must be disposed of if necessary. Costs Installed costs can be relatively high compared to other BMPs. Approximate costs for installed materials are shown below: July 2012 California Stormwater BMP Handbook 8 of 12 Construction www.casqa.org Geotextiles and Mats EC -7 Rolled Erosion Control Products Installed Cost per Acre (2004)1 Estimated Cost per Acre (2009)2 Biodegradable Jute Mesh $6,00047,000 $6,6o0-$7,700 Curled Wood Fiber $8,000-$10,500 $8,800-$11,050 Straw $8,000-$10,500 $8,800-$11,050 Wood Fiber $8,000410,500 $8,800-$11,050 Coconut Fiber $13,000414,000 $14,300-$15,400 Coconut Fiber Mesh $30,000-$33,000 $33,000-$36,300 Straw Coconut Fiber $10,000-$12,000 $11,000413,200 Non -Biodegradable Plastic Netting $2,000-$2,200 $2,200-$2,220 Plastic Mesh $3,000-$3,500 $3,300-$3,850 Synthetic Fiber with Netting $34,000-$40,000 $37,400-$44,000 Bonded Synthetic Fibers $45,000-$55,000 $49,500-$6o,500 Combination with Biodegradable $30,000-$36,000 $33,000-$39,600 1. Source: Cost information received from individual product manufacturers solicited by Geosyntec Consultants (2004). 2.2009 costs reflect a 1o% escalation over year 2004 costs. Escalation based on informal survey of industry trends. Note: Expected cost increase is offset by competitive economic conditions. Inspection and Maintenance ■ RECPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Areas where erosion is evident shall be repaired and BMPs reapplied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require reapplication of BMPs. ■ If washout or breakage occurs, re -install the material after repairing the damage to the slope or channel. ■ Make sure matting is uniformly in contact with the soil. ■ Check that all the lap joints are secure. ■ Check that staples are flush with the ground. References Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005 Erosion Control Pilot Study Report, State of California Department of Transportation (Caltrans), June 2000. Guides for Erosion and Sediment Controls in California, USDA Soils Conservation Service, January 1991. July 2012 California Stormwater BMP Handbook 9 of 12 Construction www.casga.org Geotextiles and Mats EC -7 National Management Measures to Control Nonpoint Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999• Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. July 2012 California Stormwater BMP Handbook 10 of 12 Construction www.casqa.org Geotextiles and Mats EC -7 2" to / 3" overlap/ ISOMETRIC VIEW TYPICAL SLOPE SOIL STABEIZATION NTS 6„ x 6„ anchor trench E Mats blankets should be installed vertically downslope. J ��ilter c, ob°ve soofce r \ of �\\a_w titer tabs e. --Non -woven geotextile filter fabric under atypical treatment. WET SLOPE LINING NTS NOTES: 1. Slope surface shall be free of rocks, clods, sticks and grass. Mats/blankets shall have good soil contact. 2. Lay blankets loosely and stake or staple to maintain direct contact with the soil. Do not stretch. 3. Install per manufacturer's recommendations TYPICAL INSTALLATION DETAIL July 2012 California Stormwater BMP Handbook 11 of 12 Construction www.casqa.org Geotextiles and Mats EC -7 INITIAL CHANNEL ANCHOR TRENCH NTS Stake at 3' to 5' intervals 4 4 0 4 vp � / o 0� o� o0 Check slot at 25'30' intervals ISOMETRIC VIEW NTS TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH NTS b Y INTERMITTENT CHECK SLOT LONGITUDINAL ANCHOR TRENCH NTS NTS NOTES: 1. Check slots to be constructed per manufacturers specifications. 2. Staking or stapling layout per manufacturers specifications. 3. Install per manufacturer's recommendations A v V /1 n TYPICAL NSTALLATION DETAIL July 2012 California Stormwater BMP Handbook 12 of 12 Construction www.casga.org Velocity Dissipation Devices EC -10 Description and Purpose Outlet protection is a physical device composed of rock, grouted riprap, or concrete rubble, which is placed at the outlet of a pipe or channel to prevent scour of the soil caused by concentrated, high velocity flows. Suitable Applications Whenever discharge velocities and energies at the outlets of culverts, conduits, or channels are sufficient to erode the next downstream reach. This includes temporary diversion structures to divert runon during construction. ■ These devices may be used at the following locations: - Outlets of pipes, drains, culverts, slope drains, diversion ditches, swales, conduits, or channels. - Outlets located at the bottom of mild to steep slopes. - Discharge outlets that carry continuous flows of water. - Outlets subject to short, intense flows of water, such as flash floods. - Points where lined conveyances discharge to unlined conveyances Limitations ■ Large storms or high flows can wash away the rock outlet protection and leave the area susceptible to erosion. Categories EC Erosion Control Q SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective 0 Secondary Objective Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASOA name/logo and footer below must be removed from each page and not appear on the modified version. CALIFORNIA STORMWATER January 2011 California Stormwater BMP Handbook 1 of 5 Construction www.casqa.org Velocity Dissipation Devices EC -10 ■ Sediment captured by the rock outlet protection may be difficult to remove without removing the rock. ■ Outlet protection may negatively impact the channel habitat. ■ Grouted riprap may break up in areas of freeze and thaw. ■ If there is not adequate drainage, and water builds up behind grouted riprap, it may cause the grouted riprap to break up due to the resulting hydrostatic pressure. ■ Sediment accumulation, scour depressions, and/or persistent non-stormwater discharges can result in areas of standing water suitable for mosquito production in velocity dissipation devices. Implementation General Outlet protection is needed where discharge velocities and energies at the outlets of culverts, conduits or channels are sufficient to erode the immediate downstream reach. This practice protects the outlet from developing small eroded pools (plange pools), and protects against gully erosion resulting from scouring at a culvert mouth. Design and Layout As with most channel design projects, depth of flow, roughness, gradient, side slopes, discharge rate, and velocity should be considered in the outlet design. Compliance to local and state regulations should also be considered while working in environmentally sensitive streambeds. General recommendations for rock size and length of outlet protection mat are shown in the rock outlet protection figure in this BMP and should be considered minimums. The apron length and rock size gradation are determined using a combination of the discharge pipe diameter and estimate discharge rate: Select the longest apron length and largest rock size suggested by the pipe size and discharge rate. Where flows are conveyed in open channels such as ditches and swales, use the estimated discharge rate for selecting the apron length and rock size. Flows should be same as the culvert or channel design flow but never the less than the peak 5 year flow for temporary structures planned for one rainy season, or the io year peak flow for temporary structures planned for two or three rainy seasons. ■ There are many types of energy dissipaters, with rock being the one that is represented in the attached figure. ■ Best results are obtained when sound, durable, and angular rock is used. ■ Install riprap, grouted riprap, or concrete apron at selected outlet. Riprap aprons are best suited for temporary use during construction. Grouted or wired tied rock riprap can minimize maintenance requirements. ■ Rock outlet protection is usually less expensive and easier to install than concrete aprons or energy dissipaters. It also serves to trap sediment and reduce flow velocities. ■ Carefully place riprap to avoid damaging the filter fabric. January 2011 California Stormwater BMP Handbook 2 of 5 Construction www.casga.org Velocity Dissipation Devices EC -10 - Stone 4 in. to 6 in. may be carefully dumped onto filter fabric from a height not to exceed 12 in. - Stone 8 in. to 12 in. must be hand placed onto filter fabric, or the filter fabric may be covered with 4 in. of gravel and the 8 in. to 12 in. rock may be dumped from a height not to exceed 16 in. - Stone greater than 12 in. shall only be dumped onto filter fabric protected with a layer of gravel with a thickness equal to one half the D5o rock size, and the dump height limited to twice the depth of the gravel protection layer thickness. ■ For proper operation of apron: Align apron with receiving stream and keep straight throughout its length. If a curve is needed to fit site conditions, place it in upper section of apron. ■ Outlets on slopes steeper than 10 percent should have additional protection. Costs Costs are low if material is readily available. If material is imported, costs will be higher. Average installed cost is $150 per device. Inspection and Maintenance ■ Inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subjected to non-stormwater discharges daily while non-stormwater discharges occur. Minimize areas of standing water by removing sediment blockages and filling scour depressions. ■ Inspect apron for displacement of the riprap and damage to the underlying fabric. Repair fabric and replace riprap that has washed away. If riprap continues to wash away, consider using larger material. ■ Inspect for scour beneath the riprap and around the outlet. Repair damage to slopes or underlying filter fabric immediately. ■ Temporary devices should be completely removed as soon as the surrounding drainage area has been stabilized or at the completion of construction. References County of Sacramento Improvement Standards, Sacramento County, May 1989• Erosion and Sediment Control Handbook, S.J. Goldman, K. Jackson, T.A. Bursztynsky, P.E., McGraw Hill Book Company, 1986. Handbook of Steel Drainage & Highway Construction, American Iron and Steel Institute, 1983• January 2011 California Stormwater BMP Handbook 3 of 5 Construction www.casga.org Velocity Dissipation Devices EC -10 Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• Metzger, M.E. 2004. Managing mosquitoes in stormwater treatment devices. University of California Division of Agriculture and Natural Resources, Publication 8125. On-line: http:// anrcatalog.ucdavis.edu/pdf/8125.pdf Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, state of California Department of Transportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #g1-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. January 2011 California Stormwater BMP Handbook 4 of 5 Construction www.casqa.org Velocity Dissipation Devices EC -10 3 A 4do (min) Pipe outlet to well defined channel SECTION A -A 6>,_g» Wended for cerimeter d=1.5 Max rock dia. 6" Pipe Diameter Discharge Apron Length, La Rip Rap D5o Diameter Min inches ft3/s R inches 5 10 4 12 10 13 6 10 10 6 20 16 8 18 30 23 12 40 26 16 30 16 8 40 26 8 24 50 26 12 60 30 16 For larger or higher flows consult a Registered Civil Engineer Source: USDA - SCS January 2011 California Stormwater BMP Handbook 5 of 5 Construction www.casqa.org Water Conservation Practices NS -1 Description and Purpose Water conservation practices are activities that use water during the construction of a project in a manner that avoids causing erosion and the transport of pollutants offsite. These practices can reduce or eliminate non-stormwater discharges. Suitable Applications Water conservation practices are suitable for all construction sites where water is used, including piped water, metered water, trucked water, and water from a reservoir. Limitations ■ None identified. Implementation ■ Keep water equipment in good working condition. ■ Stabilize water truck filling area. ■ Repair water leaks promptly. ■ Washing of vehicles and equipment on the construction site is discouraged. ■ Avoid using water to clean construction areas. If water must be used for cleaning or surface preparation, surface should be swept and vacuumed first to remove dirt. This will minimize amount of water required. Categories EC Erosion Control ❑p SE Sediment Control ❑p TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 07 If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIFORNIA STORy15M1ATLR January 2011 California Stormwater BMP Handbook 1 of 2 Construction www.casqa.org Water Conservation Practices NS -1 ■ Direct construction water runoff to areas where it can soak into the ground or be collected and reused. ■ Authorized non-stormwater discharges to the storm drain system, channels, or receiving waters are acceptable with the implementation of appropriate BMPs. ■ Lock water tank valves to prevent unauthorized use. Costs The cost is small to none compared to the benefits of conserving water. Inspection and Maintenance ■ Inspect and verify that activity based BMPs are in place prior to the commencement of authorized non-stormwater discharges. ■ Inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges are occurmg. ■ Repair water equipment as needed to prevent unintended discharges. - Water trucks - Water reservoirs (water buffalos) - Irrigation systems - Hydrant connections References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. January 2011 California Stormwater BMP Handbook 2 of 2 Construction www.casqa.org Paving and Grinding Operations NS -3 Description and Purpose Prevent or reduce the discharge of pollutants from paving operations, using measures to prevent runon and runoff pollution, properly disposing of wastes, and training employees and subcontractors. The General Permit incorporates Numeric Action Levels (NAL) for pH and turbidity (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Many types of construction materials associated with paving and grinding operations, including mortar, concrete, and cement and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows, which could lead to exceedances of the General Permit requirements. Suitable Applications These procedures are implemented where paving, surfacing, resurfacing, or sawcutting, may pollute stormwater runoff or discharge to the storm drain system or watercourses. Limitations ■ Paving opportunities may be limited during wet weather. Discharges of freshly paved surfaces may raise pH to environmentally harmful levels and trigger permit violations. Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and ❑x Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Q Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIFORNIA OR M1iWATER STmoi. ATE . July 2012 California Stormwater BMP Handbook 1 of 5 Construction www.casqa.org Paving and Grinding Operations NS -3 Implementation General ■ Avoid paving during the wet season when feasible. ■ Reschedule paving and grinding activities if rain is forecasted. ■ Train employees and sub -contractors in pollution prevention and reduction. ■ Store materials away from drainage courses to prevent stormwater runon (see WM-1, Material Delivery and Storage). ■ Protect drainage courses, particularly in areas with a grade, by employing BMPs to divert runoff or to trap and filter sediment. ■ Stockpile material removed from roadways away from drain inlets, drainage ditches, and watercourses. These materials should be stored consistent with WM-3, Stockpile Management. ■ Disposal of PCC (Portland cement concrete) and AC (asphalt concrete) waste should be in conformance with WM-8, Concrete Waste Management. Saw Cutting, Grinding, and Pavement Removal ■ Shovel or vacuum saw -cut slurry and remove from site. Cover or barricade storm drains during saw cutting to contain slurry. ■ When paving involves AC, the following steps should be implemented to prevent the discharge of grinding residue, uncompacted or loose AC, tack coats, equipment cleaners, or unrelated paving materials: - AC grindings, pieces, or chunks used in embankments or shoulder backing should not be allowed to enter any storm drains or watercourses. Install inlet protection and perimeter controls until area is stabilized (i.e. cutting, grinding or other removal activities are complete and loose material has been properly removed and disposed of)or permanent controls are in place. Examples of temporary perimeter controls can be found in EC -9, Earth Dikes and Drainage Swales; SE -1, Silt Fence; SE -5, Fiber Rolls, or SE -13 Compost Socks and Berms - Collect and remove all broken asphalt and recycle when practical. Old or spilled asphalt should be recycled or disposed of properly. ■ Do not allow saw -cut slurry to enter storm drains or watercourses. Residue from grinding operations should be picked up by a vacuum attachment to the grinding machine, or by sweeping, should not be allowed to flow across the pavement, and should not be left on the surface of the pavement. See also WM-8, Concrete Waste Management, and WM-lo, Liquid Waste Management. ■ Pavement removal activities should not be conducted in the rain. ■ Collect removed pavement material by mechanical or manual methods. This material may be recycled for use as shoulder backing or base material. July 2012 California Stormwater BMP Handbook 2 of 5 Construction www.casqa.org Paving and Grinding Operations NS -3 ■ If removed pavement material cannot be recycled, transport the material back to an approved storage site. Asphaltic Concrete Paving ■ If paving involves asphaltic cement concrete, follow these steps: - Do not allow sand or gravel placed over new asphalt to wash into storm drains, streets, or creeks. Vacuum or sweep loose sand and gravel and properly dispose of this waste by referring to WM-5, Solid Waste Management. - Old asphalt should be disposed of properly. Collect and remove all broken asphalt from the site and recycle whenever possible. Portland Cement Concrete Paving ■ Do not wash sweepings from exposed aggregate concrete into a storm drain system. Collect waste materials by dry methods, such as sweeping or shoveling, and return to aggregate base stockpile or dispose of properly. Allow aggregate rinse to settle. Then, either allow rinse water to dry in a temporary pit as described in WM-8, Concrete Waste Management, or pump the water to the sanitary sewer if authorized by the local wastewater authority. Sealing Operations ■ During chip seal application and sweeping operations, petroleum or petroleum covered aggregate should not be allowed to enter any storm drain or water courses. Apply temporary perimeter controls until structure is stabilized (i.e. all sealing operations are complete and cured and loose materials have been properly removed and disposed). ■ Inlet protection (SE -1o, Storm Drain Inlet Protection) should be used during application of seal coat, tack coat, slurry seal, and fog seal. ■ Seal coat, tack coat, slurry seal, or fog seal should not be applied if rainfall is predicted to occur during the application or curing period. Paving Equipment ■ Leaks and spills from paving equipment can contain toxic levels of heavy metals and oil and grease. Place drip pans or absorbent materials under paving equipment when not in use. Clean up spills with absorbent materials and dispose of in accordance with the applicable regulations. See NS -1o, Vehicle and Equipment Maintenance, WM-4, Spill Prevention and Control, and WM-1o, Liquid Waste Management. ■ Substances used to coat asphalt transport trucks and asphalt spreading equipment should not contain soap and should be non -foaming and non-toxic. ■ Paving equipment parked onsite should be parked over plastic to prevent soil contamination. ■ Clean asphalt coated equipment offsite whenever possible. When cleaning dry, hardened asphalt from equipment, manage hardened asphalt debris as described in WM-5, Solid Waste Management. Any cleaning onsite should follow NS -8, Vehicle and Equipment Cleaning. 3uly 2012 California Stormwater BMP Handbook 3 of 5 Construction www.casga.org Paving and Grinding Operations NS -3 Thermoplastic Striping ■ Thermoplastic striper and pre -heater equipment shutoff valves should be inspected to ensure that they are working properly to prevent leaking thermoplastic from entering drain inlets, the stormwater drainage system, or watercourses. ■ Pre -heaters should be filled carefully to prevent splashing or spilling of hot thermoplastic. Leave six inches of space at the top of the pre -heater container when filling thermoplastic to allow room for material to move. ■ Do not pre -heat, transfer, or load thermoplastic near drain inlets or watercourses. ■ Clean truck beds daily of loose debris and melted thermoplastic. When possible, recycle thermoplastic material. Raised/Recessed Pavement Marker Application and Removal ■ Do not transfer or load bituminous material near drain inlets, the stormwater drainage system, or watercourses. ■ Melting tanks should be loaded with care and not filled to beyond six inches from the top to leave room for splashing. ■ When servicing or filling melting tanks, ensure all pressure is released before removing lids to avoid spills. ■ On large-scale projects, use mechanical or manual methods to collect excess bituminous material from the roadway after removal of markers. Costs ■ All of the above are low cost measures. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of paving and grinding operations. ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Sample stormwater runoff required by the General Permit. ■ Keep ample supplies of drip pans or absorbent materials onsite. ■ Inspect and maintain machinery regularly to minimize leaks and drips. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• July 2012 California Stormwater BMP Handbook 4 of 5 Construction www.casqa.org Paving and Grinding Operations NS -3 Hot Mix Asphalt -Paving Handbook AC 150/5370-14, Appendix I, U.S. Army Corps of Engineers, July 1991. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook 5 of 5 Construction www.casqa.org Illicit Connection/ Discharge NS -6 Description and Purpose Procedures and practices designed for construction contractors to recognize illicit connections or illegally dumped or discharged materials on a construction site and report incidents. Suitable Applications This best management practice (BMP) applies to all construction projects. Illicit connection/discharge and reporting is applicable anytime an illicit connection or discharge is discovered or illegally dumped material is found on the construction site. Limitations Illicit connections and illegal discharges or dumping, for the purposes of this BMP, refer to discharges and dumping caused by parties other than the contractor. If pre-existing hazardous materials or wastes are known to exist onsite, they should be identified in the SWPPP and handled as set forth in the SWPPP. Implementation Planning ■ Review the SWPPP. Pre-existing areas of contamination should be identified and documented in the SWPPP. ■ Inspect site before beginning the job for evidence of illicit connections, illegal dumping or discharges. Document any pre-existing conditions and notify the owner. Categories EC Erosion Control SE Sediment Control TC Tracking Control f WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Description and Purpose Procedures and practices designed for construction contractors to recognize illicit connections or illegally dumped or discharged materials on a construction site and report incidents. Suitable Applications This best management practice (BMP) applies to all construction projects. Illicit connection/discharge and reporting is applicable anytime an illicit connection or discharge is discovered or illegally dumped material is found on the construction site. Limitations Illicit connections and illegal discharges or dumping, for the purposes of this BMP, refer to discharges and dumping caused by parties other than the contractor. If pre-existing hazardous materials or wastes are known to exist onsite, they should be identified in the SWPPP and handled as set forth in the SWPPP. Implementation Planning ■ Review the SWPPP. Pre-existing areas of contamination should be identified and documented in the SWPPP. ■ Inspect site before beginning the job for evidence of illicit connections, illegal dumping or discharges. Document any pre-existing conditions and notify the owner. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Q Trash Q Metals Q Bacteria Q Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. NO January 2011 California Stormwater BMP Handbook 1 of 3 Construction www.casqa.org Illicit Connection/ Discharge NS -6 ■ Inspect site regularly during project execution for evidence of illicit connections, illegal dumping or discharges. ■ Observe site perimeter for evidence for potential of illicitly discharged or illegally dumped material, which may enter the job site. Identification of Illicit Connections and Illegal Dumping or Discharges ■ General — unlabeled and unidentifiable material should be treated as hazardous. ■ Solids - Look for debris, or rubbish piles. Solid waste dumping often occurs on roadways with light traffic loads or in areas not easily visible from the traveled way. ■ Liquids - signs of illegal liquid dumping or discharge can include: - Visible signs of staining or unusual colors to the pavement or surrounding adjacent soils - Pungent odors coming from the drainage systems - Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes - Abnormal water flow during the dry weather season ■ Urban Areas - Evidence of illicit connections or illegal discharges is typically detected at storm drain outfall locations or at manholes. Signs of an illicit connection or illegal discharge can include: - Abnormal water flow during the dry weather season - Unusual flows in sub drain systems used for dewatering - Pungent odors coming from the drainage systems - Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes - Excessive sediment deposits, particularly adjacent to or near active offsite construction projects ■ Rural Areas - Illicit connections or illegal discharges involving irrigation drainage ditches are detected by visual inspections. Signs of an illicit discharge can include: - Abnormal water flow during the non -irrigation season - Non-standard junction structures - Broken concrete or other disturbances at or near junction structures Reporting Notify the owner of any illicit connections and illegal dumping or discharge incidents at the time of discovery. For illicit connections or discharges to the storm drain system, notify the local stormwater management agency. For illegal dumping, notify the local law enforcement agency. Cleanup and Removal The responsibility for cleanup and removal of illicit or illegal dumping or discharges will vary by location. Contact the local stormwater management agency for further information. January 2011 California Stormwater BMP Handbook 2 of 3 Construction www.casqa.org Illicit Connection/ Discharge NS -6 Costs Costs to look for and report illicit connections and illegal discharges and dumping are low. The best way to avoid costs associated with illicit connections and illegal discharges and dumping is to keep the project perimeters secure to prevent access to the site, to observe the site for vehicles that should not be there, and to document any waste or hazardous materials that exist onsite before taking possession of the site. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect the site regularly to check for any illegal dumping or discharge. ■ Prohibit employees and subcontractors from disposing of non job related debris or materials at the construction site. ■ Notify the owner of any illicit connections and illegal dumping or discharge incidents at the time of discovery. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Potable Water/ Irrigation NS -7 Description and Purpose Potable Water/Irrigation consists of practices and procedures to manage the discharge of potential pollutants generated during discharges from irrigation water lines, landscape irrigation, lawn or garden watering, planned and unplanned discharges from potable water sources, water line flushing, and hydrant flushing. Suitable Applications Implement this BMP whenever potable water or irrigation water discharges occur at or enter a construction site. Limitations None identified. Implementation ■ Direct water from offsite sources around or through a construction site, where feasible, in a way that minimizes contact with the construction site. ■ Discharges from water line flushing should be reused for landscaping purposes where feasible. ■ Shut off the water source to broken lines, sprinklers, or valves as soon as possible to prevent excess water flow. ■ Protect downstream stormwater drainage systems and watercourses from water pumped or bailed from trenches excavated to repair water lines. Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Q Trash Metals Q Bacteria Oil and Grease Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CA LIFO RN [A STOR}15t;LTLR January 2011 California Stormwater BMP Handbook 1 of 2 Construction www.casga.org Potable Water/ Irrigation NS -7 ■ Inspect irrigated areas within the construction limits for excess watering. Adjust watering times and schedules to ensure that the appropriate amount of water is being used and to minimize runoff. Consider factors such as soil structure, grade, time of year, and type of plant material in determining the proper amounts of water for a specific area. Costs Cost to manage potable water and irrigation are low and generally considered to be a normal part of related activities. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events.. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. ■ Repair broken water lines as soon as possible. ■ Inspect irrigated areas regularly for signs of erosion and/or discharge. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 2 of 2 Construction www.casga.org Vehicle and Equipment Cleaning NS -8 VEHICLE WASH AREA Sump Description and Purpose Vehicle and equipment cleaning procedures and practices eliminate or reduce the discharge of pollutants to stormwater from vehicle and equipment cleaning operations. Procedures and practices include but are not limited to: using offsite facilities; washing in designated, contained areas only; eliminating discharges to the storm drain by infiltrating the wash water; and training employees and subcontractors in proper cleaning procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment cleaning is performed. Limitations Even phosphate -free, biodegradable soaps have been shown to be toxic to fish before the soap degrades. Sending vehicles/equipment offsite should be done in conjunction with TC -i, Stabilized Construction Entrance/Exit. Implementation Other options to washing equipment onsite include contracting with either an offsite or mobile commercial washing business. These businesses may be better equipped to handle and dispose of the wash waters properly. Performing this work offsite can also be economical by eliminating the need for a separate washing operation onsite. If washing operations are to take place onsite, then: Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Q Trash Metals Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. C:AL[rOR\'LA STORNMIV,ATGR January 2011 California Stormwater BMP Handbook 1 of 3 Construction www.casqa.org Vehicle and Equipment Cleaning NS -8 ■ Use phosphate -free, biodegradable soaps. ■ Educate employees and subcontractors on pollution prevention measures. ■ Do not permit steam cleaning onsite. Steam cleaning can generate significant pollutant concentrates. ■ Cleaning of vehicles and equipment with soap, solvents or steam should not occur on the project site unless resulting wastes are fully contained and disposed of. Resulting wastes should not be discharged or buried, and must be captured and recycled or disposed according to the requirements of WM-io, Liquid Waste Management or WM-6, Hazardous Waste Management, depending on the waste characteristics. Minimize use of solvents. Use of diesel for vehicle and equipment cleaning is prohibited. ■ All vehicles and equipment that regularly enter and leave the construction site must be cleaned offsite. ■ When vehicle and equipment washing and cleaning must occur onsite, and the operation cannot be located within a structure or building equipped with appropriate disposal facilities, the outside cleaning area should have the following characteristics: - Located away from storm drain inlets, drainage facilities, or watercourses - Paved with concrete or asphalt and bermed to contain wash waters and to prevent runon and runoff - Configured with a sump to allow collection and disposal of wash water - No discharge of wash waters to storm drains or watercourses - Used only when necessary ■ When cleaning vehicles and equipment with water: - Use as little water as possible. High-pressure sprayers may use less water than a hose and should be considered - Use positive shutoff valve to minimize water usage - Facility wash racks should discharge to a sanitary sewer, recycle system or other approved discharge system and must not discharge to the storm drainage system, watercourses, or to groundwater Costs Cleaning vehicles and equipment at an offsite facility may reduce overall costs for vehicle and equipment cleaning by eliminating the need to provide similar services onsite. When onsite cleaning is needed, the cost to establish appropriate facilities is relatively low on larger, long - duration projects, and moderate to high on small, short -duration projects. January 2011 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Vehicle and Equipment Cleaning NS -8 Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. ■ Inspection and maintenance is minimal, although some berm repair may be necessary. ■ Monitor employees and subcontractors throughout the duration of the construction project to ensure appropriate practices are being implemented. ■ Inspect sump regularly and remove liquids and sediment as needed. ■ Prohibit employees and subcontractors from washing personal vehicles and equipment on the construction site. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Swisher, R.D. Surfactant Biodegradation, Marcel Decker Corporation, 1987. January 2011 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Vehicle and Equipment Fueling NS -9 FUELING _ AREA Description and Purpose Vehicle equipment fueling procedures and practices are designed to prevent fuel spills and leaks, and reduce or eliminate contamination of stormwater. This can be accomplished by using offsite facilities, fueling in designated areas only, enclosing or covering stored fuel, implementing spill controls, and training employees and subcontractors in proper fueling procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment fueling takes place. Limitations Onsite vehicle and equipment fueling should only be used where it is impractical to send vehicles and equipment offsite for fueling. Sending vehicles and equipment offsite should be done in conjunction with TC -1, Stabilized Construction Entrance/ Exit. Implementation ■ Use offsite fueling stations as much as possible. These businesses are better equipped to handle fuel and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate fueling area at a site. ■ Discourage "topping -off' of fuel tanks. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Q Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CA1.f ORNIA SIORMWATCR January 2011 California Stormwater BMP Handbook 1 of 3 Construction www.casqa.org Vehicle and Equipment Fueling NS -9 ■ Absorbent spill cleanup materials and spill kits should be available in fueling areas and on fueling trucks, and should be disposed of properly after use. ■ Drip pans or absorbent pads should be used during vehicle and equipment fueling, unless the fueling is performed over an impermeable surface in a dedicated fueling area. ■ Use absorbent materials on small spills. Do not hose down or bury the spill. Remove the adsorbent materials promptly and dispose of properly. ■ Avoid mobile fueling of mobile construction equipment around the site; rather, transport the equipment to designated fueling areas. With the exception of tracked equipment such as bulldozers and large excavators, most vehicles should be able to travel to a designated area with little lost time. ■ Train employees and subcontractors in proper fueling and cleanup procedures. ■ When fueling must take place onsite, designate an area away from drainage courses to be used. Fueling areas should be identified in the SWPPP. ■ Dedicated fueling areas should be protected from stormwater runon and runoff, and should be located at least 50 ft away from downstream drainage facilities and watercourses. Fueling must be performed on level -grade areas. ■ Protect fueling areas with berms and dikes to prevent runon, runoff, and to contain spills. ■ Nozzles used in vehicle and equipment fueling should be equipped with an automatic shutoff to control drips. Fueling operations should not be left unattended. ■ Use vapor recovery nozzles to help control drips as well as air pollution where required by Air Quality Management Districts (AQMD). ■ Federal, state, and local requirements should be observed for any stationary above ground storage tanks. Costs ■ All of the above measures are low cost except for the capital costs of above ground tanks that meet all local environmental, zoning, and fire codes. Inspection and Maintenance ■ Inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Vehicles and equipment should be inspected each day of use for leaks. Leaks should be repaired immediately or problem vehicles or equipment should be removed from the project site. ■ Keep ample supplies of spill cleanup materials onsite. January 2011 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Vehicle and Equipment Fueling NS -9 ■ Immediately clean up spills and properly dispose of contaminated soil and cleanup materials. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Coastal Nonpoint Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Vehicle & Equipment Maintenance NS -10 USED FREEZ SED t_ oo• ---------- Description and Purpose Prevent or reduce the contamination of stormwater resulting from vehicle and equipment maintenance by running a "dry and clean site". The best option would be to perform maintenance activities at an offsite facility. If this option is not available then work should be performed in designated areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately. Employees and subcontractors must be trained in proper procedures. Suitable Applications These procedures are suitable on all construction projects where an onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. Limitations Onsite vehicle and equipment maintenance should only be used where it is impractical to send vehicles and equipment offsite for maintenance and repair. Sending vehicles/equipment offsite should be done in conjunction with TC -1, Stabilized Construction Entrance/Exit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Activities that can contaminate stormwater include engine repair and service, changing or replacement of fluids, and outdoor equipment storage and parking (engine fluid leaks). For further information on vehicle or equipment servicing, see NS -8, Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Bacteria Management Control WM Waste Management and Organics Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Q Trash Q Metals Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIPDRN IA ST©RMIVATLR January 2011 California Stormwater BMP Handbook 1 of 4 Construction www.casqa.org Vehicle & Equipment Maintenance NS -10 Vehicle and Equipment Cleaning, and NS -9, Vehicle and Equipment Fueling. Implementation ■ Use offsite repair shops as much as possible. These businesses are better equipped to handle vehicle fluids and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate maintenance area. ■ If maintenance must occur onsite, use designated areas, located away from drainage courses. Dedicated maintenance areas should be protected from stormwater runon and runoff, and should be located at least 50 ft from downstream drainage facilities and watercourses. ■ Drip pans or absorbent pads should be used during vehicle and equipment maintenance work that involves fluids, unless the maintenance work is performed over an impermeable surface in a dedicated maintenance area. ■ Place a stockpile of spill cleanup materials where it will be readily accessible. ■ All fueling trucks and fueling areas are required to have spill kits and/or use other spill protection devices. ■ Use adsorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly. ■ Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. ■ Keep vehicles and equipment clean; do not allow excessive build-up of oil and grease. ■ Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, hydraulic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. ■ Train employees and subcontractors in proper maintenance and spill cleanup procedures. ■ Drip pans or plastic sheeting should be placed under all vehicles and equipment placed on docks, barges, or other structures over water bodies when the vehicle or equipment is planned to be idle for more than 1 hour. ■ For long-term projects, consider using portable tents or covers over maintenance areas if maintenance cannot be performed offsite. ■ Consider use of new, alternative greases and lubricants, such as adhesive greases, for chassis lubrication and fifth -wheel lubrication. ■ Properly dispose of used oils, fluids, lubricants, and spill cleanup materials. ■ Do not place used oil in a dumpster or pour into a storm drain or watercourse. ■ Properly dispose of or recycle used batteries. ■ Do not bury used tires. January 2011 California Stormwater BMP Handbook 2 of 4 Construction www.casga.org Vehicle & Equipment Maintenance NS -10 ■ Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. Safer Alternative Products ■ Consider products that are less toxic or hazardous than regular products. These products are often sold under an "environmentally friendly" label. ■ Consider use of grease substitutes for lubrication of truck fifth -wheels. Follow manufacturers label for details on specific uses. ■ Consider use of plastic friction plates on truck fifth -wheels in lieu of grease. Follow manufacturers label for details on specific uses. Waste Reduction Parts are often cleaned using solvents such as trichloroethylene, trichloroethane, or methylene chloride. Many of these cleaners are listed in California Toxic Rule as priority pollutants. These materials are harmful and must not contaminate stormwater. They must be disposed of as a hazardous waste. Reducing the number of solvents makes recycling easier and reduces hazardous waste management costs. Often, one solvent can perform a job as well as two different solvents. Also, if possible, eliminate or reduce the amount of hazardous materials and waste by substituting non -hazardous or less hazardous materials. For example, replace chlorinated organic solvents with non -chlorinated solvents. Non -chlorinated solvents like kerosene or mineral spirits are less toxic and less expensive to dispose of properly. Check the list of active ingredients to see whether it contains chlorinated solvents. The "chlor" term indicates that the solvent is chlorinated. Also, try substituting a wire brush for solvents to clean parts. Recycling and Disposal Separating wastes allows for easier recycling and may reduce disposal costs. Keep hazardous wastes separate, do not mix used oil solvents, and keep chlorinated solvents (like, - trichloroethane) separate from non -chlorinated solvents (like kerosene and mineral spirits). Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around. Provide cover and secondary containment until these materials can be removed from the site. Oil filters can be recycled. Ask your oil supplier or recycler about recycling oil filters. Do not dispose of extra paints and coatings by dumping liquid onto the ground or throwing it into dumpsters. Allow coatings to dry or harden before disposal into covered dumpsters. Store cracked batteries in a non -leaking secondary container. Do this with all cracked batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Costs All of the above are low cost measures. Higher costs are incurred to setup and maintain onsite maintenance areas. January 2011 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Vehicle & Equipment Maintenance NS -10 Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. ■ Keep ample supplies of spill cleanup materials onsite. ■ Maintain waste fluid containers in leak proof condition. ■ Vehicles and equipment should be inspected on each day of use. Leaks should be repaired immediately or the problem vehicle(s) or equipment should be removed from the project site. ■ Inspect equipment for damaged hoses and leaky gaskets routinely. Repair or replace as needed. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Coastal Nonpoint Pollution Control Program; Program Development and Approval Guidance, Working Group, Working Paper; USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. January 2011 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org Concrete Curing NS -12 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q both chemical and water methods. Management Control WM Waste Management and Q Concrete and its associated curing materials have basic Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category General Permit incorporates Numeric Action Levels (NAL) for None pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Proper procedures and care should be taken when managing concrete curing materials to prevent them from coming into contact with stormwater flows, which could result in a high pH If User/Subscriber modifies this fact discharge. sheet in any way, the CASQA name/logo and footer below must be Suitable Applications removed from each page and not Suitable applications include all projects where Portland appear on the modified version. Cement Concrete (PCC) and concrete curing chemicals are placed where they can be exposed to rainfall, runoff from other areas, or where runoff from the PCC will leave the site. Limitations ■ Runoff contact with concrete waste can raise pH levels in the water to environmentally harmful levels and trigger permit violations. ' 9 CALIFORNIA STOR'41VAT ER July 2012 California Stormwater BMP Handbook 1 of 3 Construction www.casga.org Targeted Constituents Description and Purpose Sediment Q Concrete curing is used in the construction of structures such as Nutrients bridges, retaining walls, pump houses, large slabs, and Trash structured foundations. Concrete curing includes the use of Metals Q both chemical and water methods. Bacteria Concrete and its associated curing materials have basic Oil and Grease Q chemical properties that can raise the pH of water to levels Organics outside of the permitted range. Discharges of stormwater and non-stormwater exposed to concrete during curing may have a high pH and may contain chemicals, metals, and fines. The Potential Alternatives General Permit incorporates Numeric Action Levels (NAL) for None pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Proper procedures and care should be taken when managing concrete curing materials to prevent them from coming into contact with stormwater flows, which could result in a high pH If User/Subscriber modifies this fact discharge. sheet in any way, the CASQA name/logo and footer below must be Suitable Applications removed from each page and not Suitable applications include all projects where Portland appear on the modified version. Cement Concrete (PCC) and concrete curing chemicals are placed where they can be exposed to rainfall, runoff from other areas, or where runoff from the PCC will leave the site. Limitations ■ Runoff contact with concrete waste can raise pH levels in the water to environmentally harmful levels and trigger permit violations. ' 9 CALIFORNIA STOR'41VAT ER July 2012 California Stormwater BMP Handbook 1 of 3 Construction www.casga.org Concrete Curing NS -12 Implementation Chemical Curing ■ Avoid over spray of curing compounds. ■ Minimize the drift by applying the curing compound close to the concrete surface. Apply an amount of compound that covers the surface, but does not allow any runoff of the compound. ■ Use proper storage and handling techniques for concrete curing compounds. Refer to WM- 1, Material Delivery and Storage. ■ Protect drain inlets prior to the application of curing compounds. ■ Refer to WM-4, Spill Prevention and Control. Water Curing for Bridge Decks, Retaining Walls, and other Structures ■ Direct cure water away from inlets and watercourses to collection areas for evaporation or other means of removal in accordance with all applicable permits. See WM-8 Concrete Waste Management. ■ Collect cure water at the top of slopes and transport to a concrete waste management area in a non-erosive manner. See EC -9 Earth Dikes and Drainage Swales, EC -1o, Velocity Dissipation Devices, and EC -I1, Slope Drains. ■ Utilize wet blankets or a similar method that maintains moisture while minimizing the use and possible discharge of water. Education ■ Educate employees, subcontractors, and suppliers on proper concrete curing techniques to prevent contact with discharge as described herein. ■ Arrange for the QSP or the appropriately trained contractor's superintendent or representative to oversee and enforce concrete curing procedures. Costs All of the above measures are generally low cost. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. July 2012 California Stormwater BMP Handbook 2 of 3 Construction www.casqa.org Concrete Curing NS -12 ■ Sample non-stormwater discharges and stormwater runoff that contacts uncured and partially cured concrete as required by the General Permit. ■ Ensure that employees and subcontractors implement appropriate measures for storage, handling, and use of curing compounds. ■ Inspect cure containers and spraying equipment for leaks. References Blue Print for a Clean Bay -Construction -Related Industries: Best Management Practices for Stormwater Pollution Prevention; Santa Clara Valley Non Point Source Pollution Control Program, 1992• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Concrete Finishing NS -13 Description and Purpose Concrete finishing methods are used for bridge deck rehabilitation, paint removal, curing compound removal, and final surface finish appearances. Methods include sand blasting, shot blasting, grinding, or high pressure water blasting. Stormwater and non-stormwater exposed to concrete finishing by-products may have a high pH and may contain chemicals, metals, and fines. Proper procedures and implementation of appropriate BMPs can minimize the impact that concrete -finishing methods may have on stormwater and non-stormwater discharges. The General Permit incorporates Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Concrete and its associated curing materials have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows, which could lead to exceedances of the General Permit requirements. Suitable Applications These procedures apply to all construction locations where concrete finishing operations are performed. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Q Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Q Bacteria Oil and Grease Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIEORN I.A STOR kIWATER July 2012 California Stormwater BMP Handbook 1 of 3 Construction www.casqa.org Concrete Finishing NS -13 Limitations ■ Runoff contact with concrete waste can raise pH levels in the water to environmentally harmful levels and trigger permit violations. Implementation ■ Collect and properly dispose of water from high-pressure water blasting operations. ■ Collect contaminated water from blasting operations at the top of slopes. Transport or dispose of contaminated water while using BMPs such as those for erosion control. Refer to EC -9, Earth Dikes and Drainage Swales, EC -1o, Velocity Dissipation Devices, and EC -ii, Slope Drains. ■ Direct water from blasting operations away from inlets and watercourses to collection areas for infiltration or other means of removal (dewatering). Refer to NS -2 Dewatering Operations. ■ Protect inlets during sandblasting operations. Refer to SE -1o, Storm Drain Inlet Protection. ■ Refer to WM-8, Concrete Waste Management for disposal of concrete debris. ■ Minimize the drift of dust and blast material as much as possible by keeping the blasting nozzle close to the surface. ■ When blast residue contains a potentially hazardous waste, refer to WM-6, Hazardous Waste Management. Education ■ Educate employees, subcontractors, and suppliers on proper concrete finishing techniques to prevent contact with discharge as described herein. ■ Arrange for the QSP or the appropriately trained contractor's superintendent or representative to oversee and enforce concrete finishing procedures. Costs These measures are generally of low cost. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. ■ Sample non-stormwater discharges and stormwater runoff that contacts concrete dust and debris as required by the General Permit. 3uly 2012 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Concrete Finishing NS -13 ■ Sweep or vacuum up debris from sandblasting at the end of each shift. ■ At the end of each work shift, remove and contain liquid and solid waste from containment structures, if any, and from the general work area. ■ Inspect containment structures for damage prior to use and prior to onset of forecasted rain. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April 1992. July 2012 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Silt Fence SE -1 Description and Purpose A silt fence is made of a woven geotextile that has been entrenched, attached to supporting poles, and sometimes backed by a plastic or wire mesh for support. The silt fence detains water, promoting sedimentation of coarse sediment behind the fence. Silt fence does not retain soil fine particles like clays or silts. Suitable Applications Silt fences are suitable for perimeter control, placed below areas where sheet flows discharge from the site. They could also be used as interior controls below disturbed areas where runoff may occur in the form of sheet and rill erosion and around inlets within disturbed areas (SE -1o). Silt fences should not be used in locations where the flow is concentrated. Silt fences should always be used in combination with erosion controls. Suitable applications include: ■ At perimeter of a project. ■ Below the toe or down slope of exposed and erodible slopes. ■ Along streams and channels. ■ Around temporary spoil areas and stockpiles. ■ Around inlets. ■ Below other small cleared areas. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org Categories EC Erosion Control SE Sediment Control Q TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category 0 Secondary Category Targeted Constituents Sediment (coarse sediment) Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE -5 Fiber Rolls SE -6 Gravel Bag Berm SE -12 Manufactured Linear Sediment Controls SE -13 Compost Socks and Berms SE -14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALHURN IAS I ORMW.A I'LR 1 of 9 Silt Fence SE -1 Limitations ■ Do not use in streams, channels, drain inlets, or anywhere flow is concentrated. ■ Do not use in locations where ponded water may cause a flooding hazard. ■ Do not use silt fence to divert water flows or place across any contour line. ■ Improperly installed fences are subject to failure from undercutting, overtopping, or collapsing. ■ Must be trenched and keyed in. ■ Not intended for use as a substitute for Fiber Rolls (SE -5), when fiber rolls are being used as a slope interruption device. ■ Do not use on slopes subject to creeping, slumping, or landslides. Implementation General A silt fence is a temporary sediment barrier consisting of woven geotextile stretched across and attached to supporting posts, trenched -in, and, depending upon the strength of fabric used, supported with plastic or wire mesh fence. Silt fences trap coarse sediment by intercepting and detaining sediment -laden runoff from disturbed areas in order to promote sedimentation behind the fence. The following layout and installation guidance can improve performance and should be followed: ■ Silt fence should be used in combination with erosion controls up-slope in order to provide the most effective sediment control. ■ Silt fence alone is not effective at reducing turbidity. (Barrett and Malina, 2004) ■ Designers should consider diverting sediment laden water to a temporary sediment basin or trap. (EPA, 2012) ■ Use principally in areas where sheet flow occurs. ■ Install along a level contour, so water does not pond more than 1.5 ft at any point along the silt fence. ■ Provide sufficient room for runoff to pond behind the fence and to allow sediment removal equipment to pass between the silt fence and toes of slopes or other obstructions. About 1200 ft2 of ponding area should be provided for every acre draining to the fence. ■ Efficiency of silt fences is primarily dependent on the detention time of the runoff behind the control. (Barrett and Malina, 2004) ■ The drainage area above any fence should not exceed a quarter of an acre. (Rule of Thumb - loo -feet of silt fence per 10,00o square feet of disturbed area.) (EPA 2012) July 2012 California Stormwater BMP Handbook Portal 2 of 9 Construction www.casqa.org Silt Fence SE -1 ■ The maximum length of slope draining to any point along the silt fence should be loo ft per foot of silt fence. ■ Turn the ends of the filter fence uphill to prevent stormwater from flowing around the fence. ■ Leave an undisturbed or stabilized area immediately down slope from the fence where feasible. ■ Silt fences should remain in place until the disturbed area draining to the silt fence is permanently stabilized, after which, the silt fence fabric and posts should be removed and properly disposed. ■ J -Hooks, which have ends turning up the slope to break up long runs of fence and provide multiple storage areas that work like mini -retention areas, may be used to increase the effectiveness of silt fence. ■ Be aware of local regulations regarding the type and installation requirements of silt fence, which may differ from those presented in this fact sheet. Design and Layout In areas where high winds are anticipated the fence should be supported by a plastic or wire mesh. The geotextile fabric of the silt fence should contain ultraviolet inhibitors and stabilizers to provide longevity equivalent to the project life or replacement schedule. ■ Layout in accordance with the attached figures. ■ For slopes that contain a high number of rocks or large dirt clods that tend to dislodge, it may be necessary to protect silt fence from rocks (e.g., rockfall netting) ensure the integrity of the silt fence installation. Standard vs. Heavy Duty Silt Fence Standard Silt Fence ■ Generally applicable in cases where the area draining to fence produces moderate sediment loads. Heavy Duty Silt Fence ■ Heavy duty silt fence usually has 1 or more of the following characteristics, not possessed by standard silt fence. o Fabric is reinforced with wire backing or additional support. o Posts are spaced closer than pre -manufactured, standard silt fence products. ■ Use is generally limited to areas affected by high winds. ■ Area draining to fence produces moderate sediment loads. Materials Standard Silt Fence ■ Silt fence material should be woven geotextile with a minimum width of 36 in. The fabric should conform to the requirements in ASTM designation D6461. ■ Wooden stakes should be commercial quality lumber of the size and shape shown on the plans. Each stake should be free from decay, splits or cracks longer than the July 2012 California Stormwater BMP Handbook Portal 3 of 9 Construction www.casga.org Silt Fence SE -1 thickness of the stake or other defects that would weaken the stakes and cause the stakes to be structurally unsuitable. ■ Staples used to fasten the fence fabric to the stakes should be not less than 1.75 in. long and should be fabricated from 15 gauge or heavier wire. The wire used to fasten the tops of the stakes together when joining two sections of fence should be 9 gauge or heavier wire. Galvanizing of the fastening wire will not be required. Heavy -Duty Silt Fence ■ Some silt fence has a wire backing to provide additional support, and there are products that may use prefabricated plastic holders for the silt fence and use metal posts instead of wood stakes. Installation Guidelines — Traditional Method Silt fences are to be constructed on a level contour. Sufficient area should exist behind the fence for ponding to occur without flooding or overtopping the fence. ■ A trench should be excavated approximately 6 in. wide and 6 in. deep along the line of the proposed silt fence (trenches should not be excavated wider or deeper than necessary for proper silt fence installation). ■ Bottom of the silt fence should be keyed -in a minimum of 12 in. ■ Posts should be spaced a maximum of 6 ft apart and driven securely into the ground a minimum of 18 in. or 12 in. below the bottom of the trench. ■ When standard strength geotextile is used, a plastic or wire mesh support fence should be fastened securely to the upslope side of posts using heavy—duty wire staples at least 1 in. long. The mesh should extend into the trench. ■ When extra -strength geotextile and closer post spacing are used, the mesh support fence may be eliminated. ■ Woven geotextile should be purchased in a long roll, then cut to the length of the barrier. When joints are necessary, geotextile should be spliced together only at a support post, with a minimum 6 in. overlap and both ends securely fastened to the post. ■ The trench should be backfilled with native material and compacted. ■ Construct the length of each reach so that the change in base elevation along the reach does not exceed 1/3 the height of the barrier; in no case should the reach exceed 500 ft. ■ Cross barriers should be a minimum of 1/3 and a maximum of 1/2 the height of the linear barrier. ■ See typical installation details at the end of this fact sheet. July 2012 California Stormwater BMP Handbook Portal 4 of 9 Construction www.casga.org Silt Fence Installation Guidelines - Static Slicing Method SE -1 ■ Static Slicing is defined as insertion of a narrow blade pulled behind a tractor, similar to a plow blade, at least to inches into the soil while at the same time pulling silt geotextile fabric into the ground through the opening created by the blade to the depth of the blade. Once the geotextile is installed, the soil is compacted using tractor tires. ■ This method will not work with pre -fabricated, wire backed silt fence. ■ Benefits: o Ease of installation (most often done with a 2 person crew). o Minimal soil disturbance. o Better level of compaction along fence, less susceptible to undercutting o Uniform installation. ■ Limitations: o Does not work in shallow or rocky soils. o Complete removal of geotextile material after use is difficult. o Be cautious when digging near potential underground utilities. Costs ■ It should be noted that costs vary greatly across regions due to available supplies and labor costs. ■ Average annual cost for installation using the traditional silt fence installation method (assumes 6 month useful life) is $7 per linear foot based on vendor research. Range of cost is $3.50 - $9.10 per linear foot. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Repair undercut silt fences. ■ Repair or replace split, torn, slumping, or weathered fabric. The lifespan of silt fence fabric is generally 5 to 8 months. ■ Silt fences that are damaged and become unsuitable for the intended purpose should be removed from the site of work, disposed, and replaced with new silt fence barriers. ■ Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches 1/3 of the barrier height. ■ Silt fences should be left in place until the upgradient area is permanently stabilized. Until then, the silt fence should be inspected and maintained regularly. July 2012 California Stormwater BMP Handbook Portal 5 of 9 Construction www.casqa.org Silt Fence SE -1 ■ Remove silt fence when upgradient areas are stabilized. Fill and compact post holes and anchor trench, remove sediment accumulation, grade fence alignment to blend with adjacent ground, and stabilize disturbed area. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• Monitoring Data on Effectiveness of Sediment Control Techniques, Proceedings of World Water and Environmental Resources Congress, Barrett M. and Malina J. 2004. National Management Measures to Control Nonpoint Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group -Working Paper, USEPA, April 1992• Sedimentation and Erosion Control Practices, and Inventory of Current Practices (Draft), USEPA, 1990. Southeastern Wisconsin Regional Planning Commission (SWRPC). Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical Report No. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. 1991. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. U.S. Environmental Protection Agency (USEPA). Stormwater Best Management Practices: Silt Fences. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 2012. U.S. Environmental Protection Agency (USEPA). Stormwater Management for Industrial Activities: Developing Pollution Prevention Plans and Best Management Practices. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department of Transportation (Caltrans), July 2007. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook Portal 6 of 9 Construction www.casga.org Silt Fence SE -1 III } q� � 0 rL 0 OWE � f kf 2 GdolS k _ F2 � �- _ ) / CD § \ o § § C,] / /I. } _ j \ 7 ° �k ) _ : (k § - - 3 \ 0 rL 0 OWE � f kf 2 |0 �- _ ) CD C,] / /I. } _ ° �k _ : (k § - - \ 00 - `■ E{ §' ® �) § �. I T- !.� § %[} k ± %{) ( -E°� } �� j O \ k F / T Ud !� 2Z mak) § { _R ki \ j { § - } { } \\ Q 7§\ I �% f ;a ƒ� K k kk 3aw;§! �` c w@¥ w C6« Cd e¥ e b)/ July 2012 California ?or w @r BMP Handbook mr 7 of 9 Construction w&ye9zorg Silt Fence SE -1 a � � W z W u21 a 0 Q J Q W n 0 July 2012 California Stormwater BMP Handbook Portal 8 of 9 Construction www.casga.org Silt Fence SE -1 SWPPP preporer to specify length of J—hook based on anticipated sediment load ✓ F\044 Sree Continuous Fence Fabric Place post adjacent and bind at top with wire 200` Max. Plan J—HOOK July 2012 California Stormwater BMP Handbook Portal 9 of 9 Construction www.casqa.org Check Dams SE -4 Description and Purpose A check dam is a small barrier constructed of rock, gravel bags, sandbags, fiber rolls, or other proprietary products, placed across a constructed swale or drainage ditch. Check dams reduce the effective slope of the channel, thereby reducing scour and channel erosion by reducing flow velocity and increasing residence time within the channel, allowing sediment to settle. Suitable Applications Check dams may be appropriate in the following situations: ■ To promote sedimentation behind the dam. ■ To prevent erosion by reducing the velocity of channel flow in small intermittent channels and temporary swales. ■ In small open channels that drain 10 acres or less. ■ In steep channels where stormwater runoff velocities exceed 5 ft/s. ■ During the establishment of grass linings in drainage ditches or channels. ■ In temporary ditches where the short length of service does not warrant establishment of erosion -resistant linings. ■ To act as a grade control structure. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org Categories EC Erosion Control ❑p SE Sediment Control Q TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category 0 Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE -5 Fiber Rolls SE -6 Gravel Bag Berm SE -8 Sandbag Barrier SE -12 Manufactured Linear Sediment Controls SE -14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. w � � CALIPORN IA S'I ORM VN AI LR 1 of 7 Check Dams SE -4 Limitations ■ Not to be used in live streams or in channels with extended base flows. ■ Not appropriate in channels that drain areas greater than io acres. ■ Not appropriate in channels that are already grass -lined unless erosion potential or sediment -laden flow is expected, as installation may damage vegetation. ■ Require extensive maintenance following high velocity flows. ■ Promotes sediment trapping which can be re -suspended during subsequent storms or removal of the check dam. ■ Do not construct check dams with straw bales or silt fence. ■ Water suitable for mosquito production may stand behind check dams, particularly if subjected to daily non-stormwater discharges. Implementation General Check dams reduce the effective slope and create small pools in swales and ditches that drain io acres or less. Using check dams to reduce channel slope reduces the velocity of stormwater flows, thus reducing erosion of the swale or ditch and promoting sedimentation. Thus, check dams are dual-purpose and serve an important role as erosion controls as well as as sediment controls. Note that use of 1-2 isolated check dams for sedimentation will likely result in little net removal of sediment because of the small detention time and probable scour during longer storms. Using a series of check dams will generally increase their effectiveness. A sediment trap (SE -3) may be placed immediately upstream of the check dam to increase sediment removal efficiency. Design and Layout Check dams work by decreasing the effective slope in ditches and swales. An important consequence of the reduced slope is a reduction in capacity of the ditch or swale. This reduction in capacity should be considered when using this BMP, as reduced capacity can result in overtopping of the ditch or swale and resultant consequences. In some cases, such as a "permanent" ditch or swale being constructed early and used as a "temporary" conveyance for construction flows, the ditch or swale may have sufficient capacity such that the temporary reduction in capacity due to check dams is acceptable. When check dams reduce capacities beyond acceptable limits, either: ■ Don't use check dams. Consider alternative BMPs, or. ■ Increase the size of the ditch or swale to restore capacity. Maximum slope and velocity reduction is achieved when the toe of the upstream dam is at the same elevation as the top of the downstream dam (see "Spacing Between Check Dams" detail at the end of this fact sheet). The center section of the dam should be lower than the edge sections (at least 6 inches), acting as a spillway, so that the check dam will direct flows to the center of July 2012 California Stormwater BMP Handbook Portal 2 of 7 Construction www.casga.org Check Dams SE -4 the ditch or swale (see "Typical Rock Check Dam" detail at the end of this fact sheet). Bypass or side -cutting can occur if a sufficient spillway is not provided in the center of the dam. Check dams are usually constructed of rock, gravel bags, sandbags, and fiber rolls. A number of products can also be used as check dams (e.g. HDPE check dams, temporary silt dikes (SE -12)), and some of these products can be removed and reused. Check dams can also be constructed of logs or lumber, and have the advantage of a longer lifespan when compared to gravel bags, sandbags, and fiber rolls. Check dams should not be constructed from straw bales or silt fences, since concentrated flows quickly wash out these materials. Rock check dams are usually constructed of 8 to 12 in. rock. The rock is placed either by hand or mechanically, but never just dumped into the channel. The dam should completely span the ditch or swale to prevent washout. The rock used should be large enough to stay in place given the expected design flow through the channel. It is recommended that abutments be extended 18 in. into the channel bank. Rock can be graded such that smaller diameter rock (e.g. 2-4 in) is located on the upstream side of larger rock (holding the smaller rock in place); increasing residence time. Log check dams are usually constructed of 4 to 6 in. diameter logs, installed vertically. The logs should be embedded into the soil at least 18 in. Logs can be bolted or wired to vertical support logs that have been driven or buried into the soil. See fiber rolls, SE -5, for installation of fiber roll check dams. Gravel bag and sand bag check dams are constructed by stacking bags across the ditch or swale, shaped as shown in the drawings at the end of this fact sheet (see "Gravel Bag Check Dam" detail at the end of this fact sheet). Manufactured products, such as temporary silt dikes (SE -12), should be installed in accordance with the manufacturer's instructions. Installation typically requires anchoring or trenching of products, as well as regular maintenance to remove accumulated sediment and debris. If grass is planted to stabilize the ditch or swale, the check dam should be removed when the grass has matured (unless the slope of the swales is greater than 4%). The following guidance should be followed for the design and layout of check dams: ■ Install the first check dam approximately 16 ft from the outfall device and at regular intervals based on slope gradient and soil type. ■ Check dams should be placed at a distance and height to allow small pools to form between each check dam. ■ For multiple check dam installation, backwater from a downstream check dam should reach the toes of the upstream check dam. ■ A sediment trap provided immediately upstream of the check dam will help capture sediment. Due to the potential for this sediment to be resuspended in subsequent storms, the sediment trap should be cleaned following each storm event. July 2012 California Stormwater BMP Handbook Portal 3 of 7 Construction www.casga.org Check Dams SE -4 ■ High flows (typically a 2 -year storm or larger) should safely flow over the check dam without an increase in upstream flooding or damage to the check dam. ■ Where grass is used to line ditches, check dams should be removed when grass has matured sufficiently to protect the ditch or swale. Materials ■ Rock used for check dams should typically be 8-12 in rock and be sufficiently sized to stay in place given expected design flows in the channel. Smaller diameter rock (e.g. 2 to 4 in) can be placed on the upstream side of larger rock to increase residence time. ■ Gravel bags used for check dams should conform to the requirements of SE -6, Gravel Bag Berms. ■ Sandbags used for check dams should conform to SE -8, Sandbag Barrier. ■ Fiber rolls used for check dams should conform to SE -5, Fiber Rolls. ■ Temporary silt dikes used for check dams should conform to SE -12, Temporary Silt Dikes. Installation ■ Rock should be placed individually by hand or by mechanical methods (no dumping of rock) to achieve complete ditch or swale coverage. ■ Tightly abut bags and stack according to detail shown in the figure at the end of this section (pyramid approach). Gravel bags and sandbags should not be stacked any higher than 3 ft. ■ Upper rows or gravel and sand bags shall overlap joints in lower rows. ■ Fiber rolls should be trenched in, backfilled, and firmly staked in place. ■ Install along a level contour. ■ HDPE check dams, temporary silt dikes, and other manufactured products should be used and installed per manufacturer specifications. Costs Cost consists of labor costs if materials are readily available (such as gravel on-site). If material must be imported, costs will increase. For other material and installation costs, see SE -5, SE -6, SE -8, SE -12, and SE -14. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Replace missing rock, bags, rolls, etc. Replace bags or rolls that have degraded or have become damaged. July 2012 California Stormwater BMP Handbook Portal 4 of 7 Construction www.casqa.org Check Dams SE -4 ■ If the check dam is used as a sediment capture device, sediment that accumulates behind the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. ■ If the check dam is used as a grade control structure, sediment removal is not required as long as the system continues to control the grade. ■ Inspect areas behind check dams for pools of standing water, especially if subjected to daily non-stormwater discharges. ■ Remove accumulated sediment prior to permanent seeding or soil stabilization. ■ Remove check dam and accumulated sediment when check dams are no longer needed. References Draft — Sedimentation and Erosion Control, and Inventory of Current Practices, USEPA, April 1990. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. Metzger, M.E. 2004. Managing mosquitoes in stormwater treatment devices. University of California Division of Agriculture and Natural Resources, Publication 8125. On-line: http:// anrcatalog.ucdavis.edu/pdf/8125.pdf July 2012 California Stormwater BMP Handbook Portal 5 of 7 Construction www.casqa.org Check Dams SE -4 8" to 12" diamet Eloy ELEVATION O x �:5 Ln TYPICAL ROCK CHECK DAM SECTION ROCK CHECK DAM NOT TO SCALE GRAVEL BAG CHECK DAM ELEVATION NOT TO SCALE July 2012 California Stormwater BMP Handbook Portal 6 of 7 Construction www.casqa.org Check Dams L' = THE DISTANCE SUCH T14AT POINTS 'A' AND 13' ARE OF EQUAL ELZAAITION. SE -4 SPACING BETWEEN CHECK GAMS July 2012 California Stormwater BMP Handbook Portal 7 of 7 Construction www.casqa.org Fiber Rolls SE -5 Description and Purpose A fiber roll consists of straw, coir, or other biodegradable materials bound into a tight tubular roll wrapped by netting, which can be photodegradable or natural. Additionally, gravel core fiber rolls are available, which contain an imbedded ballast material such as gravel or sand for additional weight when staking the rolls are not feasible (such as use as inlet protection). When fiber rolls are placed at the toe and on the face of slopes along the contours, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the runoff (through sedimentation). By interrupting the length of a slope, fiber rolls can also reduce sheet and rill erosion until vegetation is established. Suitable Applications Fiber rolls may be suitable: ■ Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. ■ At the end of a downward slope where it transitions to a steeper slope. ■ Along the perimeter of a project. ■ As check dams in unlined ditches with minimal grade. ■ Down-slope of exposed soil areas. ■ At operational storm drains as a form of inlet protection. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org Categories EC Erosion Control ❑p SE Sediment Control Q TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE -1 Silt Fence SE -6 Gravel Bag Berm SE -8 Sandbag Barrier SE -12 Manufactured Linear Sediment Controls SE -14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. i � ■ CALIFORNIA STORMWA7 ER 1of5 Fiber Rolls SE -5 ■ Around temporary stockpiles. Limitations ■ Fiber rolls are not effective unless trenched in and staked. ■ Not intended for use in high flow situations. ■ Difficult to move once saturated. ■ If not properly staked and trenched in, fiber rolls could be transported by high flows. ■ Fiber rolls have a very limited sediment capture zone. ■ Fiber rolls should not be used on slopes subject to creep, slumping, or landslide. ■ Rolls typically function for 12-24 months depending upon local conditions. Implementation Fiber Roll Materials ■ Fiber rolls should be prefabricated. ■ Fiber rolls may come manufactured containing polyacrylamide (PAM), a flocculating agent within the roll. Fiber rolls impregnated with PAM provide additional sediment removal capabilities and should be used in areas with fine, clayey or silty soils to provide additional sediment removal capabilities. Monitoring may be required for these installations. ■ Fiber rolls are made from weed free rice straw, flax, or a similar agricultural material bound into a tight tubular roll by netting. ■ Typical fiber rolls vary in diameter from 9 in. to 20 in. Larger diameter rolls are available as well. Installation ■ Locate fiber rolls on level contours spaced as follows: - Slope inclination of 4:1(H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. - Slope inclination between 4:1 and 2:1(H:V): Fiber Rolls should be placed at a maximum interval of 15 ft. (a closer spacing is more effective). - Slope inclination 2:1(H:V) or greater: Fiber Rolls should be placed at a maximum interval of 10 ft. (a closer spacing is more effective). ■ Prepare the slope before beginning installation. ■ Dig small trenches across the slope on the contour. The trench depth should be 1/4 to 1/3 of the thickness of the roll, and the width should equal the roll diameter, in order to provide area to backfill the trench. July 2012 California Stormwater BMP Handbook Portal 2 of 5 Construction www.casga.org Fiber Rolls SE -5 ■ It is critical that rolls are installed perpendicular to water movement, and parallel to the slope contour. ■ Start building trenches and installing rolls from the bottom of the slope and work up. ■ It is recommended that pilot holes be driven through the fiber roll. Use a straight bar to drive holes through the roll and into the soil for the wooden stakes. ■ Turn the ends of the fiber roll up slope to prevent runoff from going around the roll. ■ Stake fiber rolls into the trench. - Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. - Use wood stakes with a nominal classification of 0.75 by 0.75 in. and minimum length of 24 in. ■ If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted. ■ See typical fiber roll installation details at the end of this fact sheet. Removal ■ Fiber rolls can be left in place or removed depending on the type of fiber roll and application (temporary vs. permanent installation). Typically, fiber rolls encased with plastic netting are used for a temporary application because the netting does not biodegrade. Fiber rolls used in a permanent application are typically encased with a biodegradeable material and are left in place. Removal of a fiber roll used in a permanent application can result in greater disturbance. ■ Temporary installations should only be removed when up gradient areas are stabilized per General Permit requirements, and/or pollutant sources no longer present a hazard. But, they should also be removed before vegetation becomes too mature so that the removal process does not disturb more soil and vegetation than is necessary. Costs Material costs for regular fiber rolls range from $20 - $3o per 25 ft roll. Material costs for PAM impregnated fiber rolls range between 7.00-$9.00 per linear foot, based upon vendor research. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Repair or replace split, torn, unraveling, or slumping fiber rolls. ■ If the fiber roll is used as a sediment capture device, or as an erosion control device to maintain sheet flows, sediment that accumulates in the BMP should be periodically removed 3uly 2012 California Stormwater BMP Handbook Portal 3 of 5 Construction www.casga.org Fiber Rolls SE -5 in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-third the designated sediment storage depth. ■ If fiber rolls are used for erosion control, such as in a check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment control BMPs will likely be required in conjunction with this type of application. ■ Repair any rills or gullies promptly. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook Portal 4 of 5 Construction www.casqa.org Fiber Rolls SE -5 Note: Install fiber roll along a level contour. 1. I Fiber rolls moo+ Vertical spacing measured along the face of the slope ' varies between Irstall a fiber roll near 70' and 20' slope where it transitions into a steeper slope TYPICAL FIBER ROLL INSTALLATION N.T.S. EE N� Fiber roll Slope 8" min r —\ I/ 3/4" x 3/4" wood stakes max 4' spacing ENTRENCHMENT DETAIL N.T.S. July 2012 California Stormwater BMP Handbook Portal 5 of 5 Construction www.casqa.org Gravel Bag Berm SE -6 Description and Purpose A gravel bag berm is a series of gravel -filled bags placed on a level contour to intercept sheet flows. Gravel bags pond sheet flow runoff, allowing sediment to settle out, and release runoff slowly as sheet flow, preventing erosion. Suitable Applications Gravel bag berms may be suitable: ■ As a linear sediment control measure: - Below the toe of slopes and erodible slopes - As sediment traps at culvert/pipe outlets - Below other small cleared areas - Along the perimeter of a site - Down slope of exposed soil areas - Around temporary stockpiles and spoil areas - Parallel to a roadway to keep sediment off paved areas - Along streams and channels ■ As a linear erosion control measure: - Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. May 2011 California Stormwater BMP Handbook Portal Construction www.casga.org Categories EC Erosion Control ❑p SE Sediment Control Q TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE -1 Silt Fence SE -5 Fiber Roll SE -8 Sandbag Barrier SE -12 Temporary Silt Dike SE -14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. rALIroRNIASTOR MWATER 1 of 4 Gravel Bag Berm SE -6 - At the top of slopes to divert runoff away from disturbed slopes. - As chevrons (small check dams) across mildly sloped construction roads. For use check dam use in channels, see SE -4, Check Dams. Limitations ■ Gravel berms may be difficult to remove. ■ Removal problems limit their usefulness in landscaped areas. ■ Gravel bag berm may not be appropriate for drainage areas greater than 5 acres. ■ Runoff will pond upstream of the berm, possibly causing flooding if sufficient space does not exist. ■ Degraded gravel bags may rupture when removed, spilling contents. ■ Installation can be labor intensive. ■ Durability of gravel bags is somewhat limited and bags may need to be replaced when installation is required for longer than 6 months. ■ Easily damaged by construction equipment. ■ When used to detain concentrated flows, maintenance requirements increase. Implementation General A gravel bag berm consists of a row of open graded gravel -filled bags placed on a level contour. When appropriately placed, a gravel bag berm intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding allows sediment to settle. The open graded gravel in the bags is porous, which allows the ponded runoff to flow slowly through the bags, releasing the runoff as sheet flows. Gravel bag berms also interrupt the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets, which erode rills, and ultimately gullies, into disturbed, sloped soils. Gravel bag berms are similar to sand bag barriers, but are more porous. Generally, gravel bag berms should be used in conjunction with temporary soil stabilization controls up slope to provide effective erosion and sediment control. Design and Layout ■ Locate gravel bag berms on level contours. ■ When used for slope interruption, the following slope/sheet flow length combinations apply: - Slope inclination of 4:1(H:V) or flatter: Gravel bags should be placed at a maximum interval of 20 ft, with the first row near the slope toe. - Slope inclination between 4:1 and 2:1(H:V): Gravel bags should be placed at a maximum interval of 15 ft. (a closer spacing is more effective), with the first row near the slope toe. May 2011 California Stormwater BMP Handbook Portal 2 of 4 Construction www.casqa.org Gravel Bag Berm SE -6 Slope inclination 2:1 (H:V) or greater: Gravel bags should be placed at a maximum interval of 10 ft. (a closer spacing is more effective), with the first row near the slope toe. ■ Turn the ends of the gravel bag barriers up slope to prevent runoff from going around the berm. ■ Allow sufficient space up slope from the gravel bag berm to allow ponding, and to provide room for sediment storage. ■ For installation near the toe of the slope, gravel bag barriers should be set back from the slope toe to facilitate cleaning. Where specific site conditions do not allow for a set -back, the gravel bag barrier may be constructed on the toe of the slope. To prevent flows behind the barrier, bags can be placed perpendicular to a berm to serve as cross barriers. ■ Drainage area should not exceed 5 acres. ■ In Non -Traffic Areas: - Height = 18 in. maximum - Top width = 24 in. minimum for three or more layer construction - Top width = 12 in. minimum for one or two layer construction - Side slopes = 2:1(H:V) or flatter ■ In Construction Traffic Areas: - Height = 12 in. maximum - Top width = 24 in. minimum for three or more layer construction. - Top width = 12 in. minimum for one or two layer construction. - Side slopes = 2:1(H:V) or flatter. ■ Butt ends of bags tightly. ■ On multiple row, or multiple layer construction, overlap butt joints of adjacent row and row beneath. ■ Use a pyramid approach when stacking bags. Materials ■ Bag Material: Bags should be woven polypropylene, polyethylene or polyamide fabric or burlap, minimum unit weight of 4 ounces/yd2, Mullen burst strength exceeding 300 lb/int in conformance with the requirements in ASTM designation D3786, and ultraviolet stability exceeding 70% in conformance with the requirements in ASTM designation D4355• May 2011 California Stormwater BMP Handbook Portal 3 of 4 Construction www.casga.org Gravel Bag Berm SE -6 ■ Bag Size: Each gravel -filled bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approximately 33 lbs. Bag dimensions are nominal, and may vary based on locally available materials. ■ Fill Material: Fill material should be 0.5 to 1 in. crushed rock, clean and free from clay, organic matter, and other deleterious material, or other suitable open graded, non -cohesive, porous gravel. Costs Material costs for gravel bags are average and are dependent upon material availability. $2.50- 3.00 per filled gravel bag is standard based upon vendor research. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Gravel bags exposed to sunlight will need to be replaced every two to three months due to degrading of the bags. ■ Reshape or replace gravel bags as needed. ■ Repair washouts or other damage as needed. ■ Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. ■ Remove gravel bag berms when no longer needed and recycle gravel fill whenever possible and properly dispose of bag material. Remove sediment accumulation and clean, re -grade, and stabilize the area. References Handbook of Steel Drainage and Highway Construction, American Iron and Steel Institute, 1983. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Pollution Plan Handbook, First Edition, State of California, Department of Transportation Division of New Technology, Materials and Research, October 1992• Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. May 2011 California Stormwater BMP Handbook Portal 4 of 4 Construction www.casqa.org Street Sweeping and Vacuuming SE -7 Targeted Constituents Description and Purpose Categories Street sweeping and vacuuming includes use of self-propelled EC Erosion Control and walk -behind equipment to remove sediment from streets SE Sediment Control ❑p and roadways, and to clean paved surfaces in preparation for TC Tracking Control Q final paving. Sweeping and vacuuming prevents sediment from WE Wind Erosion Control the project site from entering storm drains or receiving waters. NS Non-Stormwater Management Control Suitable Applications WM Waste Management and Sweeping and vacuuming are suitable anywhere sediment is Materials Pollution Control tracked from the project site onto public or private paved Legend: �► — Q Primary Objective vacuuming are also applicable during preparation of paved ❑x Secondary Objective Targeted Constituents Description and Purpose Sediment Q Street sweeping and vacuuming includes use of self-propelled Nutrients and walk -behind equipment to remove sediment from streets Trash Q and roadways, and to clean paved surfaces in preparation for Metals final paving. Sweeping and vacuuming prevents sediment from the project site from entering storm drains or receiving waters. Bacteria Oil and Grease Q Suitable Applications Organics Sweeping and vacuuming are suitable anywhere sediment is tracked from the project site onto public or private paved Potential Alternatives streets and roads, typically at points of egress. Sweeping and vacuuming are also applicable during preparation of paved None surfaces for final paving. Limitations Sweeping and vacuuming may not be effective when sediment If User/Subscriber modifies this fact is wet or when tracked soil is caked (caked soil may need to be sheet in any way, the CASQA scraped loose). name/logo and footer below must be removed from each page and not Implementation appear on the modified version. ■ Controlling the number of points where vehicles can leave the site will allow sweeping and vacuuming efforts to be focused, and perhaps save money. ■ Inspect potential sediment tracking locations daily. ■ Visible sediment tracking should be swept or vacuumed on a daily basis. CALIFORNIA STORNI WATLR January 2011 California Stormwater BMP Handbook 1 of 2 Construction www.casqa.org Street Sweeping and Vacuuming SE -7 ■ Do not use kick brooms or sweeper attachments. These tend to spread the dirt rather than remove it. ■ If not mixed with debris or trash, consider incorporating the removed sediment back into the project Costs Rental rates for self-propelled sweepers vary depending on hopper size and duration of rental. Expect rental rates from $58/hour (3 yd3 hopper) to $88/hour (9 yd3 hopper), plus operator costs. Hourly production rates vary with the amount of area to be swept and amount of sediment. Match the hopper size to the area and expect sediment load to minimize time spent dumping. Inspection and Maintenance ■ Inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ When actively in use, points of ingress and egress must be inspected daily. ■ When tracked or spilled sediment is observed outside the construction limits, it must be removed at least daily. More frequent removal, even continuous removal, may be required in some jurisdictions. ■ Be careful not to sweep up any unknown substance or any object that may be potentially hazardous. ■ Adjust brooms frequently; maximize efficiency of sweeping operations. ■ After sweeping is finished, properly dispose of sweeper wastes at an approved dumpsite. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Labor Surcharge and Equipment Rental Rates, State of California Department of Transportation (Caltrans), April 1, 2002 — March 31, 2003. January 2011 California Stormwater BMP Handbook 2 of 2 Construction www.casga.org Storm Drain Inlet Protection SE -10 Description and Purpose Storm drain inlet protection consists of a sediment filter or an impounding area in, around or upstream of a storm drain, drop inlet, or curb inlet. Storm drain inlet protection measures temporarily pond runoff before it enters the storm drain, allowing sediment to settle. Some filter configurations also remove sediment by filtering, but usually the ponding action results in the greatest sediment reduction. Temporary geotextile storm drain inserts attach underneath storm drain grates to capture and filter storm water. Suitable Applications ■ Every storm drain inlet receiving runoff from unstabilized or otherwise active work areas should be protected. Inlet protection should be used in conjunction with other erosion and sediment controls to prevent sediment -laden stormwater and non-stormwater discharges from entering the storm drain system. Limitations ■ Drainage area should not exceed 1 acre. ■ In general straw bales should not be used as inlet protection. ■ Requires an adequate area for water to pond without encroaching into portions of the roadway subject to traffic. ■ Sediment removal may be inadequate to prevent sediment discharges in high flow conditions or if runoff is heavily sediment laden. If high flow conditions are expected, use Categories EC Erosion Control SE Sediment Control Q TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category 0 Secondary Category Targeted Constituents Sediment Q Nutrients Trash ❑p Metals Bacteria Oil and Grease Organics Potential Alternatives SE -1 Silt Fence SE -5 Fiber Rolls SE -6 Gravel Bag Berm SE -8 Sandbag Barrier SE -14 Biofilter Bags SE -13 Compost Socks and Berms If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. &I CALIFORNIA STORM WA I LK. f'1 111 July 2012 California Stormwater BMP Handbook 1 of 10 Construction www.casqa.org Storm Drain Inlet Protection SE -10 other onsite sediment trapping techniques in conjunction with inlet protection. ■ Frequent maintenance is required. ■ Limit drainage area to 1 acre maximum. For drainage areas larger than 1 acre, runoff should be routed to a sediment -trapping device designed for larger flows. See BMPs SE -2, Sediment Basin, and SE -3, Sediment Traps. ■ Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected, and overflow capability is needed. Implementation General Inlet control measures presented in this handbook should not be used for inlets draining more than one acre. Runoff from larger disturbed areas should be first routed through SE -2, Sediment Basin or SE -3, Sediment Trap and/or used in conjunction with other drainage control, erosion control, and sediment control BMPs to protect the site. Different types of inlet protection are appropriate for different applications depending on site conditions and the type of inlet. Alternative methods are available in addition to the methods described/shown herein such as prefabricated inlet insert devices, or gutter protection devices. Design and Layout Identify existing and planned storm drain inlets that have the potential to receive sediment - laden surface runoff. Determine if storm drain inlet protection is needed and which method to use. ■ The key to successful and safe use of storm drain inlet protection devices is to know where runoff that is directed toward the inlet to be protected will pond or be diverted as a result of installing the protection device. - Determine the acceptable location and extent of ponding in the vicinity of the drain inlet. The acceptable location and extent of ponding will influence the type and design of the storm drain inlet protection device. Determine the extent of potential runoff diversion caused by the storm drain inlet protection device. Runoff ponded by inlet protection devices may flow around the device and towards the next downstream inlet. In some cases, this is acceptable; in other cases, serious erosion or downstream property damage can be caused by these diversions. The possibility of runoff diversions will influence whether or not storm drain inlet protection is suitable; and, if suitable, the type and design of the device. ■ The location and extent of ponding, and the extent of diversion, can usually be controlled through appropriate placement of the inlet protection device. In some cases, moving the inlet protection device a short distance upstream of the actual inlet can provide more efficient sediment control, limit ponding to desired areas, and prevent or control diversions. ■ Seven types of inlet protection are presented below. However, it is recognized that other effective methods and proprietary devices exist and may be selected. July 2012 California Stormwater BMP Handbook 2 of 10 Construction www.casga.org Storm Drain Inlet Protection SE -10 - Silt Fence: Appropriate for drainage basins with less than a 5% slope, sheet flows, and flows under 0.5 cfs. - Excavated Drop Inlet Sediment Trap: An excavated area around the inlet to trap sediment (SE -3). - Gravel bag barrier: Used to create a small sediment trap upstream of inlets on sloped, paved streets. Appropriate for sheet flow or when concentrated flow may exceed 0.5 cfs, and where overtopping is required to prevent flooding. - Block and Gravel Filter: Appropriate for flows greater than 0.5 cfs. - Temporary Geotextile Storm drain Inserts: Different products provide different features. Refer to manufacturer details for targeted pollutants and additional features. - Biofilter Bag Barrier: Used to create a small retention area upstream of inlets and can be located on pavement or soil. Biofilter bags slowly filter runoff allowing sediment to settle out. Appropriate for flows under o.5 cfs. - Compost Socks: Allow filtered run-off to pass through the compost while retaining sediment and potentially other pollutants (SE -13). Appropriate for flows under 1.o cfs. ■ Select the appropriate type of inlet protection and design as referred to or as described in this fact sheet. ■ Provide area around the inlet for water to pond without flooding structures and property. ■ Grates and spaces around all inlets should be sealed to prevent seepage of sediment -laden water. ■ Excavate sediment sumps (where needed) 1 to 2 ft with 2:1 side slopes around the inlet. Installation ■ DI Protection Type 1 - Silt Fence - Similar to constructing a silt fence; see BMP SE -1, Silt Fence. Do not place fabric underneath the inlet grate since the collected sediment may fall into the drain inlet when the fabric is removed or replaced and water flow through the grate will be blocked resulting in flooding. See typical Type 1 installation details at the end of this fact sheet. 1. Excavate a trench approximately 6 in. wide and 6 in. deep along the line of the silt fence inlet protection device. 2. Place 2 in. by 2 in. wooden stakes around the perimeter of the inlet a maximum of 3 ft apart and drive them at least 18 in. into the ground or 12 in. below the bottom of the trench. The stakes should be at least 48 in. 3. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE -1, Silt Fence, for details. The maximum silt fence height around the inlet is 24 in. 4. Staple the filter fabric (for materials and specifications, see SE -1, Silt Fence) to wooden stakes. Use heavy-duty wire staples at least 1 in. in length. July 2012 California Stormwater BMP Handbook 3 of 10 Construction www.casga.org Storm Drain Inlet Protection SE -10 5. Backfill the trench with gravel or compacted earth all the way around. ■ DI Protection Type 2 -Excavated Drop Inlet Sediment Trap -Install filter fabric fence in accordance with DI Protection Type 1. Size excavated trap to provide a minimum storage capacity calculated at the rate 67 yd3/acre of drainage area. See typical Type 2 installation details at the end of this fact sheet. ■ DI Protection Type 3 - Gravel bag - Flow from a severe storm should not overtop the curb. In areas of high clay and silts, use filter fabric and gravel as additional filter media. Construct gravel bags in accordance with SE -6, Gravel Bag Berm. Gravel bags should be used due to their high permeability. See typical Type 3 installation details at the end of this fact sheet. 1. Construct on gently sloping street. 2. Leave room upstream of barrier for water to pond and sediment to settle. 3. Place several layers of gravel bags — overlapping the bags and packing them tightly together. 4. Leave gap of one bag on the top row to serve as a spillway. Flow from a severe storm (e.g., 10 year storm) should not overtop the curb. ■ DI Protection Type 4 — Block and Gravel Filter - Block and gravel filters are suitable for curb inlets commonly used in residential, commercial, and industrial construction. See typical Type 4 installation details at the end of this fact sheet. 1. Place hardware cloth or comparable wire mesh with 0.5 in. openings over the drop inlet so that the wire extends a minimum of 1 ft beyond each side of the inlet structure. If more than one strip is necessary, overlap the strips. Place woven geotextile over the wire mesh. 2. Place concrete blocks lengthwise on their sides in a single row around the perimeter of the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks should abut. The height of the barrier can be varied, depending on design needs, by stacking combinations of blocks that are 4 in., 8 in., and 12 in. wide. The row of blocks should be at least 12 in. but no greater than 24 in. high. 3. Place wire mesh over the outside vertical face (open end) of the concrete blocks to prevent stone from being washed through the blocks. Use hardware cloth or comparable wire mesh with 0.5 in. opening. 4. Pile washed stone against the wire mesh to the top of the blocks. Use 0.75 to 3 in. ■ DI Protection Type 5 — Temporary Geotextile Insert (proprietary) — Many types of temporary inserts are available. Most inserts fit underneath the grate of a drop inlet or inside of a curb inlet and are fastened to the outside of the grate or curb. These inserts are removable and many can be cleaned and reused. Installation of these inserts differs between manufacturers. Please refer to manufacturer instruction for installation of proprietary devices. July 2012 California Stormwater BMP Handbook 4 of 10 Construction www.casqa.org Storm Drain Inlet Protection SE -10 ■ DI Protection Type 6 - Biofilter bags — Biofilter bags may be used as a substitute for gravel bags in low -flow situations. Biofilter bags should conform to specifications detailed in 5E-14, Biofilter bags. 1. Construct in a gently sloping area. 2. Biofilter bags should be placed around inlets to intercept runoff flows. 3. All bag joints should overlap by 6 in. 4. Leave room upstream for water to pond and for sediment to settle out. 5. Stake bags to the ground as described in the following detail. Stakes may be omitted if bags are placed on a paved surface. ■ DI Protection Type 7 —Compost Socks —A compost sock can be assembled on site by filling a mesh sock (e.g., with a pneumatic blower). Compost socks do not require special trenching compared to other sediment control methods (e.g., silt fence). Compost socks should conform to specification detailed in 5E-13, Compost Socks and Berms. Costs ■ Average annual cost for installation and maintenance of DI Type 1-4 and 6 (one year useful life) is $200 per inlet. ■ Temporary geotextile inserts are proprietary and cost varies by region. These inserts can often be reused and may have greater than 1 year of use if maintained and kept undamaged. Average cost per insert ranges from $50-75 plus installation, but costs can exceed $loo. This cost does not include maintenance. ■ See 5E-13 for Compost Sock cost information. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Silt Fences. If the fabric becomes clogged, torn, or degrades, it should be replaced. Make sure the stakes are securely driven in the ground and are in good shape (i.e., not bent, cracked, or splintered, and are reasonably perpendicular to the ground). Replace damaged stakes. At a minimum, remove the sediment behind the fabric fence when accumulation reaches one-third the height of the fence or barrier height. ■ Gravel Filters. If the gravel becomes clogged with sediment, it should be carefully removed from the inlet and either cleaned or replaced. Since cleaning gravel at a construction site may be difficult, consider using the sediment -laden stone as fill material and put fresh stone around the inlet. Inspect bags for holes, gashes, and snags, and replace bags as needed. Check gravel bags for proper arrangement and displacement. July 2012 California Stormwater BMP Handbook 5 of 10 Construction www.casga.org Storm Drain Inlet Protection SE -10 ■ Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. ■ Inspect and maintain temporary geotextile insert devices according to manufacturer's specifications. ■ Remove storm drain inlet protection once the drainage area is stabilized. - Clean and regrade area around the inlet and clean the inside of the storm drain inlet, as it should be free of sediment and debris at the time of final inspection. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook 6 of 10 Construction www.casga.org Storm Drain Inlet Protection SE -10 CIt Fence per 5E01 SECTION A -A x Drain inlet x 6" Min overlap at ends of silt fence. Geotextile Blanket Sheet flow —x x Less than Silt Fence per SE -01 1 acre �o PLAN14 0 - DI PROTECTION TYPE 1 NOT TO SCALE NOTES_ 1. For use in areas where grading has been completed and final soil stabilization and seeding are pending. 2. Not applicable in paved areas. 3. Not applicable with concentrated flows. July 2012 California Stormwater BMP Handbook 7 of 10 Construction www.casqa.org Storm Drain Inlet Protection SE -10 Stabilize area and grade uniformly around perimeter 11 3 Min N o t e: Remove sediment before reaching one—third full. Concentrated flow Geotextile `Blanket 1: 1 slope Drain inlet 4' Section A A �x x x L�A_ x Sheet flow PInn Silt fence Per SE 01 12" Min 24" Max Rock filter(use if flow is concentrated) Edge of sediment trap rain inlet Geotextile x Blanket Silt fence Per 5E-01 x 0 4_ DI PROTECTION TYPE 2 NOT TO SCALE Notes 1. For use in cleared and grubbed and in graded areas. 2. Shape basin so that longest inflow area faces longest length of trap. 3. For concentrated flows, shape basin in 2:1 ratio with length oriented towards direction of flow, June 2012 California Stormwater BMP Handbook 8 of 10 Construction www.casqa.org Storm Drain Inlet Protection SE -10 baps 2—bags high TYPICAL PROTECTION FOR INLET ON SUMP TYPICAL PROTECTION FOR INLET ON GRADE baqs 2—bags high NOTES: 1. Intended for short—term use. 2. Use to inhibit non—storm water flow. 3. Allow for proper maintenance and cleanup. 4. Bags must be removed after adjacent operation is completed 5. Not applicable in areas with high silts and clays without filter fabric. 6. Protection can be effective even if it is not immediately adjacent to the inlet provided that the inlet is protected from potential sources of pollution. DI PROTECTION TYPE 3 NOT TO SCALE June 2012 California Stormwater BMP Handbook 9 of 10 Construction www.casqa.org Storm Drain Inlet Protection SE -10 Curb inlet Concrete block laid lengthwise on sides @ perimeter of opening Runoff with sediment Hardware cloth or wire mesh PROTECTION - TYPE 4 NOT TO SCALE June 2012 California Stormwater BMP Handbook 10 of 10 Construction www.casqa.org Stabilized Construction Entrance/Exit TC -1 Description and Purpose A stabilized construction access is defined by a point of entrance/exit to a construction site that is stabilized to reduce the tracking of mud and dirt onto public roads by construction vehicles. Suitable Applications Use at construction sites: ■ Where dirt or mud can be tracked onto public roads. ■ Adjacent to water bodies. ■ Where poor soils are encountered. ■ Where dust is a problem during dry weather conditions. Limitations ■ Entrances and exits require periodic top dressing with additional stones. ■ This BMP should be used in conjunction with street sweeping on adjacent public right of way. ■ Entrances and exits should be constructed on level ground only. ■ Stabilized construction entrances are rather expensive to construct and when a wash rack is included, a sediment trap of some kind must also be provided to collect wash water runoff. Categories EC Erosion Control ❑p SE Sediment Control ❑p TC Tracking Control Q WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 07 If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. July 2012 California Stormwater BMP Handbook 1 of 6 Construction www.casqa.org Stabilized Construction Entrance/Exit TC -1 Implementation General A stabilized construction entrance is a pad of aggregate underlain with filter cloth located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, sidewalk, or parking area. The purpose of a stabilized construction entrance is to reduce or eliminate the tracking of sediment onto public rights of way or streets. Reducing tracking of sediments and other pollutants onto paved roads helps prevent deposition of sediments into local storm drains and production of airborne dust. Where traffic will be entering or leaving the construction site, a stabilized construction entrance should be used. NPDES permits require that appropriate measures be implemented to prevent tracking of sediments onto paved roadways, where a significant source of sediments is derived from mud and dirt carried out from unpaved roads and construction sites. Stabilized construction entrances are moderately effective in removing sediment from equipment leaving a construction site. The entrance should be built on level ground. Advantages of the Stabilized Construction Entrance/Exit is that it does remove some sediment from equipment and serves to channel construction traffic in and out of the site at specified locations. Efficiency is greatly increased when a washing rack is included as part of a stabilized construction entrance/exit. Design and Layout ■ Construct on level ground where possible. ■ Select 3 to 6 in. diameter stones. ■ Use minimum depth of stones of 12 in. or as recommended by soils engineer. ■ Construct length of 50 ft or maximum site will allow, and io ft minimum width or to accommodate traffic. ■ Rumble racks constructed of steel panels with ridges and installed in the stabilized entrance/exit will help remove additional sediment and to keep adjacent streets clean. ■ Provide ample turning radii as part of the entrance. ■ Limit the points of entrance/exit to the construction site. ■ Limit speed of vehicles to control dust. ■ Properly grade each construction entrance/exit to prevent runoff from leaving the construction site. ■ Route runoff from stabilized entrances/exits through a sediment trapping device before discharge. ■ Design stabilized entrance/exit to support heaviest vehicles and equipment that will use it. July 2012 California Stormwater BMP Handbook 2 of 6 Construction www.casga.org Stabilized Construction Entrance/Exit TC -1 ■ Select construction access stabilization (aggregate, asphaltic concrete, concrete) based on longevity, required performance, and site conditions. Do not use asphalt concrete (AC) grindings for stabilized construction access/roadway. ■ If aggregate is selected, place crushed aggregate over geotextile fabric to at least 12 in. depth, or place aggregate to a depth recommended by a geotechnical engineer. A crushed aggregate greater than 3 in. but smaller than 6 in. should be used. ■ Designate combination or single purpose entrances and exits to the construction site. ■ Require that all employees, subcontractors, and suppliers utilize the stabilized construction access. ■ Implement SE -7, Street Sweeping and Vacuuming, as needed. ■ All exit locations intended to be used for more than a two-week period should have stabilized construction entrance/exit BMPs. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMPs are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect local roads adjacent to the site daily. Sweep or vacuum to remove visible accumulated sediment. ■ Remove aggregate, separate and dispose of sediment if construction entrance/exit is clogged with sediment. ■ Keep all temporary roadway ditches clear. ■ Check for damage and repair as needed. ■ Replace gravel material when surface voids are visible. ■ Remove all sediment deposited on paved roadways within 24 hours. ■ Remove gravel and filter fabric at completion of construction Costs Average annual cost for installation and maintenance may vary from $1,200 to $4,80o each, averaging $2,400 per entrance. Costs will increase with addition of washing rack, and sediment trap. With wash rack, costs range from $1,200 - $6,00o each, averaging $3,60o per entrance. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• 3uly 2012 California Stormwater BMP Handbook 3 of 6 Construction www.casga.org Stabilized Construction Entrance/Exit TC -1 National Management Measures to Control Nonpoint Source Pollution from Urban Areas, USEPA Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group Working Paper, USEPA, April 1992. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992• Virginia Erosion and Sedimentation Control Handbook, Virginia Department of Conservation and Recreation, Division of Soil and Water Conservation, 1991. Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters, EPA 84o -B-9-002, USEPA, Office of Water, Washington, DC, 1993• Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. July 2012 California Stormwater BMP Handbook 4 of 6 Construction www.casqa.org Stabilized Construction Entrance/Exit TC -1 �I0 o� W 0 w o_ z� V) T< w Crushed aggregate greater than 3" flout smaller than 6" Filter fabric original o grade 12 Mira, unless otherwise specified by a soils engineer SECTION B—B NOTE: Construct sediment barrier and channelize runoff to sediment trapping device .,r-. - � r.r-- as needed (1) Length should be extended to 12 times the diameter of the largest construction vehicle tire. maximum allowed by site. M atch (2) On small sites length should be the Existing Grade PLAN 10' min or as required to accomodate anticipated traffic, whichever is greater July 2012 California Stormwater BMP Handbook 5 of 6 Construction www.casga.org Stabilized Construction Entrance/Exit TC -1 Crushed aggregate greater than 3" but smaller than 6". Filter fabric Original grade 12" Min, unless otherwise specified by a soils engineer SECTION B -B NTS Crushed aggregate greater than 3" but smaller than 6". Corrugated steel panels Original grgde 12" Min, unless otherwise specified by a soils engineer Filter fabric SECTION A -A NOT TO SUEE7 NOTE: Construct sediment barrier Sediment tr❑ m and channelize runoff to device pp g sediment trapping device �Ffl r r � Corrugated steel panels allmin or ■ �; s - / vi•• •'i.• • vii• •!. cis required to r •r�'•�ta �.j''.�; L.!}�e., *fir /��. �:fri Wit+■; � �� •}\ � t � •*t■ anticipated traffic, whicheAr y is greater. "' or ■ allowed ■ 1 ■ r. extended(1) I-ength should be to 12 tirnes the diameter the la _ e st constructiontire. Matchi should be r ■ by site. Existing PLAN Grade f TS July 2012 California Stormwater BMP Handbook 6 of 6 Construction www.casga.org Wind Erosion Control Description and Purpose Wind erosion or dust control consists of applying water or other chemical dust suppressants as necessary to prevent or alleviate dust nuisance generated by construction activities. Covering small stockpiles or areas is an alternative to applying water or other dust palliatives. California's Mediterranean climate, with a short "wet" season and a typically long, hot "dry" season, allows the soils to thoroughly dry out. During the dry season, construction activities are at their peak, and disturbed and exposed areas are increasingly subject to wind erosion, sediment tracking and dust generated by construction equipment. Site conditions and climate can make dust control more of an erosion problem than water based erosion. Additionally, many local agencies, including Air Quality Management Districts, require dust control and/or dust control permits in order to comply with local nuisance laws, opacity laws (visibility impairment) and the requirements of the Clean Air Act. Wind erosion control is required to be implemented at all construction sites greater than 1 acre by the General Permit. Suitable Applications Most BMPs that provide protection against water-based erosion will also protect against wind -based erosion and dust control requirements required by other agencies will generally meet wind erosion control requirements for water quality protection. Wind erosion control BMPs are suitable during the following construction activities: WE -1 Categories EC Erosion Control SE Sediment Control ❑p TC Tracking Control WE Wind Erosion Control Q NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: Q Primary Category ❑X Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC -5 Soil Binders If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALIFORNIA STORMWATLR QLAL[ [ Y ASSCKA :tl IU\ May 2011 California Stormwater BMP Handbook 1 of 5 Construction www.casga.org Wind Erosion Control WE -1 ■ Construction vehicle traffic on unpaved roads ■ Drilling and blasting activities ■ Soils and debris storage piles ■ Batch drop from front-end loaders ■ Areas with unstabilized soil ■ Final grading/site stabilization Limitations ■ Watering prevents dust only for a short period (generally less than a few hours) and should be applied daily (or more often) to be effective. ■ Over watering may cause erosion and track -out. ■ Oil or oil -treated subgrade should not be used for dust control because the oil may migrate into drainageways and/or seep into the soil. ■ Chemical dust suppression agents may have potential environmental impacts. Selected chemical dust control agents should be environmentally benign. ■ Effectiveness of controls depends on soil, temperature, humidity, wind velocity and traffic. ■ Chemical dust suppression agents should not be used within loo feet of wetlands or water bodies. ■ Chemically treated subgrades may make the soil water repellant, interfering with long-term infiltration and the vegetation/re-vegetation of the site. Some chemical dust suppressants may be subject to freezing and may contain solvents and should be handled properly. ■ In compacted areas, watering and other liquid dust control measures may wash sediment or other constituents into the drainage system. ■ If the soil surface has minimal natural moisture, the affected area may need to be pre -wetted so that chemical dust control agents can uniformly penetrate the soil surface. Implementation Dust Control Practices Dust control BMPs generally stabilize exposed surfaces and minimize activities that suspend or track dust particles. The following table presents dust control practices that can be applied to varying site conditions that could potentially cause dust. For heavily traveled and disturbed areas, wet suppression (watering), chemical dust suppression, gravel asphalt surfacing, temporary gravel construction entrances, equipment wash-out areas, and haul truck covers can be employed as dust control applications. Permanent or temporary vegetation and mulching can be employed for areas of occasional or no construction traffic. Preventive measures include minimizing surface areas to be disturbed, limiting onsite vehicle traffic to 15 mph or less, and controlling the number and activity of vehicles on a site at any given time. May 2011 California Stormwater BMP Handbook 2 of 5 Construction www.casga.org Wind Erosion Control WE -1 Chemical dust suppressants include: mulch and fiber based dust palliatives (e.g. paper mulch with gypsum binder), salts and brines (e.g. calcium chloride, magnesium chloride), non - petroleum based organics (e.g. vegetable oil, lignosulfonate), petroleum based organics (e.g. asphalt emulsion, dust oils, petroleum resins), synthetic polymers (e.g. polyvinyl acetate, vinyls, acrylic), clay additives (e.g. bentonite, montimorillonite) and electrochemical products (e.g. enzymes, ionic products). Additional preventive measures include: ■ Schedule construction activities to minimize exposed area (see EC -i, Scheduling). ■ Quickly treat exposed soils using water, mulching, chemical dust suppressants, or stone/gravel layering. ■ Identify and stabilize key access points prior to commencement of construction. ■ Minimize the impact of dust by anticipating the direction of prevailing winds. ■ Restrict construction traffic to stabilized roadways within the project site, as practicable. ■ Water should be applied by means of pressure-type distributors or pipelines equipped with a spray system or hoses and nozzles that will ensure even distribution. ■ All distribution equipment should be equipped with a positive means of shutoff. ■ Unless water is applied by means of pipelines, at least one mobile unit should be available at all times to apply water or dust palliative to the project. ■ If reclaimed waste water is used, the sources and discharge must meet California Department of Health Services water reclamation criteria and the Regional Water Quality May 2011 California Stormwater BMP Handbook 3 of 5 Construction www.casga.org Dust Control Practices Site Wet Chemical Gravel Temporary Gravel Minimize Condition Permanent Mulching Suppression Dust or Construction Synthetic Extent of Vegetation (Watering) Suppression Asphalt Entrances/Equipment Covers Disturbed Wash Down Area Disturbed Areas not X X X X X X Subject to Traffic Disturbed Areas X X X X X Subjectto Traffic Material X X X X X Stockpiles Demolition X X X Clearing/ X X X Excavation Truck Traffic on X X X X X Unpaved Roads Tracking X X Additional preventive measures include: ■ Schedule construction activities to minimize exposed area (see EC -i, Scheduling). ■ Quickly treat exposed soils using water, mulching, chemical dust suppressants, or stone/gravel layering. ■ Identify and stabilize key access points prior to commencement of construction. ■ Minimize the impact of dust by anticipating the direction of prevailing winds. ■ Restrict construction traffic to stabilized roadways within the project site, as practicable. ■ Water should be applied by means of pressure-type distributors or pipelines equipped with a spray system or hoses and nozzles that will ensure even distribution. ■ All distribution equipment should be equipped with a positive means of shutoff. ■ Unless water is applied by means of pipelines, at least one mobile unit should be available at all times to apply water or dust palliative to the project. ■ If reclaimed waste water is used, the sources and discharge must meet California Department of Health Services water reclamation criteria and the Regional Water Quality May 2011 California Stormwater BMP Handbook 3 of 5 Construction www.casga.org Wind Erosion Control WE -1 Control Board (RWQCB) requirements. Non -potable water should not be conveyed in tanks or drain pipes that will be used to convey potable water and there should be no connection between potable and non -potable supplies. Non -potable tanks, pipes, and other conveyances should be marked, "NON -POTABLE WATER - DO NOT DRINK." ■ Pave or chemically stabilize access points where unpaved traffic surfaces adjoin paved roads. ■ Provide covers for haul trucks transporting materials that contribute to dust. ■ Provide for rapid clean up of sediments deposited on paved roads. Furnish stabilized construction road entrances and wheel wash areas. ■ Stabilize inactive areas of construction sites using temporary vegetation or chemical stabilization methods. For chemical stabilization, there are many products available for chemically stabilizing gravel roadways and stockpiles. If chemical stabilization is used, the chemicals should not create any adverse effects on stormwater, plant life, or groundwater and should meet all applicable regulatory requirements. Costs Installation costs for water and chemical dust suppression vary based on the method used and the length of effectiveness. Annual costs may be high since some of these measures are effective for only a few hours to a few days. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Check areas protected to ensure coverage. ■ Most water-based dust control measures require frequent application, often daily or even multiple times per day. Obtain vendor or independent information on longevity of chemical dust suppressants. References Best Management Practices and Erosion Control Manual for Construction Sites, Flood Control District of Maricopa County, Arizona, September 1992. California Air Pollution Control Laws, California Air Resources Board, updated annually. Construction Manual, Chapter 4, Section 10, "Dust Control"; Section 17, "Watering"; and Section 18, "Dust Palliative", California Department of Transportation (Caltrans), July 2001. May 2011 California Stormwater BMP Handbook 4 of 5 Construction www.casga.org Wind Erosion Control WE -1 Prospects for Attaining the State Ambient Air Quality Standards for Suspended Particulate Matter (PM1o), Visibility Reducing Particles, Sulfates, Lead, and Hydrogen Sulfide, California Air Resources Board, April 1991. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. May 2011 California Stormwater BMP Handbook 5 of 5 Construction www.casqa.org Material Delivery and Storage WM-1 Description and Purpose Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in watertight containers and/or a completely enclosed designated area, installing secondary containment, conducting regular inspections, and training employees and subcontractors. This best management practice covers only material delivery and storage. For other information on materials, see WM-2, Material Use, or WM-4, Spill Prevention and Control. For information on wastes, see the waste management BMPs in this section. Suitable Applications These procedures are suitable for use at all construction sites with delivery and storage of the following materials: ■ Soil stabilizers and binders ■ Pesticides and herbicides ■ Fertilizers ■ Detergents ■ Plaster ■ Petroleum products such as fuel, oil, and grease Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑1c Secondary Category Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria Oil and Grease 0 Organics 0 Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. rniIroRNIA STOR MWAT ER November 2009 California Stormwater BMP Handbook 1 of 5 Construction www.casga.org Material Delivery and Storage WM-1 ■ Asphalt and concrete components ■ Hazardous chemicals such as acids, lime, glues, adhesives, paints, solvents, and curing compounds ■ Concrete compounds ■ Other materials that may be detrimental if released to the environment Limitations ■ Space limitation may preclude indoor storage. ■ Storage sheds often must meet building and fire code requirements. Implementation The following steps should be taken to minimize risk: ■ Chemicals must be stored in water tight containers with appropriate secondary containment or in a storage shed. ■ When a material storage area is located on bare soil, the area should be lined and bermed. ■ Use containment pallets or other practical and available solutions, such as storing materials within newly constructed buildings or garages, to meet material storage requirements. ■ Stack erodible landscape material on pallets and cover when not in use. ■ Contain all fertilizers and other landscape materials when not in use. ■ Temporary storage areas should be located away from vehicular traffic. ■ Material Safety Data Sheets (MSDS) should be available on-site for all materials stored that have the potential to effect water quality. ■ Construction site areas should be designated for material delivery and storage. ■ Material delivery and storage areas should be located away from waterways, if possible. - Avoid transport near drainage paths or waterways. - Surround with earth berms or other appropriate containment BMP. See EC -9, Earth Dikes and Drainage Swales. - Place in an area that will be paved. ■ Storage of reactive, ignitable, or flammable liquids must comply with the fire codes of your area. Contact the local Fire Marshal to review site materials, quantities, and proposed storage area to determine specific requirements. See the Flammable and Combustible Liquid Code, NFPA3o. ■ An up to date inventory of materials delivered and stored onsite should be kept. November 2009 California Stormwater BMP Handbook 2 of 5 Construction www.casga.org Material Delivery and Storage WM-1 ■ Hazardous materials storage onsite should be minimized. ■ Hazardous materials should be handled as infrequently as possible. ■ Keep ample spill cleanup supplies appropriate for the materials being stored. Ensure that cleanup supplies are in a conspicuous, labeled area. ■ Employees and subcontractors should be trained on the proper material delivery and storage practices. ■ Employees trained in emergency spill cleanup procedures must be present when dangerous materials or liquid chemicals are unloaded. ■ If significant residual materials remain on the ground after construction is complete, properly remove and dispose of materials and any contaminated soil. See WM-7, Contaminated Soil Management. If the area is to be paved, pave as soon as materials are removed to stabilize the soil. Material Storage Areas and Practices ■ Liquids, petroleum products, and substances listed in 40 CFR Parts 11O, iii, or 302 should be stored in approved containers and drums and should not be overfilled. Containers and drums should be placed in temporary containment facilities for storage. ■ A temporary containment facility should provide for a spill containment volume able to contain precipitation from a 25 year storm event, plus the greater of 10% of the aggregate volume of all containers or l00% of the capacity of the largest container within its boundary, whichever is greater. ■ A temporary containment facility should be impervious to the materials stored therein for a minimum contact time of 72 hours. ■ A temporary containment facility should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills should be collected and placed into drums. These liquids should be handled as a hazardous waste unless testing determines them to be non -hazardous. All collected liquids or non -hazardous liquids should be sent to an approved disposal site. ■ Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. ■ Incompatible materials, such as chlorine and ammonia, should not be stored in the same temporary containment facility. ■ Materials should be covered prior to, and during rain events. ■ Materials should be stored in their original containers and the original product labels should be maintained in place in a legible condition. Damaged or otherwise illegible labels should be replaced immediately. November 2009 California Stormwater BMP Handbook 3 of 5 Construction www.casga.org Material Delivery and Storage WM-1 ■ Bagged and boxed materials should be stored on pallets and should not be allowed to accumulate on the ground. To provide protection from wind and rain throughout the rainy season, bagged and boxed materials should be covered during non -working days and prior to and during rain events. ■ Stockpiles should be protected in accordance with WM-3, Stockpile Management. ■ Materials should be stored indoors within existing structures or completely enclosed storage sheds when available. ■ Proper storage instructions should be posted at all times in an open and conspicuous location. ■ An ample supply of appropriate spill clean up material should be kept near storage areas. ■ Also see WM-6, Hazardous Waste Management, for storing of hazardous wastes. Material Delivery Practices ■ Keep an accurate, up-to-date inventory of material delivered and stored onsite. ■ Arrange for employees trained in emergency spill cleanup procedures to be present when dangerous materials or liquid chemicals are unloaded. Spill Cleanup ■ Contain and clean up any spill immediately. ■ Properly remove and dispose of any hazardous materials or contaminated soil if significant residual materials remain on the ground after construction is complete. See WM-7, Contaminated Soil Management. ■ See WM-4, Spill Prevention and Control, for spills of chemicals and/or hazardous materials. ■ If spills or leaks of materials occur that are not contained and could discharge to surface waters, non-visible sampling of site discharge may be required. Refer to the General Permit or to your project specific Construction Site Monitoring Plan to determine if and where sampling is required. Cost ■ The largest cost of implementation may be in the construction of a materials storage area that is covered and provides secondary containment. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Keep storage areas clean and well organized, including a current list of all materials onsite. ■ Inspect labels on containers for legibility and accuracy. November 2009 California Stormwater BMP Handbook 4 of 5 Construction www.casqa.org Material Delivery and Storage WM-1 ■ Repair or replace perimeter controls, containment structures, covers, and liners as needed to maintain proper function. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Coastal Nonpoint Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 California Stormwater BMP Handbook 5 of 5 Construction www.casqa.org Material Use WM-2 Description and Purpose Prevent or reduce the discharge of pollutants to the storm drain system or watercourses from material use by using alternative products, minimizing hazardous material use onsite, and training employees and subcontractors. Suitable Applications This BMP is suitable for use at all construction projects. These procedures apply when the following materials are used or prepared onsite: ■ Pesticides and herbicides ■ Fertilizers ■ Detergents ■ Petroleum products such as fuel, oil, and grease ■ Asphalt and other concrete components ■ Other hazardous chemicals such as acids, lime, glues, adhesives, paints, solvents, and curing compounds ■ Other materials that may be detrimental if released to the environment Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Q Trash Q Metals Q Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. cALIFOR A STOR WATER November 2009 California Stormwater BMP Handbook 1 of 4 Construction www.casga.org Material Use WM-2 Limitations Safer alternative building and construction products may not be available or suitable in every instance. Implementation The following steps should be taken to minimize risk: ■ Minimize use of hazardous materials onsite. ■ Follow manufacturer instructions regarding uses, protective equipment, ventilation, flammability, and mixing of chemicals. ■ Train personnel who use pesticides. The California Department of Pesticide Regulation and county agricultural commissioners license pesticide dealers, certify pesticide applicators, and conduct onsite inspections. ■ The preferred method of termiticide application is soil injection near the existing or proposed structure foundation/slab; however, if not feasible, soil drench application of termiticides should follow EPA label guidelines and the following recommendations (most of which are applicable to most pesticide applications): ■ Do not treat soil that is water -saturated or frozen. ■ Application shall not commence within 24 -hours of a predicted precipitation event with a 40% or greater probability. Weather tracking must be performed on a daily basis prior to termiticide application and during the period of termiticide application. ■ Do not allow treatment chemicals to runoff from the target area. Apply proper quantity to prevent excess runoff. Provide containment for and divert stormwater from application areas using berms or diversion ditches during application. ■ Dry season: Do not apply within io feet of storm drains. Do not apply within 25 feet of aquatic habitats (such as, but not limited to, lakes; reservoirs; rivers; permanent streams; marshes or ponds; estuaries; and commercial fish farm ponds). ■ Wet season: Do not apply within 50 feet of storm drains or aquatic habitats (such as, but not limited to, lakes; reservoirs; rivers; permanent streams; marshes or ponds; estuaries; and commercial fish farm ponds) unless a vegetative buffer is present (if so, refer to dry season requirements). ■ Do not make on -grade applications when sustained wind speeds are above io mph (at application site) at nozzle end height. ■ Cover treatment site prior to a rain event in order to prevent run-off of the pesticide into non -target areas. The treated area should be limited to a size that can be backfilled and/or covered by the end of the work shift. Backfilling or covering of the treated area shall be done by the end of the same work shift in which the application is made. ■ The applicator must either cover the soil him/herself or provide written notification of the above requirement to the contractor on site and to the person commissioning the November 2009 California Stormwater BMP Handbook 2 of 4 Construction www.casga.org Material Use WM-2 application (if different than the contractor). If notice is provided to the contractor or the person commissioning the application, then they are responsible under the Federal Insecticide Fungicide, and Rodenticide Act (FIFRA) to ensure that: 1) if the concrete slab cannot be poured over the treated soil within 24 hours of application, the treated soil is covered with a waterproof covering (such as polyethylene sheeting), and 2) the treated soil is covered if precipitation is predicted to occur before the concrete slab is scheduled to be poured. ■ Do not over -apply fertilizers, herbicides, and pesticides. Prepare only the amount needed. Follow the recommended usage instructions. Over -application is expensive and environmentally harmful. Unless on steep slopes, till fertilizers into the soil rather than hydraulic application. Apply surface dressings in several smaller applications, as opposed to one large application, to allow time for infiltration and to avoid excess material being carried offsite by runoff. Do not apply these chemicals before predicted rainfall. ■ Train employees and subcontractors in proper material use. ■ Supply Material Safety Data Sheets (MSDS) for all materials. ■ Dispose of latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths, when thoroughly dry and are no longer hazardous, with other construction debris. ■ Do not remove the original product label; it contains important safety and disposal information. Use the entire product before disposing of the container. ■ Mix paint indoors or in a containment area. Never clean paintbrushes or rinse paint containers into a street, gutter, storm drain, or watercourse. Dispose of any paint thinners, residue, and sludge(s) that cannot be recycled, as hazardous waste. ■ For water-based paint, clean brushes to the extent practicable, and rinse to a drain leading to a sanitary sewer where permitted, or contain for proper disposal off site. For oil-based paints, clean brushes to the extent practicable, and filter and reuse thinners and solvents. ■ Use recycled and less hazardous products when practical. Recycle residual paints, solvents, non -treated lumber, and other materials. ■ Use materials only where and when needed to complete the construction activity. Use safer alternative materials as much as possible. Reduce or eliminate use of hazardous materials onsite when practical. ■ Document the location, time, chemicals applied, and applicator's name and qualifications. ■ Keep an ample supply of spill clean up material near use areas. Train employees in spill clean up procedures. ■ Avoid exposing applied materials to rainfall and runoff unless sufficient time has been allowed for them to dry. ■ Discontinue use of erodible landscape material within 2 days prior to a forecasted rain event and materials should be covered and/or bermed. November 2009 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Material Use WM-2 ■ Provide containment for material use areas such as masons' areas or paint mixing/preparation areas to prevent materials/pollutants from entering stormwater. Costs All of the above are low cost measures. Inspection and Maintenance ■ Inspect and verify that activity -based BMPs are in place prior to the commencement of associated activities. ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Ensure employees and subcontractors throughout the job are using appropriate practices. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Coastal Nonpoint Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April 1992. Comments on Risk Assessments Risk Reduction Options for Cypermethrin: Docket No. OPP- 2005-0293; California Stormwater Quality Association (CASQA) letter to USEPA, 2oo6.Environmental Hazard and General Labeling for Pyrethroid Non -Agricultural Outdoor Products, EPA-HQ-OPP-2008-0331-0021; USEPA, 2008. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org Stockpile Management WM-3 Description and Purpose Stockpile management procedures and practices are designed to reduce or eliminate air and stormwater pollution from stockpiles of soil, soil amendments, sand, paving materials such as portland cement concrete (PCC) rubble, asphalt concrete (AC), asphalt concrete rubble, aggregate base, aggregate sub base or pre -mixed aggregate, asphalt minder (so called "cold mix" asphalt), and pressure treated wood. Suitable Applications Implement in all projects that stockpile soil and other loose materials. Limitations ■ Plastic sheeting as a stockpile protection is temporary and hard to manage in windy conditions. Where plastic is used, consider use of plastic tarps with nylon reinforcement which may be more durable than standard sheeting. ■ Plastic sheeting can increase runoff volume due to lack of infiltration and potentially cause perimeter control failure ■ Plastic sheeting breaks down faster in sunlight. ■ The use of Plastic materials and photodegradable plastics should be avoided. Implementation Protection of stockpiles is a year-round requirement. To properly manage stockpiles: Categories EC Erosion Control e SE Sediment Control ❑p TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Q Trash Q Metals Q Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. July 2012 California Stormwater BMP Handbook 1 of 3 Construction www.casga.org Stockpile Management WM-3 ■ On larger sites, a minimum of 50 ft separation from concentrated flows of stormwater, drainage courses, and inlets is recommended. ■ After 14 days of inactivity, a stockpile is non-active and requires further protection described below. All stockpiles are required to be protected as non-active stockpiles immediately if they are not scheduled to be used within 14 days. ■ Protect all stockpiles from stormwater runon using temporary perimeter sediment barriers such as compost berms (5E-13), temporary silt dikes (5E-12), fiber rolls (SE -5), silt fences (SE -1), sandbags (SE -8), gravel bags (SE -6), or biofilter bags (5E-14). Refer to the individual fact sheet for each of these controls for installation information. ■ Implement wind erosion control practices as appropriate on all stockpiled material. For specific information, see WE -1, Wind Erosion Control. ■ Manage stockpiles of contaminated soil in accordance with WM-7, Contaminated Soil Management. ■ Place bagged materials on pallets and under cover. ■ Ensure that stockpile coverings are installed securely to protect from wind and rain. ■ Some plastic covers withstand weather and sunlight better than others. Select cover materials or methods based on anticipated duration of use. Protection of Non Active Stockpiles A stockpile is considered non-active if it either is not used for 14 days or if it is scheduled not to be used for 14 days or more. Stockpiles need to be protected immediately if they are not scheduled to be used within 14 days. Non-active stockpiles of the identified materials should be protected as follows: Soil stockpiles ■ Soil stockpiles should be covered or protected with soil stabilization measures and a temporary perimeter sediment barrier at all times. ■ Temporary vegetation should be considered for topsoil piles that will be stockpiled for extended periods. Stockpiles of Portland cement concrete rubble, asphalt concrete, asphalt concrete rubble, aggregate base, or aggregate sub base ■ Stockpiles should be covered and protected with a temporary perimeter sediment barrier at all times. Stockpiles of "cold mix" ■ Cold mix stockpiles should be placed on and covered with plastic sheeting or comparable material at all times and surrounded by a berm. Stockpiles of fly ash, stucco, hydrated lime July 2012 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Stockpile Management WM-3 ■ Stockpiles of materials that may raise the pH of runoff (i.e., basic materials) should be covered with plastic and surrounded by a berm. Stockpiles/Storage of wood (Pressure treated with chromated copper arsenate or ammoniacal copper zinc arsenate ■ Treated wood should be covered with plastic sheeting or comparable material at all times and surrounded by a berm. Protection of Active Stockpiles A stockpile is active when it is being used or is scheduled to be used within 14 days of the previous use. Active stockpiles of the identified materials should be protected as follows: ■ All stockpiles should be covered and protected with a temporary linear sediment barrier prior to the onset of precipitation. ■ Stockpiles of "cold mix" and treated wood, and basic materials should be placed on and covered with plastic sheeting or comparable material and surrounded by a berm prior to the onset of precipitation. ■ The downstream perimeter of an active stockpile should be protected with a linear sediment barrier or berm and runoff should be diverted around or away from the stockpile on the upstream perimeter. Costs For cost information associated with stockpile protection refer to the individual erosion or sediment control BMP fact sheet considered for implementation (For example, refer to SE -1 Silt Fence for installation of silt fence around the perimeter of a stockpile.) Inspection and Maintenance ■ Stockpiles must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ It may be necessary to inspect stockpiles covered with plastic sheeting more frequently during certain conditions (for example, high winds or extreme heat). ■ Repair and/or replace perimeter controls and covers as needed to keep them functioning properly. ■ Sediment shall be removed when it reaches one-third of the barrier height. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. 3uly 2012 California Stormwater BMP Handbook 3 of 3 Construction www.casga.org Spill Prevention and Control WM-4 Description and Purpose Prevent or reduce the discharge of pollutants to drainage systems or watercourses from leaks and spills by reducing the chance for spills, stopping the source of spills, containing and cleaning up spills, properly disposing of spill materials, and training employees. This best management practice covers only spill prevention and control. However, WM-1, Materials Delivery and Storage, and WM-2, Material Use, also contain useful information, particularly on spill prevention. For information on wastes, see the waste management BMPs in this section. Suitable Applications This BMP is suitable for all construction projects. Spill control procedures are implemented anytime chemicals or hazardous substances are stored on the construction site, including the following materials: ■ Soil stabilizers/binders ■ Dust palliatives ■ Herbicides ■ Growth inhibitors ■ Fertilizers ■ Deicing/anti-icing chemicals Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Q Trash Q Metals Q Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. i � 1 CALIrORNIASIORN11VAIER January 2011 California Stormwater BMP Handbook 1 of 6 Construction www.casqa.org Spill Prevention and Control WM-4 ■ Fuels ■ Lubricants ■ Other petroleum distillates Limitations ■ In some cases it may be necessary to use a private spill cleanup company. ■ This BMP applies to spills caused by the contractor and subcontractors. ■ Procedures and practices presented in this BMP are general. Contractor should identify appropriate practices for the specific materials used or stored onsite Implementation The following steps will help reduce the stormwater impacts of leaks and spills: Education ■ Be aware that different materials pollute in different amounts. Make sure that each employee knows what a "significant spill" is for each material they use, and what is the appropriate response for "significant" and "insignificant" spills. ■ Educate employees and subcontractors on potential dangers to humans and the environment from spills and leaks. ■ Hold regular meetings to discuss and reinforce appropriate disposal procedures (incorporate into regular safety meetings). ■ Establish a continuing education program to indoctrinate new employees. ■ Have contractor's superintendent or representative oversee and enforce proper spill prevention and control measures. General Measures ■ To the extent that the work can be accomplished safely, spills of oil, petroleum products, substances listed under 40 CFR parts 110,117, and 302, and sanitary and septic wastes should be contained and cleaned up immediately. ■ Store hazardous materials and wastes in covered containers and protect from vandalism. ■ Place a stockpile of spill cleanup materials where it will be readily accessible. ■ Train employees in spill prevention and cleanup. ■ Designate responsible individuals to oversee and enforce control measures. ■ Spills should be covered and protected from stormwater runon during rainfall to the extent that it doesn't compromise clean up activities. ■ Do not bury or wash spills with water. January 2011 California Stormwater BMP Handbook 2 of 6 Construction www.casga.org Spill Prevention and Control WM-4 ■ Store and dispose of used clean up materials, contaminated materials, and recovered spill material that is no longer suitable for the intended purpose in conformance with the provisions in applicable BMPs. ■ Do not allow water used for cleaning and decontamination to enter storm drains or watercourses. Collect and dispose of contaminated water in accordance with WM-1o, Liquid Waste Management. ■ Contain water overflow or minor water spillage and do not allow it to discharge into drainage facilities or watercourses. ■ Place proper storage, cleanup, and spill reporting instructions for hazardous materials stored or used on the project site in an open, conspicuous, and accessible location. ■ Keep waste storage areas clean, well organized, and equipped with ample cleanup supplies as appropriate for the materials being stored. Perimeter controls, containment structures, covers, and liners should be repaired or replaced as needed to maintain proper function. Cleanup ■ Clean up leaks and spills immediately. ■ Use a rag for small spills on paved surfaces, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to either a certified laundry (rags) or disposed of as hazardous waste. ■ Never hose down or bury dry material spills. Clean up as much of the material as possible and dispose of properly. See the waste management BMPs in this section for specific information. Minor Spills ■ Minor spills typically involve small quantities of oil, gasoline, paint, etc. which can be controlled by the first responder at the discovery of the spill. ■ Use absorbent materials on small spills rather than hosing down or burying the spill. ■ Absorbent materials should be promptly removed and disposed of properly. ■ Follow the practice below for a minor spill: - Contain the spread of the spill. - Recover spilled materials. - Clean the contaminated area and properly dispose of contaminated materials. Semi -Significant Spills ■ Semi -significant spills still can be controlled by the first responder along with the aid of other personnel such as laborers and the foreman, etc. This response may require the cessation of all other activities. January 2011 California Stormwater BMP Handbook 3 of 6 Construction www.casga.org Spill Prevention and Control WM-4 ■ Spills should be cleaned up immediately: - Contain spread of the spill. - Notify the project foreman immediately. - If the spill occurs on paved or impermeable surfaces, clean up using "dry" methods (absorbent materials, cat litter and/or rags). Contain the spill by encircling with absorbent materials and do not let the spill spread widely. - If the spill occurs in dirt areas, immediately contain the spill by constructing an earthen dike. Dig up and properly dispose of contaminated soil. - If the spill occurs during rain, cover spill with tarps or other material to prevent contaminating runoff. Significant/Hazardous Spills ■ For significant or hazardous spills that cannot be controlled by personnel in the immediate vicinity, the following steps should be taken: - Notify the local emergency response by dialing 911. In addition to 911, the contractor will notify the proper county officials. It is the contractor's responsibility to have all emergency phone numbers at the construction site. - Notify the Governor's Office of Emergency Services Warning Center, (916) 845-8911• - For spills of federal reportable quantities, in conformance with the requirements in 40 CFR parts 110,119, and 302, the contractor should notify the National Response Center at (800) 424-8802. - Notification should first be made by telephone and followed up with a written report. - The services of a spills contractor or a Haz-Mat team should be obtained immediately. Construction personnel should not attempt to clean up until the appropriate and qualified staffs have arrived at the job site. - Other agencies which may need to be consulted include, but are not limited to, the Fire Department, the Public Works Department, the Coast Guard, the Highway Patrol, the City/County Police Department, Department of Toxic Substances, California Division of Oil and Gas, Cal/OSHA, etc. Reporting ■ Report significant spills to local agencies, such as the Fire Department; they can assist in cleanup. ■ Federal regulations require that any significant oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 800-424-8802 (24 hours). Use the following measures related to specific activities: January 2011 California Stormwater BMP Handbook 4 of 6 Construction www.casqa.org Spill Prevention and Control WM-4 Vehicle and Equipment Maintenance ■ If maintenance must occur onsite, use a designated area and a secondary containment, located away from drainage courses, to prevent the runon of stormwater and the runoff of spills. ■ Regularly inspect onsite vehicles and equipment for leaks and repair immediately ■ Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite. ■ Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids. ■ Place drip pans or absorbent materials under paving equipment when not in use. ■ Use absorbent materials on small spills rather than hosing down or burying the spill. Remove the absorbent materials promptly and dispose of properly. ■ Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around ■ Oil filters disposed of in trashcans or dumpsters can leak oil and pollute stormwater. Place the oil filter in a funnel over a waste oil -recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask the oil supplier or recycler about recycling oil filters. ■ Store cracked batteries in a non -leaking secondary container. Do this with all cracked batteries even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Vehicle and Equipment Fueling ■ If fueling must occur onsite, use designate areas, located away from drainage courses, to prevent the runon of stormwater and the runoff of spills. ■ Discourage "topping off' of fuel tanks. ■ Always use secondary containment, such as a drain pan, when fueling to catch spills/ leaks. Costs Prevention of leaks and spills is inexpensive. Treatment and/ or disposal of contaminated soil or water can be quite expensive. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. January 2011 California Stormwater BMP Handbook 5 of 6 Construction www.casga.org Spill Prevention and Control WM-4 ■ Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur. ■ Keep ample supplies of spill control and cleanup materials onsite, near storage, unloading, and maintenance areas. ■ Update your spill prevention and control plan and stock cleanup materials as changes occur in the types of chemicals onsite. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 6 of 6 Construction www.casqa.org Solid Waste Management WM-5 Description and Purpose Solid waste management procedures and practices are designed to prevent or reduce the discharge of pollutants to stormwater from solid or construction waste by providing designated waste collection areas and containers, arranging for regular disposal, and training employees and subcontractors. Suitable Applications This BMP is suitable for construction sites where the following wastes are generated or stored: ■ Solid waste generated from trees and shrubs removed during land clearing, demolition of existing structures (rubble), and building construction ■ Packaging materials including wood, paper, and plastic ■ Scrap or surplus building materials including scrap metals, rubber, plastic, glass pieces, and masonry products ■ Domestic wastes including food containers such as beverage cans, coffee cups, paper bags, plastic wrappers, and cigarettes ■ Construction wastes including brick, mortar, timber, steel and metal scraps, pipe and electrical cuttings, non- hazardous equipment parts, styrofoam and other materials used to transport and package construction materials Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Q Trash Q Metals Q Bacteria Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CAU FOR NfA STORNMATLR January 2011 California Stormwater BMP Handbook 1 of 4 Construction www.casqa.org Solid Waste Management WM-5 ■ Highway planting wastes, including vegetative material, plant containers, and packaging materials Limitations Temporary stockpiling of certain construction wastes may not necessitate stringent drainage related controls during the non -rainy season or in desert areas with low rainfall. Implementation The following steps will help keep a clean site and reduce stormwater pollution: ■ Select designated waste collection areas onsite. ■ Inform trash -hauling contractors that you will accept only watertight dumpsters for onsite use. Inspect dumpsters for leaks and repair any dumpster that is not watertight. ■ Locate containers in a covered area or in a secondary containment. ■ Provide an adequate number of containers with lids or covers that can be placed over the container to keep rain out or to prevent loss of wastes when it is windy. ■ Cover waste containers at the end of each work day and when it is raining. ■ Plan for additional containers and more frequent pickup during the demolition phase of construction. ■ Collect site trash daily, especially during rainy and windy conditions. ■ Remove this solid waste promptly since erosion and sediment control devices tend to collect litter. ■ Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. ■ Do not hose out dumpsters on the construction site. Leave dumpster cleaning to the trash hauling contractor. ■ Arrange for regular waste collection before containers overflow. ■ Clean up immediately if a container does spill. ■ Make sure that construction waste is collected, removed, and disposed of only at authorized disposal areas. Education ■ Have the contractor's superintendent or representative oversee and enforce proper solid waste management procedures and practices. ■ Instruct employees and subcontractors on identification of solid waste and hazardous waste. ■ Educate employees and subcontractors on solid waste storage and disposal procedures. January 2011 California Stormwater BMP Handbook 2 of 4 Construction www.casqa.org Solid Waste Management WM-5 ■ Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). ■ Require that employees and subcontractors follow solid waste handling and storage procedures. ■ Prohibit littering by employees, subcontractors, and visitors. ■ Minimize production of solid waste materials wherever possible. Collection, Storage, and Disposal ■ Littering on the project site should be prohibited. ■ To prevent clogging of the storm drainage system, litter and debris removal from drainage grates, trash racks, and ditch lines should be a priority. ■ Trash receptacles should be provided in the contractor's yard, field trailer areas, and at locations where workers congregate for lunch and break periods. ■ Litter from work areas within the construction limits of the project site should be collected and placed in watertight dumpsters at least weekly, regardless of whether the litter was generated by the contractor, the public, or others. Collected litter and debris should not be placed in or next to drain inlets, stormwater drainage systems, or watercourses. ■ Dumpsters of sufficient size and number should be provided to contain the solid waste generated by the project. ■ Full dumpsters should be removed from the project site and the contents should be disposed of by the trash hauling contractor. ■ Construction debris and waste should be removed from the site biweekly or more frequently as needed. ■ Construction material visible to the public should be stored or stacked in an orderly manner. ■ Stormwater runon should be prevented from contacting stored solid waste through the use of berms, dikes, or other temporary diversion structures or through the use of measures to elevate waste from site surfaces. ■ Solid waste storage areas should be located at least 50 ft from drainage facilities and watercourses and should not be located in areas prone to flooding or ponding. ■ Except during fair weather, construction and highway planting waste not stored in watertight dumpsters should be securely covered from wind and rain by covering the waste with tarps or plastic. ■ Segregate potentially hazardous waste from non -hazardous construction site waste. ■ Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. January 2011 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Solid Waste Management WM-5 ■ For disposal of hazardous waste, see WM-6, Hazardous Waste Management. Have hazardous waste hauled to an appropriate disposal and/or recycling facility. ■ Salvage or recycle useful vegetation debris, packaging and surplus building materials when practical. For example, trees and shrubs from land clearing can be used as a brush barrier, or converted into wood chips, then used as mulch on graded areas. Wood pallets, cardboard boxes, and construction scraps can also be recycled. Costs All of the above are low cost measures. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur ■ Inspect construction waste area regularly. ■ Arrange for regular waste collection. References Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org Hazardous Waste Management WM-6 Description and Purpose Prevent or reduce the discharge of pollutants to stormwater from hazardous waste through proper material use, waste disposal, and training of employees and subcontractors. Suitable Applications This best management practice (BMP) applies to all construction projects. Hazardous waste management practices are implemented on construction projects that generate waste from the use of: - Petroleum Products - Concrete Curing Compounds - Palliatives - Septic Wastes - Stains - Wood Preservatives - Asphalt Products - Pesticides - Acids - Paints - Solvents - Roofing Tar - Any materials deemed a hazardous waste in California, Title 22 Division 4.5, or listed in 40 CFR Parts 11o, 117, 261, or 302 Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Q Trash Q Metals Q Bacteria Q Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. C.1LUOR\ [A STORMIVATLR January 2011 California Stormwater BMP Handbook 1 of 6 Construction www.casqa.org Hazardous Waste Management WM-6 In addition, sites with existing structures may contain wastes, which must be disposed of in accordance with federal, state, and local regulations. These wastes include: ■ Sandblasting grit mixed with lead-, cadmium-, or chromium -based paints ■ Asbestos ■ PCBs (particularly in older transformers) Limitations ■ Hazardous waste that cannot be reused or recycled must be disposed of by a licensed hazardous waste hauler. ■ Nothing in this BMP relieves the contractor from responsibility for compliance with federal, state, and local laws regarding storage, handling, transportation, and disposal of hazardous wastes. ■ This BMP does not cover aerially deposited lead (ADL) soils. For ADL soils refer to WM-7, Contaminated Soil Management. Implementation The following steps will help reduce stormwater pollution from hazardous wastes: Material Use ■ Wastes should be stored in sealed containers constructed of a suitable material and should be labeled as required by Title 22 CCR, Division 4.5 and 49 CFR Parts 172, 173, 178, and 179. ■ All hazardous waste should be stored, transported, and disposed as required in Title 22 CCR, Division 4.5 and 49 CFR 261-263. ■ Waste containers should be stored in temporary containment facilities that should comply with the following requirements: Temporary containment facility should provide for a spill containment volume equal to 1.5 times the volume of all containers able to contain precipitation from a 25 year storm event, plus the greater of lo% of the aggregate volume of all containers or l00% of the capacity of the largest tank within its boundary, whichever is greater. Temporary containment facility should be impervious to the materials stored there for a minimum contact time of 72 hours. Temporary containment facilities should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills should be placed into drums after each rainfall. These liquids should be handled as a hazardous waste unless testing determines them to be non -hazardous. Non -hazardous liquids should be sent to an approved disposal site. - Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. January 2011 California Stormwater BMP Handbook 2 of 6 Construction www.casqa.org Hazardous Waste Management WM-6 - Incompatible materials, such as chlorine and ammonia, should not be stored in the same temporary containment facility. - Throughout the rainy season, temporary containment facilities should be covered during non -working days, and prior to rain events. Covered facilities may include use of plastic tarps for small facilities or constructed roofs with overhangs. ■ Drums should not be overfilled and wastes should not be mixed. ■ Unless watertight, containers of dry waste should be stored on pallets. ■ Do not over -apply herbicides and pesticides. Prepare only the amount needed. Follow the recommended usage instructions. Over application is expensive and environmentally harmful. Apply surface dressings in several smaller applications, as opposed to one large application. Allow time for infiltration and avoid excess material being carried offsite by runoff. Do not apply these chemicals just before it rains. People applying pesticides must be certified in accordance with federal and state regulations. ■ Paint brushes and equipment for water and oil based paints should be cleaned within a contained area and should not be allowed to contaminate site soils, watercourses, or drainage systems. Waste paints, thinners, solvents, residues, and sludges that cannot be recycled or reused should be disposed of as hazardous waste. When thoroughly dry, latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths should be disposed of as solid waste. ■ Do not clean out brushes or rinse paint containers into the dirt, street, gutter, storm drain, or stream. "Paint out" brushes as much as possible. Rinse water-based paints to the sanitary sewer. Filter and reuse thinners and solvents. Dispose of excess oil-based paints and sludge as hazardous waste. ■ The following actions should be taken with respect to temporary contaminant: - Ensure that adequate hazardous waste storage volume is available. - Ensure that hazardous waste collection containers are conveniently located. - Designate hazardous waste storage areas onsite away from storm drains or watercourses and away from moving vehicles and equipment to prevent accidental spills. - Minimize production or generation of hazardous materials and hazardous waste on the job site. - Use containment berms in fueling and maintenance areas and where the potential for spills is high. - Segregate potentially hazardous waste from non -hazardous construction site debris. - Keep liquid or semi-liquid hazardous waste in appropriate containers (closed drums or similar) and under cover. January 2011 California Stormwater BMP Handbook 3 of 6 Construction www.casqa.org Hazardous Waste Management WM-6 - Clearly label all hazardous waste containers with the waste being stored and the date of accumulation. - Place hazardous waste containers in secondary containment. - Do not allow potentially hazardous waste materials to accumulate on the ground. - Do not mix wastes. - Use all of the product before disposing of the container. - Do not remove the original product label; it contains important safety and disposal information. Waste Recycling Disposal ■ Select designated hazardous waste collection areas onsite. ■ Hazardous materials and wastes should be stored in covered containers and protected from vandalism. ■ Place hazardous waste containers in secondary containment. ■ Do not mix wastes, this can cause chemical reactions, making recycling impossible and complicating disposal. ■ Recycle any useful materials such as used oil or water-based paint. ■ Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. ■ Arrange for regular waste collection before containers overflow. ■ Make sure that hazardous waste (e.g., excess oil-based paint and sludge) is collected, removed, and disposed of only at authorized disposal areas. Disposal Procedures ■ Waste should be disposed of by a licensed hazardous waste transporter at an authorized and licensed disposal facility or recycling facility utilizing properly completed Uniform Hazardous Waste Manifest forms. ■ A Department of Health Services certified laboratory should sample waste to determine the appropriate disposal facility. ■ Properly dispose of rainwater in secondary containment that may have mixed with hazardous waste. ■ Attention is directed to "Hazardous Material", "Contaminated Material", and "Aerially Deposited Lead" of the contract documents regarding the handling and disposal of hazardous materials. January 2011 California Stormwater BMP Handbook 4 of 6 Construction www.casqa.org Hazardous Waste Management WM-6 Education ■ Educate employees and subcontractors on hazardous waste storage and disposal procedures. ■ Educate employees and subcontractors on potential dangers to humans and the environment from hazardous wastes. ■ Instruct employees and subcontractors on safety procedures for common construction site hazardous wastes. ■ Instruct employees and subcontractors in identification of hazardous and solid waste. ■ Hold regular meetings to discuss and reinforce hazardous waste management procedures (incorporate into regular safety meetings). ■ The contractor's superintendent or representative should oversee and enforce proper hazardous waste management procedures and practices. ■ Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. ■ Warning signs should be placed in areas recently treated with chemicals. ■ Place a stockpile of spill cleanup materials where it will be readily accessible. ■ If a container does spill, clean up immediately. Costs All of the above are low cost measures. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events.. ■ Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur ■ Hazardous waste should be regularly collected. ■ A foreman or construction supervisor should monitor onsite hazardous waste storage and disposal procedures. ■ Waste storage areas should be kept clean, well organized, and equipped with ample cleanup supplies as appropriate for the materials being stored. ■ Perimeter controls, containment structures, covers, and liners should be repaired or replaced as needed to maintain proper function. January 2011 California Stormwater BMP Handbook 5 of 6 Construction www.casga.org Hazardous Waste Management WM-6 ■ Hazardous spills should be cleaned up and reported in conformance with the applicable Material Safety Data Sheet (MSDS) and the instructions posted at the project site. ■ The National Response Center, at (800) 424-8802, should be notified of spills of federal reportable quantities in conformance with the requirements in 40 CFR parts 110, 117, and 302. Also notify the Governors Office of Emergency Services Warning Center at (916) 845- 8911. ■ A copy of the hazardous waste manifests should be provided. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 6 of 6 Construction www.casqa.org Contaminated Soil Management WM-7 MgTF�✓Fc� RFp q qr r S ABANDONED UNDERGROUND TANK Description and Purpose Prevent or reduce the discharge of pollutants to stormwater from contaminated soil and highly acidic or alkaline soils by conducting pre -construction surveys, inspecting excavations regularly, and remediating contaminated soil promptly. Suitable Applications Contaminated soil management is implemented on construction projects in highly urbanized or industrial areas where soil contamination may have occurred due to spills, illicit discharges, aerial deposition, past use and leaks from underground storage tanks. Limitations Contaminated soils that cannot be treated onsite must be disposed of offsite by a licensed hazardous waste hauler. The presence of contaminated soil may indicate contaminated water as well. See NS -2, Dewatering Operations, for more information. The procedures and practices presented in this BMP are general. The contractor should identify appropriate practices and procedures for the specific contaminants known to exist or discovered onsite. Implementation Most owners and developers conduct pre -construction environmental assessments as a matter of routine. Contaminated soils are often identified during project planning and development with known locations identified in the plans, specifications and in the SWPPP. The contractor should review applicable reports and investigate appropriate call -outs in the Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Nutrients Q Trash Q Metals Q Bacteria Q Oil and Grease Q Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. CALUORMA.`.TORN:%VAGCR January 2011 California Stormwater BMP Handbook 1 of 5 Construction www.casqa.org Contaminated Soil Management WM-7 plans, specifications, and SWPPP. Recent court rulings holding contractors liable for cleanup costs when they unknowingly move contaminated soil highlight the need for contractors to confirm a site assessment is completed before earth moving begins. The following steps will help reduce stormwater pollution from contaminated soil: ■ Conduct thorough, pre -construction inspections of the site and review documents related to the site. If inspection or reviews indicated presence of contaminated soils, develop a plan before starting work. ■ Look for contaminated soil as evidenced by discoloration, odors, differences in soil properties, abandoned underground tanks or pipes, or buried debris. ■ Prevent leaks and spills. Contaminated soil can be expensive to treat and dispose of properly. However, addressing the problem before construction is much less expensive than after the structures are in place. ■ The contractor may further identify contaminated soils by investigating: - Past site uses and activities - Detected or undetected spills and leaks - Acid or alkaline solutions from exposed soil or rock formations high in acid or alkaline forming elements - Contaminated soil as evidenced by discoloration, odors, differences in soil properties, abandoned underground tanks or pipes, or buried debris. - Suspected soils should be tested at a certified laboratory. Education ■ Have employees and subcontractors complete a safety training program which meets 29 CFR 1910.12o and 8 CCR 5192 covering the potential hazards as identified, prior to performing any excavation work at the locations containing material classified as hazardous. ■ Educate employees and subcontractors in identification of contaminated soil and on contaminated soil handling and disposal procedures. ■ Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). Handling Procedures for Material with Aerially Deposited Lead (ADL) ■ Materials from areas designated as containing (ADL) may, if allowed by the contract special provisions, be excavated, transported, and used in the construction of embankments and/or backfill. ■ Excavation, transportation, and placement operations should result in no visible dust. ■ Caution should be exercised to prevent spillage of lead containing material during transport. January 2011 California Stormwater BMP Handbook 2 of 5 Construction www.casqa.org Contaminated Soil Management WM-7 ■ Quality should be monitored during excavation of soils contaminated with lead. Handling Procedures for Contaminated Soils ■ Minimize onsite storage. Contaminated soil should be disposed of properly in accordance with all applicable regulations. All hazardous waste storage will comply with the requirements in Title 22, CCR, Sections 66265.250 to 66265.260. ■ Test suspected soils at an approved certified laboratory. ■ Work with the local regulatory agencies to develop options for treatment or disposal if the soil is contaminated. ■ Avoid temporary stockpiling of contaminated soils or hazardous material. ■ Take the following precautions if temporary stockpiling is necessary: - Cover the stockpile with plastic sheeting or tarps. - Install a berm around the stockpile to prevent runoff from leaving the area. - Do not stockpile in or near storm drains or watercourses. ■ Remove contaminated material and hazardous material on exteriors of transport vehicles and place either into the current transport vehicle or into the excavation prior to the vehicle leaving the exclusion zone. ■ Monitor the air quality continuously during excavation operations at all locations containing hazardous material. ■ Procure all permits and licenses, pay all charges and fees, and give all notices necessary and incident to the due and lawful prosecution of the work, including registration for transporting vehicles carrying the contaminated material and the hazardous material. ■ Collect water from decontamination procedures and treat or dispose of it at an appropriate disposal site. ■ Collect non -reusable protective equipment, once used by any personnel, and dispose of at an appropriate disposal site. ■ Install temporary security fence to surround and secure the exclusion zone. Remove fencing when no longer needed. ■ Excavate, transport, and dispose of contaminated material and hazardous material in accordance with the rules and regulations of the following agencies (the specifications of these agencies supersede the procedures outlined in this BMP): - United States Department of Transportation (USDOT) - United States Environmental Protection Agency (USEPA) - California Environmental Protection Agency (CAL -EPA) January 2011 California Stormwater BMP Handbook 3 of 5 Construction www.casqa.org Contaminated Soil Management WM-7 - California Division of Occupation Safety and Health Administration (CAL -OSHA) - Local regulatory agencies Procedures for Underground Storage Tank Removals ■ Prior to commencing tank removal operations, obtain the required underground storage tank removal permits and approval from the federal, state, and local agencies that have jurisdiction over such work. ■ To determine if it contains hazardous substances, arrange to have tested, any liquid or sludge found in the underground tank prior to its removal. ■ Following the tank removal, take soil samples beneath the excavated tank and perform analysis as required by the local agency representative(s). ■ The underground storage tank, any liquid or sludge found within the tank, and all contaminated substances and hazardous substances removed during the tank removal and transported to disposal facilities permitted to accept such waste. Water Control ■ All necessary precautions and preventive measures should be taken to prevent the flow of water, including ground water, from mixing with hazardous substances or underground storage tank excavations. Such preventative measures may consist of, but are not limited to, berms, cofferdams, grout curtains, freeze walls, and seal course concrete or any combination thereof. ■ If water does enter an excavation and becomes contaminated, such water, when necessary to proceed with the work, should be discharged to clean, closed top, watertight transportable holding tanks, treated, and disposed of in accordance with federal, state, and local laws. Costs Prevention of leaks and spills is inexpensive. Treatment or disposal of contaminated soil can be quite expensive. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect BMPs in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Arrange for contractor's Water Pollution Control Manager, foreman, and/or construction supervisor to monitor onsite contaminated soil storage and disposal procedures. ■ Monitor air quality continuously during excavation operations at all locations containing hazardous material. ■ Coordinate contaminated soils and hazardous substances/waste management with the appropriate federal, state, and local agencies. January 2011 California Stormwater BMP Handbook 4 of 5 Construction www.casga.org Contaminated Soil Management WM-7 ■ Implement WM-4, Spill Prevention and Control, to prevent leaks and spills as much as possible. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. January 2011 California Stormwater BMP Handbook 5 of 5 Construction www.casqa.org Concrete Waste Management WM-8 CONCRETE WASHOUT AREA Description and Purpose Prevent the discharge of pollutants to stormwater from concrete waste by conducting washout onsite or offsite in a designated area, and by employee and subcontractor training. The General Permit incorporates Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements) Many types of construction materials, including mortar, concrete, stucco, cement and block and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows and raising pH to levels outside the accepted range. Suitable Applications Concrete waste management procedures and practices are implemented on construction projects where: ■ Concrete is used as a construction material or where concrete dust and debris result from demolition activities. ■ Slurries containing portland cement concrete (PCC) are generated, such as from saw cutting, coring, grinding, grooving, and hydro -concrete demolition. ■ Concrete trucks and other concrete -coated equipment are washed onsite. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Q Nutrients Trash Metals Q Bacteria Oil and Grease Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASOA name/logo and footer below must be removed from each page and not appear on the modified version. 1 CAL[CORNIA STORMWATER July 2012 California Stormwater BMP Handbook 1 of 7 Construction www.casqa.org Concrete Waste Management WM-8 ■ Mortar -mixing stations exist. ■ Stucco mixing and spraying. ■ See also NS -8, Vehicle and Equipment Cleaning. Limitations ■ Offsite washout of concrete wastes may not always be possible. ■ Multiple washouts may be needed to assure adequate capacity and to allow for evaporation. Implementation The following steps will help reduce stormwater pollution from concrete wastes: ■ Incorporate requirements for concrete waste management into material supplier and subcontractor agreements. ■ Store dry and wet materials under cover, away from drainage areas. Refer to WM-i, Material Delivery and Storage for more information. ■ Avoid mixing excess amounts of concrete. ■ Perform washout of concrete trucks in designated areas only, where washout will not reach stormwater. ■ Do not wash out concrete trucks into storm drains, open ditches, streets, streams or onto the ground. Trucks should always be washed out into designated facilities. ■ Do not allow excess concrete to be dumped onsite, except in designated areas. ■ For onsite washout: - On larger sites, it is recommended to locate washout areas at least 50 feet from storm drains, open ditches, or water bodies. Do not allow runoff from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. - Washout wastes into the temporary washout where the concrete can set, be broken up, and then disposed properly. - Washouts shall be implemented in a manner that prevents leaching to underlying soils. Washout containers must be water tight and washouts on or in the ground must be lined with a suitable impervious liner, typically a plastic type material. ■ Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stockpile or dispose in the trash. ■ See typical concrete washout installation details at the end of this fact sheet. Education ■ Educate employees, subcontractors, and suppliers on the concrete waste management techniques described herein. July 2012 California Stormwater BMP Handbook 2 of 7 Construction www.casga.org Concrete Waste Management WM-8 ■ Arrange for contractor's superintendent or representative to oversee and enforce concrete waste management procedures. ■ Discuss the concrete management techniques described in this BMP (such as handling of concrete waste and washout) with the ready -mix concrete supplier before any deliveries are made. Concrete Demolition Wastes ■ Stockpile concrete demolition waste in accordance with BMP WM-3, Stockpile Management. ■ Dispose of or recycle hardened concrete waste in accordance with applicable federal, state or local regulations. Concrete Slurry Wastes ■ PCC and AC waste should not be allowed to enter storm drains or watercourses. ■ PCC and AC waste should be collected and disposed of or placed in a temporary concrete washout facility (as described in Onsite Temporary Concrete Washout Facility, Concrete Transit Truck Washout Procedures, below). ■ A foreman or construction supervisor should monitor onsite concrete working tasks, such as saw cutting, coring, grinding and grooving to ensure proper methods are implemented. ■ Saw -cut concrete slurry should not be allowed to enter storm drains or watercourses. Residue from grinding operations should be picked up by means of a vacuum attachment to the grinding machine or by sweeping. Saw cutting residue should not be allowed to flow across the pavement and should not be left on the surface of the pavement. See also NS -3, Paving and Grinding Operations; and WM-1o, Liquid Waste Management. ■ Concrete slurry residue should be disposed in a temporary washout facility (as described in Onsite Temporary Concrete Washout Facility, Concrete Transit Truck Washout Procedures, below) and allowed to dry. Dispose of dry slurry residue in accordance with WM-5, Solid Waste Management. Onsite Temporary Concrete Washout Facility, Transit Truck Washout Procedures ■ Temporary concrete washout facilities should be located a minimum of 50 ft from storm drain inlets, open drainage facilities, and watercourses. Each facility should be located away from construction traffic or access areas to prevent disturbance or tracking. ■ A sign should be installed adjacent to each washout facility to inform concrete equipment operators to utilize the proper facilities. ■ Temporary concrete washout facilities should be constructed above grade or below grade at the option of the contractor. Temporary concrete washout facilities should be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. 3uly 2012 California Stormwater BMP Handbook 3 of 7 Construction www.casga.org Concrete Waste Management WM-8 ■ Temporary washout facilities should have a temporary pit or bermed areas of sufficient volume to completely contain all liquid and waste concrete materials generated during washout procedures. ■ Temporary washout facilities should be lined to prevent discharge to the underlying ground or surrounding area. ■ Washout of concrete trucks should be performed in designated areas only. ■ Only concrete from mixer truck chutes should be washed into concrete wash out. ■ Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated washout area or properly disposed of or recycled offsite. ■ Once concrete wastes are washed into the designated area and allowed to harden, the concrete should be broken up, removed, and disposed of per WM-5, Solid Waste Management. Dispose of or recycle hardened concrete on a regular basis. ■ Temporary Concrete Washout Facility (Type Above Grade) - Temporary concrete washout facility (type above grade) should be constructed as shown on the details at the end of this BMP, with a recommended minimum length and minimum width of io ft; however, smaller sites or jobs may only need a smaller washout facility. With any washout, always maintain a sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. - Materials used to construct the washout area should conform to the provisions detailed in their respective BMPs (e.g., SE -8 Sandbag Barrier). - Plastic lining material should be a minimum of io mil in polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. - Alternatively, portable removable containers can be used as above grade concrete washouts. Also called a "roll -off'; this concrete washout facility should be properly sealed to prevent leakage, and should be removed from the site and replaced when the container reaches 75% capacity. ■ Temporary Concrete Washout Facility (Type Below Grade) - Temporary concrete washout facilities (type below grade) should be constructed as shown on the details at the end of this BMP, with a recommended minimum length and minimum width of io ft. The quantity and volume should be sufficient to contain all liquid and concrete waste generated by washout operations. - Lath and flagging should be commercial type. - Plastic lining material should be a minimum of to mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. July 2012 California Stormwater BMP Handbook 4 of 7 Construction www.casga.org Concrete Waste Management WM-8 - The base of a washout facility should be free of rock or debris that may damage a plastic liner. Removal of Temporary Concrete Washout Facilities ■ When temporary concrete washout facilities are no longer required for the work, the hardened concrete should be removed and properly disposed or recycled in accordance with federal, state or local regulations. Materials used to construct temporary concrete washout facilities should be removed from the site of the work and properly disposed or recycled in accordance with federal, state or local regulations.. ■ Holes, depressions or other ground disturbance caused by the removal of the temporary concrete washout facilities should be backfilled and repaired. Costs All of the above are low cost measures. Roll -off concrete washout facilities can be more costly than other measures due to removal and replacement; however, provide a cleaner alternative to traditional washouts. The type of washout facility, size, and availability of materials will determine the cost of the washout. Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Temporary concrete washout facilities should be maintained to provide adequate holding capacity with a minimum freeboard of 4 in. for above grade facilities and 12 in. for below grade facilities. Maintaining temporary concrete washout facilities should include removing and disposing of hardened concrete and returning the facilities to a functional condition. Hardened concrete materials should be removed and properly disposed or recycled in accordance with federal, state or local regulations. ■ Washout facilities must be cleaned, or new facilities must be constructed and ready for use once the washout is 75% full. ■ Inspect washout facilities for damage (e.g. torn liner, evidence of leaks, signage, etc.). Repair all identified damage. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995• Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000, Updated March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. July 2012 California Stormwater BMP Handbook 5 of 7 Construction www.casga.org Concrete Waste Management LATH D" FLAGC ON AL SIDES .� . cn w Q TWO—STA 2 X 12 ROUGH WOOD FRAME PLAN NOT TO SCALE TYPE "ABOVE GRADE" PLAN NOT TO SCALE TYPE "BELOW GRADE" Kej WE \N Wm -8 5,"NDBAG 10 MIL PLASTIC LINING SECTION A—A NOT TO SCALE 10 MIL PLASTIC LINING WOOD FRAME SECURELY FASTENED AROUND ENTIRE PERIMETER WITH TWO STAKES SECTION B—B NOT TO SCALE JAKE TYP) BERM NOTES ING 1. ACTUAL LAYOUT DETERMINED IN FIELD. 2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 ET, OF THE TEMPORARY CONCRETE WASHOUT FACILITY. July 2012 California Stormwater BMP Handbook 6 of 7 Construction www.casga.org Concrete Waste Management WM-8 Un w Q in yll L PLASTIC LINING 1 n' STAPLES (2 PER BALE) PLAN NOT TO SCALE TYPE "ABOVE GRADE" WITH STRAW BALES NATIVE MATERIAL (OPTIONAL) 10 MIL PLASTIC LINING WOOD OR METAL STAKES (2 PER BALE) SECTION B—B NOT TO SCALE AKE YP) -RAW BALE YP ) 2" 1/8" DIA. 4>, STEEL WIRE—in STAPLE DETAIL PLYWOOD 48" X 24" PAINTED WHITE BLACK LETTERS C HEIGHT 0.5" LAG SCREWS 3' WOOD POST 3" X 3" X 8' 3' CONCRETE WASHOUT SIGN DETAIL (OR EQUIVALENT) BINDING WIRE STRAW BALE NOTES 1, ACTUAL LAYOUT DETERMINED IN FIELD. 2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FT. OF THE TEMPORARY CONCRETE WASHOUT FACILITY. July 2012 California Stormwater BMP Handbook 7 of 7 Construction www.casqa.org CONCRETE 0 WASHOU PLYWOOD 48" X 24" PAINTED WHITE BLACK LETTERS C HEIGHT 0.5" LAG SCREWS 3' WOOD POST 3" X 3" X 8' 3' CONCRETE WASHOUT SIGN DETAIL (OR EQUIVALENT) BINDING WIRE STRAW BALE NOTES 1, ACTUAL LAYOUT DETERMINED IN FIELD. 2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FT. OF THE TEMPORARY CONCRETE WASHOUT FACILITY. July 2012 California Stormwater BMP Handbook 7 of 7 Construction www.casqa.org Sanitary/Septic Waste Management WM-9 Description and Purpose Proper sanitary and septic waste management prevent the discharge of pollutants to stormwater from sanitary and septic waste by providing convenient, well-maintained facilities, and arranging for regular service and disposal. Suitable Applications Sanitary septic waste management practices are suitable for use at all construction sites that use temporary or portable sanitary and septic waste systems. Limitations None identified. Implementation Sanitary or septic wastes should be treated or disposed of in accordance with state and local requirements. In many cases, one contract with a local facility supplier will be all that it takes to make sure sanitary wastes are properly disposed. Storage and Disposal Procedures ■ Temporary sanitary facilities should be located away from drainage facilities, watercourses, and from traffic circulation. If site conditions allow, place portable facilities a minimum of 50 feet from drainage conveyances and traffic areas. When subjected to high winds or risk of high winds, temporary sanitary facilities should be secured to prevent overturning. Categories EC Erosion Control e SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Category ❑x Secondary Category Targeted Constituents Sediment Nutrients Q Trash Q Metals Bacteria Q Oil and Grease Organics Q Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version. rniIroRNIA STn!a+ VV'ATER November 2009 California Stormwater BMP Handbook 1 of 3 Construction www.casga.org Sanitary/Septic Waste Management WM-9 ■ Temporary sanitary facilities must be equipped with containment to prevent discharge of pollutants to the stormwater drainage system of the receiving water. ■ Consider safety as well as environmental implications before placing temporary sanitary facilities. ■ Wastewater should not be discharged or buried within the project site. ■ Sanitary and septic systems that discharge directly into sanitary sewer systems, where permissible, should comply with the local health agency, city, county, and sewer district requirements. ■ Only reputable, licensed sanitary and septic waste haulers should be used. ■ Sanitary facilities should be located in a convenient location. ■ Temporary septic systems should treat wastes to appropriate levels before discharging. ■ If using an onsite disposal system (OSDS), such as a septic system, local health agency requirements must be followed. ■ Temporary sanitary facilities that discharge to the sanitary sewer system should be properly connected to avoid illicit discharges. ■ Sanitary and septic facilities should be maintained in good working order by a licensed service. ■ Regular waste collection by a licensed hauler should be arranged before facilities overflow. ■ If a spill does occur from a temporary sanitary facility, follow federal, state and local regulations for containment and clean-up. Education ■ Educate employees, subcontractors, and suppliers on sanitary and septic waste storage and disposal procedures. ■ Educate employees, subcontractors, and suppliers of potential dangers to humans and the environment from sanitary and septic wastes. ■ Instruct employees, subcontractors, and suppliers in identification of sanitary and septic waste. ■ Hold regular meetings to discuss and reinforce the use of sanitary facilities (incorporate into regular safety meetings). ■ Establish a continuing education program to indoctrinate new employees. Costs All of the above are low cost measures. November 2009 California Stormwater BMP Handbook 2 of 3 Construction www.casga.org Sanitary/Septic Waste Management WM-9 Inspection and Maintenance ■ BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. ■ Arrange for regular waste collection. ■ If high winds are expected, portable sanitary facilities must be secured with spikes or weighed down to prevent over turning. ■ If spills or leaks from sanitary or septic facilities occur that are not contained and discharge from the site, non-visible sampling of site discharge may be required. Refer to the General Permit or to your project specific Construction Site Monitoring Plan to determine if and where sampling is required. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April 1992. November 2009 California Stormwater BMP Handbook 3 of 3 Construction www.casqa.org Liquid Waste Management WM-10 l l ff Description and Purpose Liquid waste management includes procedures and practices to prevent discharge of pollutants to the storm drain system or to watercourses as a result of the creation, collection, and disposal of non -hazardous liquid wastes. Suitable Applications Liquid waste management is applicable to construction projects that generate any of the following non -hazardous by-products, residuals, or wastes: ■ Drilling slurries and drilling fluids ■ Grease -free and oil -free wastewater and rinse water ■ Dredgings ■ Other non-stormwater liquid discharges not permitted by separate permits Limitations ■ Disposal of some liquid wastes maybe subject to specific laws and regulations or to requirements of other permits secured for the construction project (e.g., NPDES permits, Army Corps permits, Coastal Commission permits, etc.). ■ Liquid waste management does not apply to dewatering operations (NS -2 Dewatering Operations), solid waste management (WM-5, Solid Waste Management), hazardous wastes (WM-6, Hazardous Waste Management), or November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control c SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Q Materials Pollution Control Legend: Q Primary Objective ❑x Secondary Objective Targeted Constituents Sediment Q Nutrients Q Trash Q Metals Q Bacteria Oil and Grease Q Organics Potential Alternatives None If User/Subscriber modifies this fact sheet in any way, the CASOA name/logo and footer below must be removed from each page and not appear on the modified version. ■ C A L[ FO R N [A STORNMATLR 1 of 4 Liquid Waste Management WM-10 concrete slurry residue (WM-8, Concrete Waste Management). ■ Typical permitted non-stormwater discharges can include: water line flushing; landscape irrigation; diverted stream flows; rising ground waters; uncontaminated pumped ground water; discharges from potable water sources; foundation drains; irrigation water; springs; water from crawl space pumps; footing drains; lawn watering; flows from riparian habitats and wetlands; and discharges or flows from emergency fire fighting activities. Implementation General Practices ■ Instruct employees and subcontractors how to safely differentiate between non -hazardous liquid waste and potential or known hazardous liquid waste. ■ Instruct employees, subcontractors, and suppliers that it is unacceptable for any liquid waste to enter any storm drainage device, waterway, or receiving water. ■ Educate employees and subcontractors on liquid waste generating activities and liquid waste storage and disposal procedures. ■ Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). ■ Verify which non-stormwater discharges are permitted by the statewide NPDES permit; different regions might have different requirements not outlined in this permit. ■ Apply NS -8, Vehicle and Equipment Cleaning for managing wash water and rinse water from vehicle and equipment cleaning operations. Containing Liquid Wastes ■ Drilling residue and drilling fluids should not be allowed to enter storm drains and watercourses and should be disposed of. ■ If an appropriate location is available, drilling residue and drilling fluids that are exempt under Title 23, CCR § 2511(g) may be dried by infiltration and evaporation in a containment facility constructed in conformance with the provisions concerning the Temporary Concrete Washout Facilities detailed in WM-8, Concrete Waste Management. ■ Liquid wastes generated as part of an operational procedure, such as water -laden dredged material and drilling mud, should be contained and not allowed to flow into drainage channels or receiving waters prior to treatment. ■ Liquid wastes should be contained in a controlled area such as a holding pit, sediment basin, roll -off bin, or portable tank. ■ Containment devices must be structurally sound and leak free. ■ Containment devices must be of sufficient quantity or volume to completely contain the liquid wastes generated. November 2009 California Stormwater BMP Handbook 2 of 4 Construction www.casga.org Liquid Waste Management WM-10 ■ Precautions should be taken to avoid spills or accidental releases of contained liquid wastes. Apply the education measures and spill response procedures outlined in WM-4, Spill Prevention and Control. ■ Containment areas or devices should not be located where accidental release of the contained liquid can threaten health or safety or discharge to water bodies, channels, or storm drains. Capturing Liquid Wastes ■ Capture all liquid wastes that have the potential to affect the storm drainage system (such as wash water and rinse water from cleaning walls or pavement), before they run off a surface. ■ Do not allow liquid wastes to flow or discharge uncontrolled. Use temporary dikes or berms to intercept flows and direct them to a containment area or device for capture. ■ Use a sediment trap (SE -3, Sediment Trap) for capturing and treating sediment laden liquid waste or capture in a containment device and allow sediment to settle. Disposing of Liquid Wastes ■ A typical method to handle liquid waste is to dewater the contained liquid waste, using procedures such as described in NS -2, Dewatering Operations, and SE -2, Sediment Basin, and dispose of resulting solids per WM-5, Solid Waste Management. ■ Methods of disposal for some liquid wastes may be prescribed in Water Quality Reports, NPDES permits, Environmental Impact Reports, 401 or 404 permits, and local agency discharge permits, etc. Review the SWPPP to see if disposal methods are identified. ■ Liquid wastes, such as from dredged material, may require testing and certification whether it is hazardous or not before a disposal method can be determined. ■ For disposal of hazardous waste, see WM-6, Hazardous Waste Management. ■ If necessary, further treat liquid wastes prior to disposal. Treatment may include, though is not limited to, sedimentation, filtration, and chemical neutralization. Costs Prevention costs for liquid waste management are minimal. Costs increase if cleanup or fines are involved. Inspection and Maintenance ■ Inspect and verify that activity—based BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly during the rainy season and of two-week intervals in the non -rainy season to verify continued BMP implementation. ■ Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur. November 2009 California Stormwater BMP Handbook 3 of 4 Construction www.casga.org Liquid Waste Management WM-10 ■ Remove deposited solids in containment areas and capturing devices as needed and at the completion of the task. Dispose of any solids as described in WM-5, Solid Waste Management. ■ Inspect containment areas and capturing devices and repair as needed. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. November 2009 California Stormwater BMP Handbook 4 of 4 Construction www.casqa.org CASQA SWPPP Template 108 January 2014 Appendix /: BMP Inspection Form CASQA SWPPP Template 109 January 2014 CASQA SWPPP Template 110 January 2014 BMP INSPECTION REPORT Date and Time of Inspection: Date Report Written: Inspection Type: (Circle one) Weekly Complete Parts 1,11,111 and VII Pre -Storm Complete Parts I,II,///,IV and VII During Rain Event Complete Parts 1, ll, 111, V, and Vll Post -Storm Complete Parts I, II, III, VI and Vll Part I. General Information Site Information Construction Site Name: Construction stage and completed activities: Approximate area of site that is exposed: Photos Taken: (Circle one) Yes No Photo Reference IDs: Weather Estimate storm beginning: (date and time) Estimate storm duration: (hours) Estimate time since last storm: (days or hours) Rain gauge reading and location: (in) Is a "Qualifying Event" predicted or did one occur (i.e., 0.5" rain with 48-hrs or greater between events)? (Y/N) If yes, summarize forecast: Exemption Documentation (explanation required if inspection could not be conducted). visual inspections are not required outside of business hours or during dangerous weather conditions such as flooding or electrical storms. Inspector Information Inspector Name: Inspector Title: Signature: Date: CASQA SWPPP Template III January 2014 Part II. BMP Observations. Describe deficiencies in Part III. Failures or other short Action Action Minimum BMPs for Risk Level Sites Required Implemented comings (yes, no, N/A) (yes/no ) Date (Date) Good Housekeeping for Construction Materials ■ Inventory of products (excluding materials designed to be outdoors) Stockpiled construction materials not actively in use are covered and bermed All chemicals are stored in watertight containers with appropriate secondary containment, or in a completely enclosed storage shed Construction materials are minimally exposed to precipitation BMPs preventing the off-site tracking of materials are implemented and properly effective Good Housekeeping for Waste Management Wash/rinse water and materials are prevented from being disposed into the storm drain system Portable toilets are contained to prevent discharges of waste Sanitation facilities are clean and with no apparent for leaks and spills Equipment is in place to cover waste disposal containers at the end of business day and during rain events Discharges from waste disposal containers are prevented from discharging to the storm drain system / receiving water Stockpiled waste material is securely protected from wind and rain if not actively in use Procedures are in place for addressing hazardous and non- hazardous spills Appropriate spill response personnel are assigned and trained Equipment and materials for cleanup of spills is available onsite Washout areas (e.g., concrete) are contained appropriately to prevent discharge or infiltration into the underlying soil Good Housekeeping for Vehicle Storage and Maintenance Measures are in place to prevent oil, grease, or fuel from leaking into the ground, storm drains, or surface waters All equipment or vehicles are fueled, maintained, and stored in a designated area with appropriate BMPs Vehicle and equipment leaks are cleaned immediately and disposed of properly CASQA SWPPP Template 112 January 2014 Part II. BMP Observations Continued. Describe deficiencies in Part III. Adequately designed, Action Action Minimum BMPs for Risk Level Sites implemented and Required Implemented effective (yes/no) (Date) (yes, no, N/A) Good Housekeeping for Landscape Materials Stockpiled landscape materials such as mulches and topsoil are contained and covered when not actively in use Erodible landscape material has not been applied 2 days before a forecasted rain event or during an event Erodible landscape materials are applied at quantities and rates in accordance with manufacturer recommendations Bagged erodible landscape materials are stored on pallets and covered Good Housekeeping for Air Deposition of Site Materials Good housekeeping measures are implemented onsite to control the air deposition of site materials and from site operations Non-Stormwater Management Non-Stormwater discharges are properly controlled Vehicles are washed in a manner to prevent non-stormwater discharges to surface waters or drainage systems Streets are cleaned in a manner to prevent unauthorized non- stormwater discharges to surface waters or drainage systems. Erosion Controls Wind erosion controls are effectively implemented Effective soil cover is provided for disturbed areas inactive (i.e., not scheduled to be disturbed for 14 days) as well as finished slopes, open space, utility backfill, and completed lots The use of plastic materials is limited in cases when a more sustainable, environmentally friendly alternative exists. Sediment Controls Perimeter controls are established and effective at controlling erosion and sediment discharges from the site Entrances and exits are stabilized to control erosion and sediment discharges from the site Sediment basins are properly maintained Linear sediment control along toe of slope, face of slope an at grade breaks (Risk Level 2 & 3 Only) Limit construction activity to and from site to entrances and exits that employ effective controls to prevent offsite tracking (Risk Level 2 & 3 Only) CASQA SWPPP Template 113 January 2014 Ensure all storm, drain inlets and perimeter controls, runoff Deficiency Repairs Implemented: Note - Repairs must begin within 72 hours of identification and, complete repairs as soon as possible. Start Date control BMPs and pollutants controls at entrances and exits 1. Notes: are maintained and protected from activities the reduce their 3. effectiveness (Risk Level 2 & 3 Only) 4. Inspect all immediate access roads daily (Risk Level 2 & 3 Only) Run -On and Run -Off Controls Run-on to the site is effectively managed and directed away from all disturbed areas. Other Are the project SWPPP and BMP plan up to date, available on-site and being properly implemented? Part III. Descriptions of BMP Deficiencies Deficiency Repairs Implemented: Note - Repairs must begin within 72 hours of identification and, complete repairs as soon as possible. Start Date Action 1. Notes: 2. 3. 4. Part IV. Additional Pre -Storm Observations. Note the presence or absence of floating and suspended materials, sheen, discoloration, turbidity, odors, and source(s) of pollutants(s). Yes, No, N/A Do stormwater storage and containment areas have adequate freeboard? If no, complete Part III. Are drainage areas free of spills, leaks, or uncontrolled pollutant sources? If no, complete Part VII and describe below. Notes: Are stormwater storage and containment areas free of leaks? If no, complete Parts III and/or VII and describe below. CASQA SWPPP Template 114 January 2014 Notes: Part V. Additional During Storm Observations. If BMPs cannot be inspected during inclement weather, list the results of visual inspections at all relevant outfalls, discharge points, and downstream locations. Note odors or visible sheen on the surface of discharges. Complete Part VII Corrective Actions as needed. Outfall, Discharge Point, or Other Downstream Location Location Description Location Description Location Description Location Description Location Description Location Description Location Description Location Description CASQA SWPPP Template 115 January 2014 Part VI. Additional Post -Storm Observations. Visually observe (inspect) stormwater discharges at all discharge locations within two business days (48 hours) after each qualifying rain event, and observe (inspect) the discharge of stored or contained stormwater that is derived from and discharged subsequent to a qualifying rain event producing precipitation of inch or more at the time of discharge. Complete Part VII Corrective Actions as needed. Discharge Location, Storage or Containment Area Visual Observation Part VII. Additional Corrective Actions Required. Identify additional corrective actions not included with BMP Deficiencies (Part III) above. Note if SWPPP change is required. Required Actions Implementation Date CASQA SWPPP Template 116 January 2014 Appendix J: Project Specific Rain Event Action Plan Temp/ate CASQA SWPPP Template 117 January 2014 CASQA SWPPP Template 118 January 2014 Rain Event Action Plan (REAP) Date of REAP WDID Number: Date Rain Predicted to Occur: Predicted % chance of rain: CASQA SWPPP Template 119 July 2012 Predicted Rain Event Triggered Actions Below is a list of suggested actions and items to review for this project. Each active Trade should check all material storage areas, stockpiles, waste management areas, vehicle and equipment storage and maintenance, areas of active soil disturbance, and areas of active work to ensure the proper implementation of BMPs. Project -wide BMPs should be checked and cross- referenced to the BMP progress map. Trade or Activity Suggested action(s) to perform / item(s) to review prior to rain event ❑ Information & Scheduling ❑ Inform trade supervisors of predicted rain ❑ Check scheduled activities and reschedule as needed ❑ Alert erosion/sediment control provider ❑ Alert sample collection contractor (if applicable) ❑ Schedule staff for extended rain inspections ❑ Check Erosion and Sediment Control (ESC) material stock ❑ Review BMP progress map ❑ Other: ❑ Material storage areas ❑ Material under cover or in sheds (ex: treated woods and metals) ❑ Perimeter control around stockpiles ❑ Other: ❑ Waste management areas ❑ Dumpsters closed ❑ Drain holes plugged ❑ Recycling bins covered ❑ Sanitary stations bermed and protected from tipping ❑ Other: ❑ Trade operations ❑ Exterior operations shut down for event (e.g., no concrete pours or paving) ❑ Soil treatments (e.g., fertilizer) ceased within 24 hours of event ❑ Materials and equipment (e.g., tools) properly stored and covered ❑ Waste and debris disposed in covered dumpsters or removed from site ❑ Trenches and excavations protected ❑ Perimeter controls around disturbed areas ❑ Fueling and repair areas covered and bermed ❑ Other: ❑ Site ESC BMPs ❑ Adequate capacity in sediment basins and traps ❑ Site perimeter controls in place ❑ Catch basin and drop inlet protection in place and cleaned ❑ Temporary erosion controls deployed ❑ Temporary perimeter controls deployed around disturbed areas and stockpiles ❑ Roads swept; site ingress and egress points stabilized ❑ Other: ❑ Concrete rinse out area ❑ Adequate capacity for rain ❑ Wash-out bins covered ❑ Other: ❑ Spill and drips ❑ All incident spills and drips, including paint, stucco, fuel, and oil cleaned ❑ Drip pans emptied ❑ Other: Continued on next CASQA SWPPP Template 120 July 2012 CASQA SWPPP Template 121 July 2012 LI LI Lj LI Attach a printout of the weather forecast from the NOAA website to the REAP. I certify under penalty of law that this Rain Event Action Plan (REAP) will be performed in accordance with the General Permit by me or under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Date: Qualified SWPPP Practitioner (Use ink please) CASQA SWPPP Template 121 July 2012 Appendix K: Training Reporting Form CASQA SWPPP Template 122 July 2012 Trained Contractor Personnel Log Stormwater Management Training Log and Documentation Project Name: WDID #: Stormwater Management Topic: (check as appropriate) ❑ Erosion Control ❑ Wind Erosion Control ❑ Non-Stormwater Management ❑ Stormwater Sampling Specific Training Objective: Location: Instructor: Course Length (hours): ❑ Sediment Control ❑ Tracking Control ❑ Waste Management and Materials Pollution Control Date: Telephone: Attendee Roster Attach additional forms if necessary) Name Company Phone As needed. add proof of external training (e.a.. course completion certificates. credentials for QSP, QSD). CASQA SWPPP Template 123 July 2012 Appendix L: Responsible Parties CASQA SWPPP Template 124 July 2012 OPTIONAL Authorization of Approved Signatories Project Name: V1,17931M. Name of Personnel Project Role Company Signature Date LRP's Signature LRP Name and Title Date Telephone Number CASQA SWPPP Template 125 July 2012 Identification of QSP Project Name: VWDID #: The following are QSPs associated with this project Name of PersonneW) Company Date (1) If additional QSPs are required on the job site add additional lines and include information here CASQA SWPPP Template 126 July 2012 Authorization of Data Submitters Project Name: PIM -031-6m. Name M0 _- Name of Personnel Project Role Company Signature Date Approved Signatory's Signature Date Approved Signatory Name and Title Telephone Number CASQA SWPPP Template 127 July 2012 Appendix M. -Contractors and Subcontractors CASQA SWPPP Template 128 July 2012 Appendix N: Construction Genera/ Permit CASQA SWPPP Template 129 July 2012 APPENDIX 5 MITIGATION MONITORING AND REPORTING PROGRAM MITIGATION MONITORING AND REPORTING PROGRAM DEL OBISPO STREET WIDENING SAN JUAN CAPISTRANO, CA LSA January 2017 This Page Intentionally Left Blank This Mitigation Monitoring and Reporting Program (MMRP) was formulated based on the findings of the Initial Study/Mitigated Negative Declaration (IS/MND) for the Del Obispo Street Widening Project. This MMRP includes mitigation measures (MMs) and applicable conditions cited in the IS/MND. This MMRP is also in compliance with Section 15097 of the California Environmental Quality Act (CEQA) Guidelines, which requires that the Lead Agency "adopt a program for monitoring or reporting on the revisions which it has required in the project and the measures it has imposed to mitigate or avoid significant environmental effects." This Page Intentionally Left Blank Mitigation Monitoring and Reporting Program City of San Juan Capistrano Mit/ Party Cond. Monitoring and Reporting Monitoring Responsible No. Mitigation Measure/Condition of Approval Process Milestone for Monitoring BIO — 1 Migratory Bird Treaty Act (MBTA) Compliance. In order to avoid impacts to Contractor during all site Construction during nesting City of San Juan Capistrano nesting birds that are protected under the MBTA and California Fish and Game disturbance activity season (February — August) Public Works — Qualified Code, it is recommended that, to the maximum extent feasible, vegetation Biologist clearing or construction activities that impact existing vegetation be conducted outside the primary nesting season for birds. The typical nesting season extends from early February through August, but hummingbirds have been found to nest year-round. Due to the presence of Allen's hummingbirds, a special -status species, it is recommended that a preconstruction nesting bird survey be conducted by a qualified biologist no more than three days prior to vegetation removal or the beginning of construction activities. If a nest with eggs or young of any species covered under the MBTA or California Fish and Game Code is found, work shall not be permitted within a buffer distance to be determined by the qualified biologist involved. Commencing project construction activities, including vegetation clearing, outside of the primary nesting season for birds reduces the chances of the biologist finding an active nest during the preconstruction nesting bird survey. BIO — 2 Drainage Feature Avoidance. In order to avoid impacts to potentially jurisdictional Contractor during all site During all construction City of San Juan Capistrano features, it is recommended that Drainage Culvert No. 2 be avoided completely disturbance activity Public Works during construction and operation of the proposed project. Best Management Practices are recommended to prevent excess soil from grading activities or pollutants from construction equipment from entering Drainage Culvert No. 2. CUL -1 Previously Undocumented Archaeological Resources. If previously Grading/Excavation Grading/Excavation City of San Juan Capistrano undocumented archaeological resources are discovered during project grading Public Works — Archaeologist and excavation, work will be halted in that area until a qualified archaeologist can assess the significance of the find and, if appropriate, recover the archaeological material from the area. The qualified archaeologist may also, in consultation with the City's Project Engineer, determine that on-site monitoring by a qualified cultural resources monitor should occur during grading and excavation activities in that area. CUL If human remains are encountered, State Health and Safety Code Section 7050.5 Grading/Excavation Grading/Excavation City of San Juan Capistrano (Gond.) states that no further disturbance shall occur until the County Coroner has made a Public Works — Senior determination of origin and disposition pursuant to Public Resources Code Project Manager Section 5097.98. The County Coroner must be notified of the find immediately. If Mitigation Monitoring and Reporting Program City of San Juan Capistrano Mit/ Party Cond. Monitoring and Reporting Monitoring Responsible No. Mitigation Measure/Condition of Approval Process Milestone for Monitoring the remains are determined to be Native American, the County Coroner will notify the Native American Heritage Commission (NAHC), which will determine and notify a Most Likely Descendant (MLD). With the permission of the landowner or his/her authorized representative, the MLD may inspect the site of the discovery. The MLD shall complete the inspection within 48 hours of notification by the NAHC. The MLD will have the opportunity to offer recommendations for the disposition of the remains. If the NAHC is unable to identify an MLD, or the MLD fails to make a recommendation within 48 hours after being notified by the NAHC, or the landowner or his/her authorized representative rejects the recommendation of the MLD and the mediation by the NAHC fails to provide measures acceptable to the landowner, then the landowner or an authorized representative shall rebury the Native American human remains and associated grave goods with appropriate dignity on the property in a location not subject to further subsurface disturbance WQ — 1 Prior to Issuance of Grading OC Public Works — City Construction Water Quality. Prior to issuance of a grading permit, the City Director Construction Scheduling of Public Works shall ensure that an Erosion Control Plan is prepared and Permit Director implemented for the project applicable with all local, regional, and state requirements. The Erosion Control Plan shall identify construction Best Management Practices (BMPs) to be implemented to ensure that the potential for soil erosion and sedimentation is minimized and to control the discharge of pollutants in storm water runoff as a result of construction activities. WQ — 2 Operational Water Quality. In compliance with the Standard Urban Storm Water Contractor during all site During all construction City of San Juan Capistrano Mitigation Plan (SUSMP) prepared for the San Diego Regional Water Quality disturbance activity Public Works Control Board (RWQCB) Waste Discharge Requirements (WDRs) for Municipal Separate Storm Sewer System (MS4) Order No. R9-2013-0001, NPDES Permit No. CAS0109266, implementation of the BMPs identified in the Water Quality Management Plan (WQMP) shall be required. These BMPs include Hydrologic Source Control, Biofiltration, Non -Structural Source Control, Structural Source Control and Treatment Control BMPs. The City shall be responsible for the continued monitoring and maintenance of the BMPs identified in the WQMP. N — 1 Construction of the proposed project would potentially result in relatively high Contractor during all site During all construction City of San Juan Capistrano noise levels. The following measures would reduce short-term, disturbance activity Public Works — Senior construction -related noise impacts resulting from the proposed project: Project Manager Mitigation Monitoring and Reporting Program City of San Juan Capistrano Mit/ Cond. No. Mitigation Measure/Condition of Approval Monitoring and Reporting Process Monitoring Milestone Party Responsible for Monitoring • During all project area excavation and on-site grading, the project contractors shall equip all construction equipment, fixed or mobile, with properly operating and maintained mufflers consistent with manufacturers' standards. • The project contractor shall place all stationary construction equipment so that emitted noise is directed away from receptors nearest the project area. • The construction contractor shall locate equipment staging in areas that will create the greatest distance between construction -related noise sources and receptors nearest the project area during all project construction. • Mechanical ventilation systems such as air-conditioning systems are required for first row noise -sensitive structures such as residences, the senior living facility, and the church located within the 458 ft from the centerline of Del Obispo Street. • During all project area construction, the construction contractor shall limit all construction -related activities to the hours between 7:00 a.m. and 6:00 p.m. Monday through Friday, and between 8:30 a.m. and 4:30 p.m. on Saturdays. No outdoor noise -generating construction activity is allowed on Sundays or national holidays. TR — 1 Traffic Management Plan (TMP). Prior to construction, the construction contractor Contractor prior to construction During all construction City of San Juan Capistrano will be required to submit a TMP to the City of San Juan Capistrano Public Works Public Works — Senior (City PW) Department for review and approval. During construction, the City Project Manager Public Works Department shall require the construction contractor to adhere to all requirements of the TMP. At a minimum, the TMP shall include the following: • The route identification and selection for movement of heavy equipment and truck traffic in the project vicinity shall be coordinated with the City Public Works Department and the Orange County Sheriffs Department (OCSD) to minimize traffic and construction impacts. Truck drivers shall be notified of and required to use the identified route/routes between the project area and Interstate 5 (1-5). • Heavy equipment transport, material transportation, or exportation to Mitigation Monitoring and Reporting Program City of San Juan Capistrano Mit/ Cond. No. Mitigation Measure/Condition of Approval Monitoring and Reporting Process Monitoring Milestone Party Responsible for Monitoring and from the project area shall not occur during weekday commute peak traffic periods between the hours of 7:00 a.m. and 9:00 a.m. and between 4:00 p.m. and 6:00 p.m., and shall be coordinated by the contractor with the City Public Works Department and OCSD. • The City Public Works Department will require the construction contractor to notify OCSD and OCFA prior to project construction regarding any temporary limitations to emergency access across and in the vicinity of Del Obispo Street. • Warning signs indicating frequent truck entry and exit shall be posted at staging areas. • Warning signs shall be used to notify motorists of lane closures, if needed. • Signs shall be posted identifying alternative bicycle and pedestrian routes where construction activities may close sections of the road, on -street bike lanes, and sidewalks TCR —1 Tribal Cultural Resources: Monitoring Procedures. Prior to commencement of any Prior to Grading/Excavation Grading/Excavation City of San Juan Capistrano grubbing or grading activities, a qualified archaeologist and Native American Public Works — Archaeologist monitor shall be retained by the City of San Juan Capistrano (City) to provide and Native American Monitor professional archaeologist and Native American monitoring services for any construction activities that may disturb native soils. The archaeologist shall be selected from the roll of qualified archaeologists maintained by the County of Orange (County). The Native American monitor shall be selected by the City. The archaeologist and Native American monitor shall be present at the pre -grading conference to establish procedures for archaeological resource surveillance. Those procedures shall include provisions for temporarily halting or redirecting work to permit sampling, identification, and evaluation of resources deemed by the archaeologist to potentially be historical resources or unique archaeological resources, or by the Native American monitor to be tribal cultural resources under the California Environmental Quality Act (CEQA). These procedures shall be reviewed and approved by the City Director of Public Works, or designee, prior to commencement of any surface disturbance on the Project site. Should any cultural or tribal cultural resources be discovered, no further grading shall occur in Mitigation Monitoring and Reporting Program City of San Juan Capistrano Mit/ Cond. No. Mitigation Measure/Condition of Approval Monitoring and Reporting Process Monitoring Milestone Party Responsible for Monitoring the area of the discovery until the City Director of Public Works, or designee, is satisfied that the following treatment of the resource has occurred. In the event that a unique archeological resource or tribal cultural resource is discovered, and in accordance with Public Resources Code Section 21083.2(b)(1), (2), and (4), the resource shall be moved and buried in an open space area of the Project site, such as slope areas, which will not be subject to further grading activity, erosion, flooding, or any other ground disturbance that has the potential to expose the resource. The on-site area to which the resource is moved shall be protected in perpetuity as permanent open space. No identification of the resource shall be made on-site; however, the City shall plot the new location of the resource on a map showing latitudinal and longitudinal coordinates and provide that map to the Native American Heritage Commission (NAHC) for inclusion in the Sacred Lands File (SLF). Disposition of the resources shall be at the discretion of the City, but in accordance with the foregoing. Mitigation Monitoring and Reporting Program This Page Intentionally Left Blank City of San Juan Capistrano